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HomeMy WebLinkAboutTract 16495 Sycamore Hills IISTORM DRAIN BASIS OF DESIGN SYCAMORE HILLS II TENTATIVE TRACT NO. 16495 Prepared For: Empire Land 3536 Concours Avenue Ontario, CA 91764 Prepared By: WF CONSULTING PLANNING ■ DESIGN ■ CONSTRUCTION Contact Persons: Steve Giffen - RCE #42154 Mark Anderson — RCE #26821 September, 2003 February, 2004 April, 2004 January, 2005 February 22, 2005 Revised February 25, 2005 RBF JN 15-100634 APPROVED SIGNATURE MAR 12005 THE APP OVAL OF THIS PLAN AND SRECIEICATIONS SHALL NO] BE HELD TO PERMIT OR TO BE AN APPROVAL OF Tht VILILAT&I CSF ANY FEDE%,AL, STATE, COUNTY OR CITY LAWS OR ORUINANCE& WILLDAN APPROVED <� 17 � to / SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN TABLE OF CONTENTS SECTION 5.0 ENGINEERING ANALYSIS AND METHODOLOGY..........................................5-1 5.1 The Rational Method............................................................................................5-1 ,., 5.2 Proposed Development Onsite Hydrology...........................................................5-2 5.3 Storm Drain Hydraulics.........................................................................................5-7 5.4 Inlet Hydraulics 5-9 5.5 Street Capacity Calculations................................................................................5-9 Introduction SECTION 1.0 INTRODUCTION..................................................................................................1-1 ■r 3.1 1.1 Location and Setting.............................................................................................1-1 3.2 1.2 Project Objectives.................................................................................................1-1 3.3 Hydrology and Hydraulic Calculations for Sierra Business Park .........................3-2 SECTION 2.0 ENVIRONMENTAL SETTING..............................................................................2-1 SECTION 4.0 2.1 Natural Watershed Description............................................................................2-1 *� 4.1 2.2 Existing and Proposed Land Uses On and Off-Site.............................................2-1 4.2 2.3 Existing Drainage Facilities..................................................................................2-3 ■ 2.4 Flood Hazard Zones.............................................................................................2-4 SECTION 5.0 ENGINEERING ANALYSIS AND METHODOLOGY..........................................5-1 5.1 The Rational Method............................................................................................5-1 ,., 5.2 Proposed Development Onsite Hydrology...........................................................5-2 5.3 Storm Drain Hydraulics.........................................................................................5-7 5.4 Inlet Hydraulics 5-9 5.5 Street Capacity Calculations................................................................................5-9 Introduction SECTION 3.0 PREVIOUS WATERSHED STUDIES AND INVESTIGATIONS .........................3-1 ■r 3.1 Master Storm Drainage Plan Study......................................................................3-1 3.2 Empire Center Hydrology Study...........................................................................3-1 3.3 Hydrology and Hydraulic Calculations for Sierra Business Park .........................3-2 SECTION 4.0 PROPOSED PROJECT DRAINAGE SYSTEM REQUIREMENTS ....................4-1 *� 4.1 Design Issues and Requirements 4-1 4.2 Description of Proposed Drainage Systems........................................................4-1 4.3 Description of Existing Drainage Condition..........................................................4-2 SECTION 5.0 ENGINEERING ANALYSIS AND METHODOLOGY..........................................5-1 5.1 The Rational Method............................................................................................5-1 ,., 5.2 Proposed Development Onsite Hydrology...........................................................5-2 5.3 Storm Drain Hydraulics.........................................................................................5-7 5.4 Inlet Hydraulics 5-9 5.5 Street Capacity Calculations................................................................................5-9 Introduction SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN LIST OF EXHIBITS •. Site Location Map Land Use Plan do Developed Condition Hydrology Map (Map Pocket) ,., Soil Group Map .. TECHNICAL APPENDIX Appendix A 25 -Year Developed Condition Hydrology Line I Hydrology Hydrology to Node 400 Line A Hydrology „r Hydrology to Node 403 qw 100 -Year Developed Condition Hydrology AN Line I Hydrology Hydrology to Node 400 �., Line A Hydrology Hydrology to Node 403 Appendix B Storm Drain Hydraulics WSPG M Ultimate Condition 100 -year (Existing System - DeClez Channel to 102" Confluence; Proposed Line "A" [Backbone System]) dK Line "A" Line "B" r. Line "C' Line "D" ., Line "E" Line "F" " Line "G" Line "H" Line "I" Appendix C Inlet Sizing Calculations Catch Basin Analysis — Line A Catch Basin Analysis — Line B Catch Basin Analysis — Line C Catch Basin Analysis — Line D 0 Catch Basin Analysis — Line E Catch Basin Analysis — Line F Catch Basin Analysis — Line G Catch Basin Analysis — Line I 15-11LIU1534 Introduction Am a we Aw SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN h e ,R im ul Introauction 0 r� Appendix D Street Capacity Rating Table Calculations Typical Street Cross-sections per street imp. Plans 60' R/W — Half Street 60' R/W — TC to TC 60' R/W — R/W to R/W 64' R/W — Half Street 64' R/W — TC to TC 64' R/W — R/W to R/W +tII Appendix E Tract 16074: Sycamore Hills Supplemental to Drainage Study Report by RBF Consulting, February 4, 2004 Catch basin Hydrology Map Appendix F Insert from Hydrology and Hydraulic Calculations for Sierra Business Park .. prepared by Huitt Zollars, September 1, 2004 100 -Year Developed Condition Hydrology Line F Hydrology to node 414 100 -Year hydraulics Analysis h e ,R im ul Introauction 0 0 r1 SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN go W SECTION 1.0 INTRODUCTION 1.1 Locations and Setting 0 The following report is a storm water and surface drainage technical investigation provided in support of the Sycamore Hills II project. The study area is composed of nine separate Planning .. Areas. A portion of the study area has been approved as Tentative Tract Map No. 16074 (Sycamore Hills) and another portion as Tentative Tract Map No. 16495. This report is an assessment of the storm water quantity issues associated with the proposed development of Tentative Tract Map No. 16495. The Sycamore Hills II project site is located in the southern portion of the City of Fontana, San Bernardino County. The 107.9 acre site is bounded by Santa Ana Avenue and existing vacant land to the north. To the west, very low density residential and Sierra Avenue bind it. The southern boundary is adjacent to Jurupa Avenue and a recently built single- family residential area, while the eastern boundary is adjacent to Tentative Tract Map No. 16074, single family residential. The Site Location Map, Exhibit 1, shows the project location. M 1.2 Project Objectives The primary objectives of this storm water and hydrologic investigation are the following: r • Research and review existing drainage criteria, previous drainage studies, master - planned regional improvement plans, local drainage requirements. Perform hydrology analysis of the local on-site watershed, based on proposed land •• uses, drainage patterns, ground slopes, and soil types to generate the 25 and 100 - year storm runoffs for the project site and for areas tributary to it. The hydrology computations are based on the San Bernardino County Hydrology Manual. • Perform a hydrologic analysis for the proposed development of the project site based upon the modified drainage patterns and land uses indicated on the preliminary grading plan. +rr Perform Hydraulic Analysis utilizing the WSPG computer program for the proposed Storm Drain Improvement Plans. Perform Inlet Hydraulics to size the on-site catch basins. to 15-100634 1-1 Section 1 rir is r AN SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN �w r L---�-- >I --� Ji I Fontana `---;I 'I VALLEY BLVD 1 rrlt �I "m me MR is M. q= r F Q D�25DD EMPIRE LAND •SYCAMORE HILLS Location Map CCNYULTING 10'J.05JN15-1WGM10 Exhibit 15-100634 1-2 Section 1 w SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN +� SECTION 2.0 ENVIRONMENTAL SETTING 2.1 Natural Watershed Description .r The proposed Sycamore Hills II, Tentative Tract No. 16495, project site consists of 107.9 acres. The project area is within south Fontana, an area utilized for agricultural uses over the years including vineyards. Currently, the land is vacant. The site is characterized by relatively flat topography with slopes of approximately 1 % generally in a southwesterly direction. The general •. area surrounding the site includes existing residential, vacant land, and above -ground power lines. Soils in the area are predominately sandy -loam soils. .. Since the land has been laid vacant, currently the natural vegetation is limited primarily to annual grasses with generally average to good coverage. The local watershed response to precipitation events is generally slow and results in sheet flow due to the low topographic relief. Development of the proposed Sycamore Hills II project will require removal of the existing vegetation and debris that •+ has accumulated over the years. 2.2 Existing and Proposed Land Uses On and Off -Site 2.2.1 Existing On -Site Land Uses dw On-site land uses within the Sycamore Hills II project area presently consist of vacant land. The property includes grasslands, shrubs, trees and fencing. Scattered grapevines are located within .. the site area, remnants of past viticulture operations. 2.2.2 Existing Surrounding Land Uses �. The existing surrounding land uses adjacent to the site include single family residential to the South, East and West, and vacant property to the North estimated to be used for commercial purposes in w. the near future. ,.. 2.2.3 Proposed Land Uses .,� • Approximately 395 Single Family dwelling units with a minimum lot size of 5,200 sq. ft. (5.4 dwelling units/gross ac) with a total area of 58 acres. • Approximately 18 acres of Commercial Office and Professional uses adjacent to Sierra Avenue and Jurupa St. • Approximately 4 acres of open space lots are available for future development. +� • Approximately 5 acres of developed street area. ,rr 15-100634 Section 2 2-1 r rr dig SYCAMORE HILLS 11 STORM DRAIN BASIS OF DESIGN "m di EXHIBIT 2 — LAND USE PLAN Al qm 23 7r W —F . 15-100634 bection z 2-2 r_ SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN As previously noted, the Sycamore Hills II area is located in an area generally referred to as South Fontana within the City of Fontana. In addition to the existing land uses surrounding the site, ... proposed land uses within the South Fontana area include the proposed Empire Center Specific Plan to the North and West, and the South Park Specific Plan area to the South. Empire Center Specific Plan: The Empire Center Specific Plan includes a total of five planning areas that would incorporate commercial, retail, hotel and Business Park uses on 522 gross acres. Presently, a partially built commercial retail development known as Palm Court Shopping Center (Planning Area 5 of the Empire Center Specific Plan), is located at the southeast comer of Interstate ®" 10 and Sierra Avenue on approximately 292 acres. The majority of the Empire Center specific plan +.• area below Slover Avenue is not built, and the land remains vacant. South Park Specific Plan: The South Park Specific Plan is a single-family residential development located on 117+/- acres at the southeast comer of Sierra Avenue and Jurupa Avenue. This project is developed and includes single-family residential, park, and open space. 2.3 Existing Drainage Facilities <.. There are several existing drainage features and facilities that impact the project site and considerations of these issues must be incorporated into any proposed storm water management system for that site. Currently, a 102 -inch RCP stub has been constructed at Sierra Avenue to convey the flows from the tributary area bounded by Jurupa Avenue on the south, Santa Ana Avenue to the north, Sierra Avenue to the west and Tamarind Avenue to the east. An area of approximately 79 acres north of Santa Ana Avenue is also tabled to drain to the 102 -inch storm drain line. The DeClez Channel is an existing concrete lined trapezoidal channel which begins at approximately Oleander Avenue at the terminus of the 9'x 14' RCB in Jurupa Avenue. The channel - is owned and maintained by the San Bernardino County Flood Control. The 9'x 14' RCB is located .r in Jurupa Avenue between Oleander Avenue and Sierra Avenue. At Sierra Avenue starting from Jurupa Avenue the drainage system continues north in Sierra Avenue as a 108 -inch RCP for about 800 feet to the 102 -inch lateral stub that will drain the subject site. Continuing north in Sierra Avenue the pipe transitions to a 90 -inch RCP until it reaches the proposed Santa Ana Avenue intersection where it transitions to a 54 -inch RCP. The lateral stub in Santa Ana Avenue is a 72 -inch RCP. A 96 -inch RCP also continues east along Jurupa Avenue from Sierra Avenue. ++� These facilities provide the conveyance system for flows from the project site. The existing storm drain facilities were based on discharges determined in the Master Hydrology Study for Empire Center dated January 28, 1992. 2.4 Flood Hazard Zones The City of Fontana is a participant in the National Flood Insurance Program (NFIP), which is administered by the Federal Emergency Management Agency (FEMA). Communities in the NF IP ,. must adopt and enforce minimum floodplain management standards, including identification of 15-100634 Section 2 �* 2-3 .. rr 40 SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN flood hazards and flood risks. Flood insurance studies previously developed flood hazard designations for this area. The City of Fontana is community number 060274 and the adjacent area in San Bernardino County is community 060270. The project site is located on the Flood Insurance Rate Map (FIRM) panel for the San Bernardino County/City of Fontana 06071 C8666 F published March 18, 1996. The flood insurance map indicates that a small portion of the south area of the project site is considered to have a "Zone A" flood zone designation. This flood zone designation is defined as special flood hazard areas, inundated by 100 -year flood. M s 15-100634 rrl 2- 4 5ectlon z do SYCAMORE HILLS I) STORM DRAIN BASIS OF DESIGN A. SECTION 3.0 PREVIOUS WATERSHED STUDIES AND INVESTIGATIONS r. Previous engineering investigations have been completed which have evaluated elements of the project site hydrologic conditions. These studies provide background in the original master planning .. of the storm water requirements and have been incorporated into the local storm water management program for the site. 3.1 Master Storm Drainage Plan Study The City of Fontana and "Sphere of Influence" Master Storm Plan Study, prepared in June 1992, was prepared to achieve three main objectives: 1) Calculate storm water runoff based on current land use; 2) Develop estimated sizes and locations of drainage facilities necessary to convey storm �. water to regional flood control facilities; and 3) Provide cost estimates of the facilities to establish project budgets and adequate funding programs. The goal of the report was to establish a flood control system which provides 100 -year flood protection for the City of Fontana and the City of Fontana's Sphere of Influence. �. The Sycamore Hills II project site is located in the area designated as Empire Center in South Fontana. Flows from the site are designed to be conveyed in a drainage system in Sierra Avenue. ■` The flows are then conveyed in a 9'x 14' RCB in Jurupa Avenue to the DeClez Channel. Storm drains in the Empire Center development are denoted as DZ -1 through DZ -2A on the Master Storm Drainage Plan Exhibit Map. The 9'x 14" RCB as well as the storm drain system in Sierra Avenue is owned and maintained by the City of Fontana. 3.2 Empire Center Hydrology Study The Master Hydrology Study for Empire Center was prepared by Hall & Foreman, Inc., dated January 28, 1992. The purpose of the hydrology study was to determine developed condition discharges for the 25 and 100 -year flood events. The Empire Center study area consist of approximately 540 acres and is generally bounded by Jurupa Avenue on the south, the 1-10 freeway -- to the north, Sierra Avenue to the west and Tamarind Avenue to the east. The hydrology study analyzed fully developed conditions based on proposed land uses and zoning conditions and an interim condition. The interim condition represents the mass graded condition for areas within the study area. In the report, line "I" represents the storm drain line which will drain the Sycamore Hills site. The design frequency of Line "I" is 100 -year. The stub out for Line "I" was designed to convey the 100 - year overflow from the proposed storm drain line in Santa Ana Avenue. The storm drain line in Santa Ana Avenue will convey the 25 -year flows along Santa Ana Avenue to the storm drain system in Sierra Avenue. The 100 -year overflow is tabled to flow down Empire Center Boulevard South (no longer part of the proposed street pattern) to Line "I" for full development. rlr� "" 15-100634 3-1 Section 3 ,. ro SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN ,. 3.3 Hydrology and Hydraulic Calculations for Sierra Business Park The Hydrology and Hydraulic Calculations for Sierra Business Park was prepared by Huitt-Zollars, dated September 1, 2004. The purpose of the hydrology study as stated in the report, was to .. evaluate the drainage improvements necessary to convey flows from the Sierra Business Park and other surrounding developments to the DeClez Channel. The site is located east of Sierra Avenue between Santa Ana Avenue and Slover Avenue north of the Sycamore Hills project, Tract 16495. The design incorporates a detention basin west of Sierra Avenue, approximately 900 feet north of Jurupa Avenue. That detention basin feeder line is a 108" RCP connected to Sierra Avenue Storm .•• Drain Line at storm drain station 22+50. The upstream flows from the Sierra Avenue line are diverted to the detention basin. The outlet system incorporates a 54" RCP traveling south along Sierra Avenue and ultimately discharging flows to the 14.0'X9.0' RCB at the corner of Jurupa Avenue and Sierra Avenue. 15-100634 3-2 secuon 3 09 r on 11011111 Ir SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN �. SECTION 4.0 PROPOSED PROJECT DRAINAGE SYSTEM .. REQUIREMENTS 4.1 Design Issues and Requirements -- The proposed drainage system is one of the key components of the storm water management .. program for the project development. The primary purpose of the drainage system is to assist in providing the required level of flood protection. Flood protection is provided not only through the .. storm drain system, which is the primary conveyance system, but also through the streets, which provide a secondary overland flow path for larger rainfall events. The combination of the primary or nuisance system and the emergency or secondary systems allows complete control of surface water for both the minor runoff events and larger infrequent rainfall events. Design criteria in the Master 'w Storm Drainage Plan Study states that: "The major drains in the Master Storm Drainage Plan system are designed for the full 100 year storm runoff. However, for the sake of economy, it is preferable to limit some drains to 25 year capacity where streets can hold the difference between the 25 -year and the 100 -year runoff. Therefore, both the 25 -year and 100 -year storms were used to size various elements of the — system. The design criterion for each line is shown on the Exhibit Map" The primary issues that governed the conceptual configuration of the local drainage system included ,... the following: 0 The Exhibit Map from the Master Storm Drainage Plan designates the storm, which serves the Sycamore Hills II site as a 100 -year system. The underground drainage system will need to be designed for the 100 -year hydraulic capacity to match the hydraulic requirements of the numerous sump inlets within the project. 0 Maintaining the drainage conveyance of the offsite drainage area, which is tributaryto the .. site from north of Santa Ana Avenue. • Ensure that the existing downstream drainage facilities original hydraulic design capacity is not exceeded or the tributary drainage area is not exceeded. 0 Extend the underground conveyance system to intercept all local surface drainage inlets based upon the proposed grading requirements. 4.2 Description of Proposed Drainage Systems A The proposed local drainage system for Sycamore Hills II will consist of three main onsite storm q. drain systems all of which outlet into the Sierra Ave. storm drain mainline. The Sierra Ave. storm drain mainline borders the western side of the Sycamore Hills II site. The extent of these drainage 40 systems determines the limits of the tributary drainage boundaries. The local drainage systems drain relatively small individual tributary sub -areas based upon the proposed grading and preliminary local surface inlet locations. The local storm drain system must be extended to intercept all surface drainage inlets. The locations of the development building pads, landscaped areas, and street " 15-100634 Section 4 +rl 4-1 ." 0 IN 0 SYCAMORE HILLS 11 STORM DRAIN BASIS OF DESIGN intersections determined the surface inlet requirements. Additional minor landscaping drainage r' systems may be installed as required which will be connected to the local onsite drainage system. The proposed drainage system is depicted on the Hydrology Map (map pocket) and on Figure 4.1. In general, the site is comprised of approximately 58 acres of residential area, 25 acres of street .r area, 4 acres of open spaced lots, 3 acres of park, and 18 acres of commercial lots. Line "I" - Node 400 Outlet Storm drain Line "I", upstream terminus point is located at the north central section of the site at -■ node 300; intersection of Butternut Way and Hackberry Lane. The system continues west along a storm drain easement between lots 8 and 9 of Tract 16495 (phase 3) and terminates at the Sierra Ave. storm drain line node 400. This storm drain will drain sub areas 41 through 47.1 as illustrated on the Hydrology map. Line "I" in the hydrology study represents the drainage system that will drain the northwestern half of the Sycamore Hills site. At its outlet, the tributary drainage area is approximately 17 acres. �. The Huitt Zollars report was revised as of September 1, 2004. The design of storm drain systems •• along Santa Ana Avenue, will intercept flows via a subsurface system towards the Sierra Avenue; no flows will enter Tract 16495 at Butternut Way. The ultimate designed flowrate tributary to Line "I" is 55.2 cfs to be discharged into the Sierra Avenue line at storm drain line station 27+62 and the downstream hydraulics grade line elevation was taken from the hydraulics analysis included in the Huitt Zollars report relevant sections of said report is included as a reference under Appendix F. -- The Huitt Zollars analysis accounts for these flows and tributary area in the bypass system as well as in the design of the detention basin. .. Line "A" - Node 403 Outlet This portion of the storm drain system drains the majority of the Sycamore Hills II site, Tract 16495 and is the extension of the existing 102" RCP stub. Specifically, Line "A" drains sub areas 1 (Hardy Pecan Drive) through 40.1 as well as sub areas 48 through 57 (commercial site). This storm drain line has a tributary drainage area of approximately 270.8 ac, which includes areas from the Siena Business Park, Tract 16074 and Sierra Ave upstream surface runoff. At Node 460, the proposed storm drain line (Line F) is to confluence a 100 -year offsite flow of approximately 149.5 cfs from the Sierra Business Park Hydrology Study (node 460) and existing Line "I" (Santa Ana surface runoff). in Line "B" - Node 206 Outlet Storm drain Line "B" is a 36" RCP at the downstream terminus point is considered to be a lateral to *� Line "A" servicing the southern portion of Tract 16495, south of Lacebark Street. Line "B" discharges flows into Line "A" at node 206, at the intersection of Scotch Pine Way and Lacebark Street. The total 100 -year flood event flow rate is 55.4 cfs and 25 -year flood event is 42.9 cfs. As discussed and accepted by the city Engineer for the city of Fontana, Line "B" has been designed to intercept the 25 -year flood event utilizing the downstream 1 00 -year flood event hydraulics grade line estimated by Line "A" hydraulics analysis. The entire 25 -year flood event estimated flowrate is intercepted and mitigated by the system. Additionally, the 100 -year flood event flowrate hydraulics analysis was also prepared and included in Appendix B. The results demonstrate that out of the 15-100634 Section 4 ,W 4-2 M 0 0 M W SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN ,n entire 100 -year flowrate of 55.4 cfs, 3.9 cfs will be maintained on the street and ultimately be "o intercepted by Laterals "B-1" and "B-2". 4.3 Description of Existing Drainage System The existing local drainage system for Sycamore Hills II consists of a 102" RCP storm drain stubout lateral from the Sierra Avenue storm drain line located at approximately 800 feet north of the intersection of Sierra Avenue and Jurupa Avenue to which the on -tract Line "A" is connected. The two proposed drainage systems (Line "A" and Line "I") outlet into the Sierra Avenue storm drain mainline. The Sierra Ave storm drain mainline borders the western side of the Sycamore Hills II site ro ultimately leading to the DeClez Channel. The existing drainage system is depicted on the Hydrology Map (map pocket) and on Figure 4.1. w, Sierra Ave. Mainline — Node 607.01 outlet (Jurupa Avenue and Sierra Avenue) This mainline storm drain conveys flows from the entire Sycamore Hills II site as well as the Santa Ana Avenue storm drain 100 -year flow of approximately 272 cfs and a Sierra Business Park Hydrology Study (Huitt-Zollars;September 1, 2004) flow of approximately 230 cfs that confluences at node 34 and the Jurupa St. flow that confluences at node 607.01. The Sierra Ave. Mainline will drain approximately 1050 acres. The 25 -year discharge to this storm drain mainline is 933 cfs. The �.. 100 -year proposed development flow rate is estimated to be 1172 cfs (ultimate condition). The interim condition discharge is 1283 cfs. Refer to the Huitt Zollars report for the latest analysis to the ^� hydrology and hydraulics of the areas tributary to said Nodes. The Report also included the design and construction of the detention basin. While this mainline storm drain conveys flows from north to south in Sierra Avenue, then east to west in Jurupa Avenue, there is a sump located near Node 401. This sump can only pond to the top of curb then the uncaptured water will spill to the west and flow overland. Consequently, while the ,. hydrology suggests peak flow rates downstream of Node 401, it is necessary to confirm that the hydraulic capacity exists within the existing facilities downstream of Node 401. This is discussed further in Section 5.3 15-100634 Section 4 err 4-3 MR 0 MW M SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN "a SECTION 5.0 ENGINEERING ANALYSIS AND METHODOLOGY r. Hydrologic calculations to determine the 25, and 100 -year design storms for tributary areas less than 500 acres are required to be performed using the AES software for the San Bernardino County Rational Method outlined in the San Bernardino County Hydrology Manual dated 1986. The watershed sub -basin boundaries within the project site boundary were delineated utilizing the proposed Tentative Tract Map to determine the development drainage patterns. Hydrologic parameters used in this analysis such as rainfall and soil classification areas as presented in the .� San Bernardino County Hydrology Manual were identified. The development plans indicated on the preliminary grading plan were used in modifying the existing drainage boundaries and to perform the development condition hydrology. r-1 5.1 The Rational Method The Rational Method is an empirical computational procedure for developing a peak runoff rate .� (discharge) for storms of specific recurrence interval and was used in generating the hydrologic results of this study. The Rational Method equation which will calculate the peak discharge and is based on the assumption that the peak flow rate is directly proportional to the drainage area, rainfall intensity, and a loss coefficient which describes the effects of land use and soil type on surface infiltration. The 25, and 100 -year design discharges at intermediate points were computed by generating a hydrologic "link -node" model which divides the area into drainage sub -areas, each ■+ tributary to a concentration point or hydrologic "nodes" are linked together by hydraulic conveyance processes which describes the physical watershed process. The sub -area layout and the results of the Rational Method analysis are shown on the Hydrology Map, Exhibit 2 (map pocket). The following assumptions/guidelines were applied for use of the Rational Method: -- 1. The Rational Method hydrology includes the effects of infiltration caused by soil surface characteristics. The soils map from the County Hydrology Manual indicates that the study .r area consists of soil types A and B, Exhibit 3. Hydrologic soil ratings are based on a scale of .. A through D, where D is the least pervious, providing the greatest runoff. Soil type B will be used for the hydrology analysis. dW 2. The infiltration rate is also affected by the type of vegetation or ground cover and the percentage of impervious surfaces. The developed condition cover includes Residential Landscape. The runoff coefficient was developed utilizing a runoff index potential number or curve number which ranges from 1 to 98, 98 is the most impervious and the highest runoff potential. The runoff coefficients are dependent upon the percentage of pervious area, which actually allows infiltration since the impervious areas do not allow infiltration. A Curve Number (CN) of 76 was selected to reflect the runoff potential based upon Soil Conservation *• Service guidelines for Residential Landscape. 4111 3. The runoff coefficients that were considered representative of the development land use condition included "residential (5-7 dwelling units/ac)" for the 58 -acre residential development areas and "commercial" for the 18 -acre commercial development, which reflects the highest 15-100634 Section 5 i 5-1 an r. Wn do SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN percentage of imperviousness. Assuming a residential land use will yield a conservative r. discharge estimate due to the increased imperviousness associated with the land use. 4. The Kirpich formula as used to determine the times of concentration (Tc) for initial upstream sub -areas. This procedure is applicable for determining the time of concentration for watershed catchment where overland flow hydraulics dominates. Initial sub -areas were — drawn to be less than 10 acres in size and less than 1000 feet in length per the San Bernardino County Hydrology Manual guidelines using this procedure. �^ 5. Pipe travel times were computed based upon preliminary pipe size estimation assuming .r normal depth for an estimated friction slope. The travel time was calculated assuming full flow and using 30% of the total friction slope, which would result in minor losses. The friction .. slope was assumed to be approximately equivalent to the ground slope. 6. Standard rainfall intensity -duration curve data was obtained from the San Bemardino County Hydrology Manual, dated August 1986. 7. The 25-, and 100- year peak flow computations for the developed watershed land use conditions are included in Technical Appendix A. ■. 8. The hydrology calculations assumed 100 percent interception of the surface runoff at the street inlets and local area drain inlets. Refer to Appendix C for catch basin inlet calculations. 9. Per criteria from the San Bernardino County Hydrology Manual an Antecedent Moisture Condition (AMC) of 2 was utilized for the 25 -year and an AMC of 3 was used for 100 -year ,. analysis that reflects the degree of ground saturation from previous rainfall events. The AMC can range from 1 to 3, with the condition 3 being the most severe. ., 5.2 Proposed Development Onsite Hydrology The hydrologic analysis prepared for the onsite project watershed reflects the proposed development including drainage patterns and land uses. The drainage patterns were based upon the Rough Grading Plans and alignment of the underground storm drain system. A hydrologic "link - node" model was prepared which reflects the physical process of the rainfall surface runoff. A summary of the hydrologic results is shown in Table 1. F_ .I do I" dw IMI s 15-100634 Section 5 5-2 y do .. No 0- F MR AN I" Ad SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN 103.3 4.1 14.0 8.2 10.7 103.01 69.7 19.1 144.0 184.4 103.1 1.4 8.9 3.4 4.5 103.2 1.9 13.3 3.8 5.0 104 76.6 19.5 155.1 198.9 105 6.9 17.4 11.6 15.4 106 78.0 19.7 156.9 201.4 106.1 1.4 8.8 3.5 4.6 107 148.3 18.5 281.4 361.1 108 149.3 18.9 283.3 363.5 108.1 0.5 9.2 1.5 2.0 108.2 0.5 9.2 1.3 1.7 109 149.7 19.5 284.1 364.5 109.1 0.5 8.0 1.4 1.8 110 163.1 19.6 309.0 396.5 111 164.3 19.7 310.9 399.0 111.1 1.2 9.6 3.2 4.1 112 166.2 20.4 313.8 402.8 112.1 1.9 9.8 4.7 6.1 113 233.3 18.6 437.6 561.9 114 67.1 18.5 129.0 165.5 114.2 1.6 7.3 4.8 6.2 115 62.7 17.7 121.8 156.1 115.1 1.9 11.1 4.4 5.8 116 60.8 17.5 118.5 151.9 116.1 2.1 11.4 4.8 6.3 116.2 0.7 9.9 1.8 2.3 117 13.4 13.7 28.9 37.7 117.1 0.5 7.4 1.7 2.1 117.2 0.5 7.4 1.5 1.9 118 0.5 5.3 1.9 2.4 118.1 0.2 6.1 0.9 1.1 118.2 0.3 5.2 1.1 1.3 119 12.4 13.0 26.8 35.0 150 3.8 10.7 9.1 11.8 150.1 1.7 10.5 4.2 5.4 150.2 2.0 10.5 4.9 6.4 151 9.7 11.9 12.1 27.3 151.1 3.7 12.9 7.7 10.1 152 11.9 12.8 25.5 33.4 152.1 0.2 6.0 0.9 1.1 152.2 2.0 10.4 4.8 6.4 200 3.5 7.8 9.9 12.7 15-100634 Section 5 am 5-3 dig w SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN do we r. +.w AN 200.1 2.0 7.8 5.8 7.5 200.2 1.6 8.9 4.2 5.5 201 4.8 8.6 13.3 17.1 201.1 0.6 6.8 1.8 2.3 201.2 0.7 7.2 2.1 2.7 202.01 5.8 8.7 15.6 20.1 202.02 1.0 10.7 2.6 3.3 202 7.7 7.7 21.1 27.1 202.1 0.8 7.2 2.5 3.2 202.2 1.2 7.7 3.4 4.4 203 11.1 8.5 30.5 39.2 203.1 0.7 8.5 2.0 2.6 203.2 2.7 8.4 7.6 9.8 204 12.6 8.9 34.3 44.1 204.1 1.4 8.8 3.9 5.0 205 16.8 9.6 42.9 55.4 205.1 1.4 11.3 3.2 4.2 205.2 2.9 12.5 6.1 8.0 206 250.1 18.8 468.7 601.9 206.01 251.8 18.9 471.5 605.5 206.1 1.7 10.3 4.2 5.5 207 254.4 18.9 471.5 605.5 300 4.4 8.5 12.6 16.2 300.1 1.5 9.0 4.0 5.2 300.2 1.7 8.5 4.9 6.2 300.3 1.3 7.8 3.9 5.0 301 7.5 9.6 20.4 26.1 301.1 0.7 7.7 2.2 2.8 301.2 2.4 10.5 6.1 7.8 302 13.2 11.2 32.6 41.9 302.1 2.1 10.4 5.3 6.9 302.2 3.6 13.7 7.6 9.9 303 16.6 11.6 40.6 52.3 303.1 1.8 10.7 4.4 5.6 303.2 1.7 11.2 4.0 5.2 400 16.6 12.1 40.6 52.3 401 266.4 20.4 496.4 637.1 403 1 270.8 20.9 504.0 646.8 #' * TC based on 100 yr storm design 10 Ma it in 15-100634 -section 5 to 5-4 .r dw SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN ow F an it M NN A comparison at key nodes between the discharges developed for the previous hydrology studies for Empire Center and those developed for Sycamore Hills II are presented in Table 2 * The confluence at this node was not actually calculated in the Hall & Forman prepared "Master Hydrology for Empire Center". RBF calculated Q100 at this node based upon the hydrologic data presented in the Hall and Forman Report for nodes 607.01 and 312.01 A reference of area, peak flowrate and time of concentration at key nodes on the Hydrology Map for Sycamore Hills II are given in the following table. 15-100634 Section 5 s 5-5 ,. go 0 ail SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN ON 5.3 Storm Drain Hydraulics The City of Fontana is the governing agency for the storm drain system, overseeing both design and maintenance for the in -tract and infrastructure facilities that convey runoff to the DeClez Channel that is a San Bernardino County regional facility. The City of Fontana has prepared a Master Plan of Drainage for Fontana. The project site is within the Master Plan area. The master °- planned drainage facilities will be designed for a design capacity sufficient to accommodate a 100 -year frequency storm within the storm drain pipe system. Flows for a 100 -year frequency storm that are in excess of the capacity of the pipe system are calculated to be fully contained within the downstream street right of ways. The existing drainage runoff patterns of the existing project site are generally in a southwest .. direction. The proposed tentative tract grade will mirror this pattern. The existing storm drain system that will accept flows from the site consists of a 108" RCP facility within Sierra Avenue. �+ The proposed system (Line "A") will tie into this facility via an existing 102" RCP lateral located in Sierra Avenue approximately 800' north of Jurupa Avenue. �. Several changes in land use and street patterns have occurred since the adoption of the City's Master Plan of Drainage. In addition, greater detail is available for the alignments, extents and ~ sizing of the proposed drainage system. It is therefore necessary and appropriate to investigate and determine how the master plan is to be altered and the criteria to be used for this proposed system. Utilizing the 100 -year hydrologic data shown on the As Built Improvement Plans, the hydraulic capacities of the existing systems, were analyzed. The existing 9'x 14' RCB in Jurupa Avenue and the 108" RCP in Sierra Avenue flow full and yield an HGL elevation which is substantially above the sump condition at the junction with the 102" RCP. This indicates that the calculated r. flow rates must be reduced to a point that the resultant HGL matches the existing top of curb elevation at the sump. Technical Appendix B contains the detailed hydraulic calculations which support the flow rates shown on Figure 5.1 Simply stated, the existing 108" RCP in Sierra .. Avenue and facilities downstream are limited to the flow rates shown in Figure 5.1 due to the existing terrain. Flow in excess of 833 cfs (estimated to be 365 cfs) will escape the localized sump and flow overland to the west. �. The Hydrology and Hydraulic Calculations for Sierra Business Park prepared by Huitt-Zollars, dated September 1, 2004 estimated 140.1 cfs being discharged into the existing 48" RCP upstream of Line "F" located in the Hardy Pecan Cul-de-sac. The revised rational method ' calculations are included under Appendix E as a reference. The 140.1 cfs, combined with the surface flows tributary to Line "I" along Santa Ana Avenue (refer to Appendix F) discharges a total of 149.5 cfs into the existing 48" RCP. As shown on the hydraulic analysis, the entire 149.5 cfs will be mitigated by the system maintaining a 1 00 -year flood event water surface elevation below the right-of-way elevation. .r The Los Angeles County Flood Control District hydraulic analysis program F0515P, WSPG was utilized to develop the hydraulic model of the backbone systems. The systems that were modeled with WSPG are 1) Declez Channel to 102" confluence in Sierra Ave; Line "A" to Sierra Business Park; 2) Sierra system from 102" confluence to past Santa Ana Ave; 3) Santa 15-100634 Section 5 0 r�-- MN r✓ In SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN on Ana Ave system from Sierra Ave to the Sierra Business Park. The Ultimate and Interim .�. analysis are included in Appendix B. The program computes and plots uniform and non- uniform steady flow water surface profiles and pressure gradients in open channels or closed conduit with irregular or regular sections. The computational procedure is based on solving Bernoulli's equation for the total energy between the sections in a reach. no 5.4 Inlet Hydraulics The drainage inlet sizes were determined using the FlowMaster computer program developed by �• Haestadd Methods. The design parameters and calculations are included in Technical Appendix C. In general, the sump inlets were sized to maintain the ponded water depths below the top of curb. The on -grade inlets were sized to pick up a percentage of the total tributary flows. The bypass flows were taken into account at the downstream catch basin as a peak flowrate without taking credit for flow reduction due to time of concentration. Comments are included in each basin analysis as needed. Table 4 summarizes the drainage inlet sizes. Several catch basins were placed at localized sump locations. However, under the 1 00 -year flood event and the street grades, the catch basins are expected to behave as flowbys (curb inlet on grade). Additional • explanation included in each catch basin analysis as needed under appendix C. F-6 100.1 0.4 Sump 7 F-5 101.1 10.5 Sump 7 F-4 101.2 10.5 Sump 7 H-1 102.1 2.9 On Grade 7 F-2 103.1 7.5 Sump 7 F-3 103.2 7.5 Sump 7 F-7 103.3 10.7 Sump 7 G-1 105.1 7.7 Sump 7 r- 1" 15-100634 Section 5 i M 5-7 G-2 105.2 7.7 Sump 7 F-1 106.1 2.9 On Grade 7 A-7 108.1 2.0 Sump 7 A-6 108.2 3.4 Sump 7 A-5 109.1 1.8 Sump 21 D-8 150.1 2.6 Sump 7 D-7 150.2 3.3 On Grade 7 D-6 151.1 12.1 Sump 7 D-5 151.2 12.1 Sump 7 D-4 152.1 1.1 Sump 7 D-3 152.2 6.1 Sump 7 E-2 118.1 1.1 Sump 7 ' E-1 118.2 1.3 1 Sump 1 7 r- 1" 15-100634 Section 5 i M 5-7 Avg rr s M 40 do rIr SYCAMORE HILLS II STORM DRAIN BASIS OF DESIGN D-1 117.1 2.1 Sump 3.5 D-2 117.2 1.9 Sump 3.5 A-4 111.1 1.1 Sump 7 A-3 112.1 6.1 Sump 14 C-4 116.1 6.3 Sump 14 C-5 116.2 2.3 Sump 3.5 C-3 115.1 5.8 Sump 7 C-2 114.1 8.4 Sump 7 C-1 114.2 8.4 Sump 7 B-10 200.1 6.5 Sump 3.5 B-11 200.2 6.5 Sump 3.5 B-12 202.02 1.1 On Grade 3.5 B-9 201.1 2.3 Sump 3.5 B-8 201.2 2.7 Sump 3.5 B-7 202.1 3.8 Sump 3.5 B-6 202.2 5.9 Sump 3.5 B-4 203.1 5.6 Sump 7 B-5 203.2 6.8 Sump 7 B-3 204.1 5.0 Sump 3.5 B-2 205.1 8.1 Sump 7 B-1 205.2 8.1 Sump 7 A-2 206.1 5.5 Sump 14 1-2 300.1 2.9 On Grade 3.5 1-3 300.2 6.8 Sump 7 1-1 300.3 5.1 On Grade 3.5 1-4 301.1 7.8 Sump 3.5 1-5 301.2 2.8 On Grade 7 1-6 301.3 5.2 Sump 3.5 1-7 301.4 7.1 Sump 3.5 1-8 302.1 3.1 On Grade 14 1-9 302.2 2.2 On Grade 7 1-10 303.1 5.6 1 Sump 14 1-11 303.2 5.0 1 Sump 14 5.5 Street Capacity Calculations The FlowMaster computer program, developed by Haestad Methods Inc was utilized to estimate the street interception capacity. Based upon a typical cross-section of the street, rating tables with a varying slope have been provided under Appendix D. H:\Pdata\15100634\ADMIN\reports\basis_ot design2.doc 15-100634 Section 5 5-8 4 102' RCP DECLEZ HANNEL SOURCE: W Q W Z W J EXISTING STORM DRAIN EXISTING STORM DRAIN STUB - FOR FUTURE USE PROPOSED STORM DRAIN 12 NODE NUMBER W Q y W cc T u 9'HX14'W RCB 4.1 Q cc 4 7 1 7,2' RCP 0 a ci c Ci I I� Lu I Q I I LINE W� I P LANNINO OEBION ■ CONSTRUCTION MF f 0 14725 ALTON PARKWAY 0 0 IRVINE, CALIFORNIA 92618-2027 C C7 N S U L_T 1 N G 949.472.3505 - FAX 949.472.8122 - w .R®F.00m i NTA ANA AVEC le 460 — LINE 1 LL Z �}} — — COMMERCIAL _ — SITE ETENTIOW 1 �,,ASIN -;,(BY THE — J 102' RCP If i U COMMERCIAL SITE — — _607 96' RCP G lilki]PA AVE CITY OF FONTANA, CALIFORNIA EMPIRE CENTER FIGURE 4.1 STORM DRAIN LAYOUT E 0 co N 0 0 c"i 0 Q CD u DECLEZ CHANNEL SOURCE: EXISTING STORM DRAIN PROPOSED STORM DRAIN 263 CFS 80 CFS 1523 CFS 1643 CFS I 1 9'HX14'W RCB - - 1643 CFS 120 CFS Q W 4 a U 230 CFS (PER N HUITT-ZOLLARS HYDROLOGY) 72" RCP PLAN N 1"0 ■ OESION N CONaTmucT10N . . 14725 ALTON PARKWAY IRVINE, CALIFORNIA 92618-2027 CI C N S L LT I N G 949.472.3505 - FAX 949.472.8122 - www.RBF.com 10.4 CFS` + 140.1 CFS (PER HUITT-ZOLLARS HYDROLOGY) -149.4 CFS (TOTAL OFFSITE FLOWS) t , I E i � � E i i t. —J 52.3 CFS 646 CFS 161 CFS 1 `,T-: 107 CFS 76 CFS 1430 CFS 1--�-- - 1184 CFS 9 3 CFS, REDUCED 3 CFS 75 CFS FROM 73CFS BASED ON SITE INVESTIGATION COMMERCIAL SITE 605.5 CFS I ~ J 102" RCP a 637.1 CFS146C S! L;oHCOMMERCIALSITEI I ( �- tj j I CFSt646.8 6" RCP __--------r� __� ------------------ JURUPA A VE 1574 CFS (Q EFFECTIVE PER AS -BUILT 351 CFS) 69 CFS CITY OF FONTANA, CALIFORNIA EMPIRE CENTER FIGURE 5.1 �l HE 0100 = 14014 cfs Easing 460 53.2 17.4 120.4 149.4 116 60.8 17.5 118.5 151.9 100 55.1 18.6 120.4 153.5 116.1 2.1 11.4 4.8!!1!!!! 6.3 1.00.1 1.9 9.7 4.9 6.3 116.2 0.7 9.9 1.8 2.3 101 59.6 18.9 127.9 163.3 117 13.4 13.7 28.9 37.7 101.1 0.2 8 0.7 0.9 117.1 0.5 7.4 1.7 2.1 102 62.3 18.9 132.4 169.2 117.2 0.5 7.4 1.5 1.9 102.1 2.7 10.6 6.5 8.4 118 0.5 5.3 1.9 2.4 103 66.4 19 139.1 177.9 118.1 0.2 6.1 0.9 1.1 103.3 4.1 14 8.2 10.7 118.2 0.3 5.2 1.1 1.3 103.01 69.7 19.1 144 184.4 119 12.4 13 26.8 35 103.1 1.4 8.9 3.4 4.5 150 3.8 10.7 9.1 11.8 103.2 1.9 13.3 3.8 5 150.1 1.7 10.5 4.2 5.4 104 76.6 19.5 155.1 198.9 150.2 2 10.5 4.9 6.4 105 6.9 17.4 11.6 15.4 151 9.7 11.9 12.1 27.3 106 78 19.7 156.9 201.4 151.1 3.7 12.9 7.7 10.1 106.1 1.4 8.8 3.5 4.6 152 11.9 12.8 25.5 33.4 107 148.3 18.5 281.4 361.1 152.1 0.2 6 0.9 1.1 108 149.3 18:9 283.3 363.5 .152.2 2 10.4 4.8 6.4 108.1 0.5 9.2 1.5 2 200 3.5 7.8 9.9 12.7 108.2 0.5 9.2 1.3 1.7 200.1 2 7.8 5.8 7.5 109 149.7 19.5 284.1 364.5 200.2 1.6 8.9 4.2 5.5 109.1 0.5 8 1.4 1.8 201 4.8 8.6 13.3 17.1 110 163.1 19.6 309 396.5 201.1 0.6 6.8 1.8 2.3 111 164.3 19.7 310.9 399 201.2 1.202.01 1 0.7 7.2 2.1 2.7 111.1 .. .1.2 _9.6 3.2 4.1 5.8 1 8.7 15.6 20.1 112 166.2 20.4 313.8 402.8 202.02 1 10.7 2.6 3.3 112.1 1.9 9.8 4.7 6.1 202 7.7 7.7 21.1 27.1 113 233.3 18.6 437.6 561.9 202.1 0.8 7.2 2.5 3.2 114 67.1 18.5 129 165.5 202.2 1.2 ; 7.7 3.4 4.4 114.2 1.6 7.3 4.8 6.2 203 11.1 !; 8.5 30.5 39.2 115 62.7 17.7 121.8 156.1 203.1 0.7 j j 8.5 2 2.6 115.1 1.9 11.1 4.4 5.8 203.2 2.7 j 8.4 7.6 9.8 204 12.6 8.9 34.3 44.1 204.1 1.4 8.8 3.9 5 205 16.8 9.6 42.9 55.4 205.1 1.4 11.3 3.2 4.2 205.2 "2.9 12.5 6.1 8 206 250.1 18.8 468.7 601.9 206.01 251.8 18.9 471.5 605.5 206.1 1.7 10.3 4.2 5.5 207 254.4 18.9 471.5 605.5 300 4.4 8.5 12.6 16.2 300.1 1.5 9 4 5.2 300.2 1.7 8.5 4.9 6.2 300.3 1.3 7.8 3.9 5 301 7.5 9.6 20.4 26.1 301.1 0.7 7.7 2.2 2.8 301.2 2.4 10.5 6.1 7.8 302 13.2 11.2 32.6 41.9 302.1 2.1 10.4 5.3 6.9 302.2 3.6 13.7 7.6 9.9 303 16.6 11.6 40.6 52.3 303.1 1.8 10.7 4.4 5.6 303.2 1.7 11.2 4 5.2 400 16.6 12.1 40.6 52.3 401 266.4 20.4 496.4 637.1 403 270.8 20.9 504 646.8 * TC based on 100 yr storm design 100' 50' 0' 100' 200' GRAPHIC SCALE. 1 "=100' LEGEND -- - - SUBAREA DRAINAGE LIMITS WA TERSHED LIMI TS 0271 � SUBAREA NO. 0.15 SUBAREA AREA - Acre 203.4 NODE NO. w a� VICINITY MAP NOT TO SCALE ST 54' - ICP p _�� C.B. 6 EXIST 72' --! Q100=5.2 CFS /-LAT. 91 -1'/ -LINE "I' A=1.8 AC SANTA ANA AVE 10.4 i. EXIST 90' RCP w Y 0 CB # 1-1 Q25= 4.0 CFS = Q100= 5.2 CFS QIN T=5.2 CFS CB # 1-4 Q25=6.1 CFS \ Q100=78 CFS QIN T= 7. R CES I N CB # 1-8-\ Q25=4.6 CFS Q100=5.9 CFS QIN T=3.1 CFS CB # 1-3 -� Q25= 7.6 CFS Q100=3.0 CFS QIN T=6.8 CFS CB # 1-10 Q25=4.4 CFS CB # 1-5 Q25=2.2 CFS Q100=2.8 CFS QIN T=2.4 CFS CB # 1-9 Q25=1.7 CFS Q100=2.1 CFS QIN T=2.2 CFS t LINE 'I" CB # 1-2 Q25=5.3 CFS Q100=3.2 CFS INT -2 9 CFS Q100=5.6 CFS Q - 1519. GREEN ASH STREET LINE ph CB # °-8 Q25= 4.9 CFS Q100=6.4 CFS QIN T=2.6 CFS cc Lu MST -OAK LANE a J w m CB # B-11 Q25= 4.8 CFS Q25=4.2 CFS co Q 100= 6.2 CFS o QIN T= 4.4 CFS QINT= 6.2 CFS I CB # E-2 CB # B-5 = 0 o0.9 -Q25-CFS Q 100= 2.3 CFS Q 100=1.1 CFS QIN T--1.1 CFS 2.4 Q25= 7.6 CFS \-CB B-3 CB -# E-1 Q25=1.1 CFS Q100=1.3 CFS Q100=9.8 CFS QIN T=1.3 CFS z co =J CB # D-6 Q25= 6.0 CFS Q100= 8.0 CFS QINT=12.1 CFS . ce - CB # D-4 Q25= 6.0 CFS Q25= 0.9 CFS Q 100= 8.0 CFS Q100= 1J CFS CB D-1 QIN T=12.1 CFS QINT=1.1 CFS Q25=1.7 CFS Q100=2.1 CFS 31.2 LINE E CB # D-2 Q25=1.5 CFS Q100=1.9 CF: QIN T=1.9 CFS C.B.#5- z Q100=5.2 a CB#1-11 A=1.8A CB # 1-6 Q25= 3.9 CFS Q25=4. 0 CFS Q100=5.0 CFS Q100=5.2 CFS QIN T=5.0 CFS QINT=5.2 CFS N�OTT'A1 :p� W�. CB # D-7 Q25=4.2 CFS Q100=5.4 CFS QIN T=3.3 CFS CB # 1-7 Q25= 4.9 CFS Q100=6.2 CFS QIN T= 6.2 CFS CB # H-1 Q25=6.5 CFS Q100=8.4 CFS 0INT-9 0 ,n Lo RAIN TREE LANE TRACT N0. 16495 LINE D CO CB # A-5 Q25=1.4 CFS Q100=7.8 CFS QIN T=1.8 CFS � z � ul ii U Z a COMMERCIAL SITE c, cc uj (�� Q Q J m CB # A-3 m Q25=4.7 CFS Q10'0=6.1 CFS QINT= 6.1 CFS CB # A-2 Q25= 4.2 CFS 100=5.5 CFES 605.5 6 .5 EXIST 102' RCP cBB-1 # LINE A Q25=6.1 CFS Q100=8.0 CFS QIN T--8.1 CFS CB # B-2 Q25=3.2 CFS --� Q100=4.2 CFS N QIN T=8.1 CFS o COMMERCIAL SITE LINE B LINE 'H' CB # F-7 Q25=8.2 CFS Q100=10.7 Cl QIN T=10.7 �I CB # F-4 Q25=10.8 CF Q100=14.1 C QIN T- F FB=5.9 i CB # F-5 Q25=0J CFS Q100=0.9 CFS QIN T-70.5 CFS CB # F-2 Q25=3.4 CFS Q100=4.5 CFS QIN T=7.5 CFS GRP�E VINE ����T C F-3 � Q25=3.8 CFS Q?00=5.0 CFS LINE IF QIN T=7.5 CFS tu Lu y PARK SITE �I ce # c-1tINE G � Q25=5.8 CFS Q Q100= 7.7 CFS � QIN T-7.7 CF Nn E LILY WAY „ ��� � I cd IIII I I I PARK SITE =5.8 CFSI-C3 # F-7 Q100=7.7 CFS Q25=3.5 CFS QIN%7.7 CFS Q100=4.6 CFS N QIN T=2.6 CFS CB # A-6 Q25=1.3 CFS Q100=1.7 CFS � - niNr-.3 4�- Lo `- LINE A (6 CB # A-4 Q25=3.2 CFS Q100=4.1 CFS QIN T=7.1 CFS m RED ASH COURT � a INE A CB#C-2 Q25=5.7 CFS Q 100= 7.4 CFS Q NT -A. e GFS CB#C-1 Q25= 4.8 CFS Q100=6.2 CFS QIN T=8.4 CFS 1 40' 0' 80' 160' GRAPHIC SCALE: 1 "=80' CB # - Q25= . CFS Q100 .0 CF QINT 0 CF,' CB # C- 3 -� Q25=4.4 CFS Q100=5.8 CFS nine r=.� R r.FS LINE C w J w m CB # B-11 35.3 RED CEDAR COURT l Q25=4.2 CFS co Q100=5.5 CFS QIN T= 4.4 CFS LINE R CB # B-5 Q25=1.8 CFS Q 100= 2.3 CFS Q25= 7.6 CFS \-CB B-3 Q100=9.8 CFS # QIN T=6.8 CFS Q25=3.9 CFS Q100=5.0 CFS a QIN T=5.0 CFS CB # B-4 Q25=2.0 CFS Q100=2.6 CFS QIN T-5.6 CFS cc cc M CB # B-7 Z Q25=2.5 CFS ii Q100=3.2 CFS CRABAPPLE LANE CB # B- 6 }. Q25=3.4 CFS Q100=4.4 CFS CB # B-12- QIN T= 5.9 CFS Q25=2.6 CFS Q100=3.2 CF � 96' RCP QIN T=1.1 CFS 3:EXIST 1 40' 0' 80' 160' GRAPHIC SCALE: 1 "=80' CB # - Q25= . CFS Q100 .0 CF QINT 0 CF,' CB # C- 3 -� Q25=4.4 CFS Q100=5.8 CFS nine r=.� R r.FS LINE C CB # B-8 Q25=2.1 CFS Q100=2.7 CFS QIN T=2.7 CFS 140.1 LINE AFS CB # F-6 Q25= 4.9 CFS Q100=6.3 CFS QIN T=0.4 CFS TRACT N0. 16074 �- SCHOOL SITE )100 C060-84 cfs 025 = 125.50 cfs Tc=17.97 min ice # c-4 Q25=4.8 CFS Q100=6.3 CFS T=6.3 CFS Q100 = 145.55 cfs Q25 = 113.60 cfs 36 min -CB # C-5 Q25=1.8 CFSQ100=2.J CFS � QIN T=2.3 CFS I �� LEGEND PIPE FLOW (CFS) SURFACE FLOW (CFS) 71?1B TRIBUTARY FLOWRA TE (CFS) INT INTERCEPTED FLOWRATE (CFS) -CB # B-10 FB FLOWBY FLOWRA TE (CFS) Q25= 5.8 CFS Q 100= 7.5 CFS 100 TRIB. 100 -YEAR FLOWRA TE (CFS) QIN T--4.4 CFS 25 TRIB. 25 -YEAR FLOWRATE (CFS) w z w > a a w SAN BERNARDINO FWY (10) SLOVER A ENUE fA ANA AVE. �1 s z w > a a CCw H cn ---rtill SANTA ANA AVE. _4 MAYWOOD ST. 11 JURUPA AVENUE VICINITY MAP NOT TO SCALE w J w m CB # B-11 0 Q25=4.2 CFS co Q100=5.5 CFS QIN T= 4.4 CFS LINE R CB # B-9 Q25=1.8 CFS Q 100= 2.3 CFS CB # B-8 Q25=2.1 CFS Q100=2.7 CFS QIN T=2.7 CFS 140.1 LINE AFS CB # F-6 Q25= 4.9 CFS Q100=6.3 CFS QIN T=0.4 CFS TRACT N0. 16074 �- SCHOOL SITE )100 C060-84 cfs 025 = 125.50 cfs Tc=17.97 min ice # c-4 Q25=4.8 CFS Q100=6.3 CFS T=6.3 CFS Q100 = 145.55 cfs Q25 = 113.60 cfs 36 min -CB # C-5 Q25=1.8 CFSQ100=2.J CFS � QIN T=2.3 CFS I �� LEGEND PIPE FLOW (CFS) SURFACE FLOW (CFS) 71?1B TRIBUTARY FLOWRA TE (CFS) INT INTERCEPTED FLOWRATE (CFS) -CB # B-10 FB FLOWBY FLOWRA TE (CFS) Q25= 5.8 CFS Q 100= 7.5 CFS 100 TRIB. 100 -YEAR FLOWRA TE (CFS) QIN T--4.4 CFS 25 TRIB. 25 -YEAR FLOWRATE (CFS) w z w > a a w SAN BERNARDINO FWY (10) SLOVER A ENUE fA ANA AVE. �1 s z w > a a CCw H cn ---rtill SANTA ANA AVE. _4 MAYWOOD ST. 11 JURUPA AVENUE VICINITY MAP NOT TO SCALE [ i i E.. i AL Al L A M i i i i i i i R i a i M i i i i i � i a A a s MA All i s' I -0 CREATEDATE 2/3/2005 2:04 PM❑ ❑ FILENAME F25AULB.RES❑ ❑ PAGE 1 ❑ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1264 Analysis prepared by: RBF Consulting 14725 Alton Parkway Irvine, CA 92618 ❑0❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑DD❑❑❑❑❑❑❑❑❑❑❑❑❑❑0DO❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑ **#+«*x+#x*+#«x#«t*a#«x##+ DESCRIPTION OF STUDY x+++'+rxx+xxxx+xxx+xw#++xxx« * Ultimate B - Line I - 25 yr run soil B LA N L * MM NobF 400 « * 11/16/04 FILE NAME: F25AULB.DAT TIME/DATE OF STUDY: 14:04 02/03/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC =MODEL INFORMATION *TIME OF CONCENTRATION MODEL* USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE - 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE (LOG (I; IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.0620 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 = 20.0 = 0.018/0.018/0.020 == = 020 0.672'00 0.0312 0.167 0. = 0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth - 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)* (Velocity) Constraint - 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED #i«*#aa++*##x##t*ai*xi#wx#*xaata#«xaaaxaaa**as«*a#«x#x«*xx#**#aa*aia*x#«a«*• FLOW PROCESS FROM NODE 300.70 TO NODE 300.60 IS CODE - 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< == .................... =85 = == ....................... __:_______:__.__:::____: INITIAL SUBAREA FLOW LENGTH(FEET) 00 ELEVATION DATA: UPSTREAM(FEET) - 1066.50 DOWNSTREAM(FEET) - 1066.00 Tc = K*((LENGTH** 3.00)/ (ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.020 43,1 * 25 YEAR RAINFALL INTENSITY(INCH/HR) - 4.705 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) ❑ CREATEDATE 2/3/2005 2:04 PMD ❑ FILENAME F25AULB.RES❑ ❑ PAGE 20 COMMERCIAL B 0.09 0.45 0.10 76 5.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) 0.38 TOTAL AREA(ACRES) 0.09 PEAK FLOW RATE(CFS) = 0.38 FLOW PROCESS FROM NODE 300.60 TO NODE 300.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STANDARD CURB SECTION USED) « <<< UPSTREAM ELEVATION(FEET) - 1066.00 DOWNSTREAM ELEVATION(FEET) = 1059.00 STREET LENGTH(FEET) - 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) - 20.00 4 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 •3 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 Mannings FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.31 HALFSTREET FLOOD WIDTH(FEET) - 9.34 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.34 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 4.28 Tc(MIN.) = 9.30 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.250 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.37 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.37 SUBAREA RUNOFF(CFS) - 3.78 EFFECTIVE AREA(ACRES) - 1.46 AREA -AVERAGED Fm(INCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap - 0.38 TOTAL AREA(ACRES) = 1.46 PEAK FLOW RATE(CFS) = 4.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.87 FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELOCITY(FT*FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 300.10 = 685.00 FEET. FLOW PROCESS FROM NODE 300.10 TO NODE 300.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « <<< == = ELEVATIONDATA: UPSTREAM (FEET) 1052. = 16 DOWNSTREAM(FEET) _ 1051. = 73 FLOW LENGTH(FEET) - 21.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 6.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 4.04 PIPE TRAVEL TIME(MIN.) - 0.05 Tc(MIN.) = 9.35 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 300.00 = 706.00 FEET. *aar«+aaa*xiiaa**aaa#i#a*is**i#i**#a*xi#+*xa#«*i#*#t*ax##*aaa«x*ixa#+xai**#« FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1 - --------------------------------------------------------------------------- ❑ CREATEDATE 2/3/2005 2:04 PM❑ ❑ FILENAME F25AULB.RES❑ ❑ PAGE 311 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- << TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.35 RAINFALL INTENSITY(INCH/HR) = 3.24 AREA -AVERAGED Fm(INCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.38 EFFECTIVE STREAM AREA(ACRES) = 1.46 TOTAL STREAM AREA(ACRES) = 1.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.04 FLOW PROCESS FROM NODE 300.50 TO NODE 300.40 IS CODE = 21 ---------------------------------------------------------------------------- » » RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 154.00 ELEVATION DATA: UPSTREAM(FEET) = 1063.10 DOWNSTREAM(FEET) - 1060.80 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.763 tI * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.935 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.23 0.45 0.50 76 6.76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 0.77 FLOW PROCESS FROM NODE 300.40 TO NODE 300.30 IS CODE = 61 ----- -------------- - ----- - ----------------------------------------- - » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< «< » » (STANDARD CURB SECTION USED) «< ----------------------------- UPSTREAM ELEVATION(FEET) = 1060.80 DOWNSTREAM ELEVATION(FEET) = 1059.29 STREET LENGTH(FEET) = 143.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 �I INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section (curb - to- curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.63 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.27 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) - 7.81 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 3.609 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.04 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 ❑ CREATEDATE 2/3/2005 2:04 PM❑ ❑ FILENAME F25AULB.RES11 ❑ PAGE 40 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 3.21 EFFECTIVE AREA(ACRES) = 1.27 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) = 3.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.94 FLOW VELOCITY(FEET/SEC.) = 2.53 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 300.50 TO NODE 300.30 = 297.00 FEET. +++*x*x*xww*#x*w*www*xk*k*w*w*w*+**wxwx**#www++*x***+++++++++++++++++**+w*++ FLOW PROCESS FROM NODE 300.30 TO NODE 300.00 IS CODE = 31 ---------------------------------------------------------------------------- >>»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)—— -------------------------------------------- ELEVATION DATA UPSTREAM(FEET) = 1052.46 DOWNSTREAM(FEET) = 1051.73 FLOW LENGTH(FEET) = 138.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.91 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 8.36 LONGEST FLOWPATH FROM NODE 300.50 TO NODE 300.00 = 435.00 FEET. **kx*wx*xww*wwwwx*wx*wx*w+xw***kk*w*#**www***kf*#f*w*+****wwwxx*+***#+*xw+w* FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL-------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.36 RAINFALL INTENSITY(INCH/HR) = 3.46 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 1.27 TOTAL STREAM AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.91 ***x*w**x#wwwk**x*w*x#xw#w+*k*wx*w*«+w+*+**wf**««ww****#w«www«+*k***w*«**w*« FLOW PROCESS FROM NODE 300.90 TO NODE 300.80 IS CODE = 21 ---------------------------------------------------------------------------- » >>RATIONAL METHOD INITIAL SUBAREA ANALYSIS< <« >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00 ELEVATION DATA: UPSTREAM(FEET) = 1063.50 DOWNSTREAM(FEET) = 1060.76 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.298 t Z,� * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.107 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.23 0.45 0.50 76 6.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 0.80 FLOW PROCESS FROM NODE 300.80 TO NODE 300.20 IS CODE = 61 ---------------------------------------------------------------------------- [ 1 iL j i. 1 ! )i i, i i. i t i [ i E i i i i i i i i i i i as is i i %; : J ❑ CREATEDATE 2/3/2005 2:04 PM❑ ❑ FILENAME F25AULB.RES❑ ❑ PAGE 50 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STANDARD CURB SECTION USED) ««< = UPSTREAM ELEVATION(FEET) - 1060.76 DOWNSTREAM ELEVATION(FEET)== 1059.00= STREET LENGTH(FEET) - 270.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) - 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 4 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section (curb -to -curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.36 HALFSTREET FLOOD WIDTH(FEET) - 11.65 AVERAGE FLOW VELOCITY(FEET/SEC.) - 1.98 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.71 STREET FLOW TRAVEL TIME(MIN.) - 2.27 Tc(MIN.) - 8.57 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.414 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 118-10 DWELLINGS/ACRE" B 1.45 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) - 1.45 SUBAREA RUNOFF(CFS) 4.22 EFFECTIVE AREA(ACRES) 1.68 AREA -AVERAGED Fm(INCH/HR) - 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap - 0.41 TOTAL AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) = 4.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.41 HALFSTREET FLOOD WIDTH(FEET) - 14.40 FLOW VELOCITY(FEET/SEC.) - 2.23 DEPTH*VELOCITY(FT*FT/SEC.) - 0.92 LONGEST FLOWPATH FROM NODE 300.90 TO NODE 300.20 - 415.00 FEET. FLOW PROCESS FROM NODE 300.20 TO NODE 300.00 IS CODE - 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA UPSTREAM(FEET) _= 1055.17 DOWNSTREAM (FEET) == 1051.73 FLOW LENGTH(FEET) - 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 13.59 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 4.88 PIPE TRAVEL TIME(MIN.) - 0.04 Tc(MIN.) - 8.61 LONGEST FLOWPATH FROM NODE 300.90 TO NODE 300.00 - 445.00 FEET. FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE - 1 ----------------------------------------------------------- ---------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< == == TOTAL NUMBER OF STREAMS=3 ......__ __ _ _ _ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 8.61 RAINFALL INTENSITY(INCH/HR) - 3.40 AREA -AVERAGED Fm(INCH/HR) - 0.19 AREA -AVERAGED Fp(INCH/HR) - 0.45 ❑ CREATEDATE 2/3/2005 2:04 PMD ❑ FILENAME F25AULB.RES❑ ❑ PAGE 60 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) 1.68 TOTAL STREAM AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.88 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.04 9.35 3.240 0.45( 0.17) 0.38 1.5 300.70 2 3.91 8.36 3.464 0.45( 0.19) 0.42 1.3 300.50 3 4.88 8.61 3.405 0.45( 0.19) 0.41 1.7 300.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.62 8.36 3.464 0.45( 0.18) 0.41 4.2 300.50 2 12.64 8.61 3.405 0.45( 0.18) 0.40 4.3 300.90 3 12.31 9.35 3.240 0.45( 0.18) 0.40 4.4 300.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.64 Tc(MIN.) = 8.61 EFFECTIVE AREA(ACRES) = 4.29 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap - 0.40 TOTAL AREA(ACRES) - 4.41 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 300.00 = 706.00 FEET. FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ................. ELEVATION DATA: == = UPSTREAM(FEET) _ 1051 73DOWNSTREAM(FEET)= 1047.17 FLOW LENGTH(FEET) - 485.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.82 ESTIMATED PIPE DIAMETER(INCH) - 21.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 12.64 PIPE TRAVEL TIME(MIN.) - 1.18 Tc(MIN.) - 9.79 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 301.00 - 1191.00 FEET. FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE - 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ..................... _--- _...... =...... --__---___--_----__----__-_-_-_- _- TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 9.79 RAINFALL INTENSITY(INCH/HR) - 3.15 AREA -AVERAGED Fm(INCH/HR) - 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap - 0.40 EFFECTIVE STREAM AREA(ACRES) - 4.29 TOTAL STREAM AREA(ACRES) = 4.41 PEAK FLOW RATE(CFS) AT CONFLUENCE - 12.64 fiw*x#x#x*w}#fi rxxw}*xx#fi*wx#*xxw}xx#fixxfix#x}fi*#fi*#www*fififi#r#xfi**wwww}**#***}w FLOW PROCESS FROM NODE 301.60 TO NODE 301.50 IS CODE = 21 ---------------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«< < >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< _ ............. =...................... =___..... INITIAL SUBAREA FLOW-LENGTH(FEET) - 123.00 ❑ CREATEDATE 2/3/2005 2:04 PMO ❑ FILENAME F25AULB.RES❑ ❑ PAGE 70 ELEVATION DATA: UPSTREAM(FEET) = 1063.10 DOWNSTREAM(FEET) = 1060.25 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 ��') SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.661 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.378 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.14 0.45 0.50 76 5.66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.52 FLOW PROCESS FROM NODE 301.50 TO NODE 301.10 IS CODE = 61 ---------------------------------------------------------------------------- » » COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « » » (STANDARD CURB SECTION USED) « « ----------------------------------------- UPSTREAM ELEVATION(FEET) = 1060.25 DOWNSTREAM ELEVATION(FEET) = 1058.26 STREET LENGTH(FEET) = 238.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 q q INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Mannings FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.85 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.53 STREET FLOW TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = 7.81 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.609 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 0.56 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.56 SUBAREA RUNOFF(CFS) = 1.73 EFFECTIVE AREA(ACRES) = 0.70 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.70 FLOW VELOCITY(FEET/SEC.) = 2.03 DEPTH*VELOCITY(FT*FT/SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 301.60 TO NODE 301.10 = 361.00 FEET. FLOW PROCESS FROM NODE 301.10 TO NODE 301.00 IS CODE = 31 ---------------------------------------------------------------------------- »> >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « » >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)< «< ELEVATION DATA: UPSTREAM(FEET) = 1047.93 DOWNSTREAM(FEET) = 1047.17 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES ❑ CREATEDATE 2/3/2005 2:04 PM❑ ❑ FILENAME F25AULB.RES11 ❑ PAGE 811 PIPE -FLOW VELOCITY(FEET/SEC.) = 5.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.15 PIPE TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 7.93 LONGEST FLOWPATH FROM NODE 301.60 TO NODE 301.00 = 401.00 FEET. x*x*+*x**x*+x*x**x+*xk*x+#+k+##+#x**+*x#*x*****x***x****+#+#****#+**+#+x***x FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- <<< ---------- ---------------------------------------- ------------------ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.93 RAINFALL INTENSITY(INCH/HR) = 3.58 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 0.70 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.15 FLOW PROCESS FROM NODE 301.40 TO NODE 301.30 IS CODE = 21 ---------------------------------------------------------------------------- » » RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ­ INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00 ELEVATION DATA: UPSTREAM(FEET) = 1062.40 DOWNSTREAM(FEET) = 1060.46 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 111 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.606 S * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.667 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.30 0.45 0.50 76 7.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.93 +##+*+***x***x****x**x+*k#*++k*************xxx*******x***xx****xx**+++x****+ FLOW PROCESS FROM NODE 301.30 TO NODE 301.20 IS CODE = 61 -- - ------------------------------------------ - ---- -------------------- »> >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-« >>>>>(STANDARD CURB SECTION USED) « «< ------------------------------------- --------------------------------------- UPSTREAM ELEVATION(FEET) = 1060.46 DOWNSTREAM ELEVATION(FEET) = 1058.48 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.17 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.76 E 1 ■ & A ! A & Ji rL .1 i 1 [ J I ! 1 -9 1 i 1 i 1 l ) i I E 1 A-4 i i A2L a i ❑ CREATEDATE 2/3/2005 2:04 PMD ❑ FILENAME F25AULB.RES❑ o PAGE 90 STREET FLOW TRAVEL TIME(MIN.) = 3.09 Tc(MIN.) - 10.69 1 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.989 7.93 SUBAREA LOSS RATE DATA(AMC III): 0.45( 0.18) DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 9.55 "8-10 DWELLINGS/ACRE" B 2.10 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.45 7.0 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 3 SUBAREA AREA(ACRES) - 2.10 SUBAREA RUNOFF(CFS) 5.31 EFFECTIVE AREA(ACRES) 2.40 AREA -AVERAGED Fm(INCH/HR) - 0.19 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap - 0.41 0.41 TOTAL AREA(ACRES) - 2.40 PEAK FLOW RATE(CFS) - 6.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.45 HALFSTREET FLOOD WIDTH(FEET) - 16.21 FLOW VELOCITY(FEET/SEC.) - 2.21 DEPTH*VELOCITY(FT*FT/SEC.) - 0.99 LONGEST FLOWPATH FROM NODE 301.40 TO NODE 301.20 - 537.00 FEET. FLOW PROCESS FROM NODE 301.20 TO NODE 301.00 IS CODE - 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: =UPSTREAM(FEET) 1051.15==DOWNSTREAM (FEET) '= 1047.17 FLOW LENGTH(FEET) = 27.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.81 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 6.05 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.72 LONGEST FLOWPATH FROM NODE 301.40 TO NODE 301.00 = 564.00 FEET. FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE - 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ======= ________ ___ ___ __ __ _ TOTAL NUMBER OF STREAMS = 3 _ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.72 RAINFALL INTENSITY(INCH/HR) = 2.98 AREA -AVERAGED Fm(INCH/HR) - 0.19 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap - 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.40 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE - 6.05 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp (Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.62 9.55 3.199 0.45( 0.18) 0.41 4.2 300.50 1 12.64 9.79 3.151 0.45( 0.18) 0.40 4.3 300.90 1 12.31 10.54 3.015 0.45( 0.18) 0.40 4.4 300.70 2 2.15 7.93 3.577 0.45( 0.19) 0.42 0.7 301.60 3 6.05 10.72 2.984 0.45( 0.19) 0.41 2.4 301.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ❑ CREATEDATE 2/3/2005 2:04 PMO ❑ FILENAME F25AULB.RES❑ ❑ PAGE 10o 1 19.37 7.93 3.577 0.45( 0.18) 0.41 6.0 301.60 2 20.34 9.55 3.199 0.45( 0.18) 0.41 7.0 300.50 3 20.38 9.79 3.151 0.45( 0.18) 0.41 7.2 300.90 4 20.13 10.54 3.015 0.45( 0.18) 0.41 7.5 300.70 5 20.01 10.72 2.984 0.45( 0.18) 0.41 7.5 301.40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 20.38 TC(MIN.) - 9.79 EFFECTIVE AREA(ACRES) = 7.19 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap - 0.41 TOTAL AREA(ACRES) - 7.51 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 301.00 = 1191.00 FEET. xi*i*#**i#if **#*#*itit**ft#***f***t*t*fit##fffxif x+tii#ixxf+x#*tx*txf*f##ffx FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< «< ELEVATION DATA:.UP 17 DOWNSTREAM(FEET) _= 1042.70 FLOW LENGTH(FEET) - 681.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 6.73 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 20.38 PIPE TRAVEL TIME(MIN.) - 1.69 Tc(MIN.) - 11.48 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 302.00 = 1872.00 FEET. FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE - 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< --....... __ .......... =.... =...... _____--_---_----__--__--_'---__------_---_ TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 11.48 RAINFALL INTENSITY(INCH/HR) - 2.86 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap - 0.41 EFFECTIVE STREAM AREA(ACRES) - 7.19 TOTAL STREAM AREA(ACRES) = 7.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.38 FLOW PROCESS FROM NODE 302.40 TO NODE 302.30 IS CODE - 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< _=INITIAL SUBAREA =........ === FLOW-LENGTH(FEET)=128a =-===____ 00 ELEVATION DATA: UPSTREAM(FEET) - 1060.20 DOWNSTREAM(FEET) = 1058.41 Tc - K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.364 * 25 YEAR RAINFALL INTENSITY(INCH/HR) - 4.081 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.15 0.45 0.50 76 6.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) - 0.15 PEAK FLOW RATE(CFS) - 0.52 ❑ CREATEDATE 2/3/2005 2:04 PMO ❑ FILENAME F25AULB.RES11 ❑ PAGE 11 ❑ FLOW PROCESS FROM NODE 302.30 TO NODE 302.10 IS CODE = 61 ---------------------------------------------------------------------------- » » COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>(STANDARD CURB SECTION USED)<<<<< ------------------------------ ---------------------------------------------- UPSTREAM ELEVATION(FEET) = 1058.41 DOWNSTREAM ELEVATION(FEET) = 1051.73 STREET LENGTH(FEET) = 619.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 q DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 l INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section (curb -to -curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 4.29 Tc(MIN.) = 10.65 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.996 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.96 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 4.97 EFFECTIVE AREA(ACRES) = 2.11 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 5.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.46 FLOW VELOCITY(FEET/SEC.) = 2.77 DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 302.40 TO NODE 302.10 = 747.00 FEET. *k*rt+k****++*+#x######+**#*kxk*rt*****rtrtkkk****rtk*k********#****##*********** FLOW PROCESS FROM NODE 302.10 TO NODE 302.00 IS CODE = 31 --COMPUTE COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< -> -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< «< ----------------------------------- ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1046.41 DOWNSTREAM (FEET) = 1042.70 FLOW LENGTH(FEET) = 78.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.34 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 10.78 LONGEST FLOWPATH FROM NODE 302.40 TO NODE 302.00 = 825.00 FEET. FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 -------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.78 RAINFALL INTENSITY(INCH/HR) = 2.97 AREA -AVERAGED Fm(INCH/HR) = 0.18 ❑ CREATEDATE 2/3/2005 2:04 PMO ❑ FILENAME F25AULB.RES❑ ❑ PAGE 12❑ AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.11 TOTAL STREAM AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) AT CONFLUENCE 5.34 FLOW PROCESS FROM NODE 302.60 TO NODE 302.50 IS CODE = 21 ---------------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ­ INITIAL ------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) 176.00 ELEVATION DATA: UPSTREAM(FEET) = 1062.60 DOWNSTREAM(FEET) = 1060.75 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.653 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.654 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.26 0.45 0.50 76 7.65 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 0.80 FLOW PROCESS FROM NODE 302.50 TO NODE 302.20 IS CODE = 61 ---------------------------------------------------------------------------- »> >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « » >>>(STANDARD CURB SECTION USED)<<<<< ----------------------- ----- UPSTREAM ELEVATION(FEET) = 1060.75 DOWNSTREAM ELEVATION(FEET) = 1052.00 STREET LENGTH(FEET) = 959.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 q INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.95 STREET FLOW TRAVEL TIME(MIN.) = 6.44 Tc(MIN.) = 14.09 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.533 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 118-10 DWELLINGS/ACRE" B 3.34 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 3.34 SUBAREA RUNOFF(CFS) = 7.07 EFFECTIVE AREA(ACRES) = 3.60 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 7.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.06 A ALA ALA EL A Y i E ilk i ■ ■ ■ ■ @ ■ ■r 7 i y l I wk ❑ CREATEDATE 2/3/2005 2:04 PMD ❑ FILENAME F25AULB.RES❑ ❑ PAGE 130 FLOW VELOCITY(FEET/SEC.) - 2.82 DEPTH*VELOCITY(FT*FT/SEC.) - 1.26 LONGEST FLOWPATH FROM NODE 302.60 TO NODE 302.20 - 1135.00 FEET. FLOW PROCESS FROM NODE 302.20 TO NODE 302.00 IS CODE - 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< = = ELEVATION DATA: === UPSTREAM(FEET)= 1046 68DOWNSTREAM(FEET)== 1042.70 FLOW LENGTH(FEET) - 30.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 16.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 7.61 PIPE TRAVEL TIME(MIN.) - 0.03 Tc(MIN.) - 14.12 LONGEST FLOWPATH FROM NODE 302.60 TO NODE 302.00 - 1165.00 FEET. FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ===_3=_ ===________ TOTAL NUMBER OF STREAMS = CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 14.12 RAINFALL INTENSITY(INCH/HR) = 2.53 AREA -AVERAGED Fm(INCH/HR) - 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap - 0.41 EFFECTIVE STREAM AREA(ACRES) - 3.60 TOTAL STREAM AREA(ACRES) - 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE - 7.61 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 19.37 9.63 3.183 0.45( 0.18) 0.41 6.0 301.60 1 20.34 11.24 2.902 0.45( 0.18) 0.41 7.0 300.50 1 20.38 11.48 2.865 0.45( 0.18) 0.41 7.2 300.90 1 20.13 12.23 2.758 0.45( 0.18) 0.41 7.5 300.70 1 20.01 12.41 2.733 0.45( 0.18) 0.41 7.5 301.40 2 5.34 10.78 2.974 0.45( 0.18) 0.41 2.1 302.40 3 7.61 14.12 2.529 0.45( 0.18) 0.41 3.6 302.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 31.13 9.63 3.183 2 32.31 10.78 2.974 3 32.55 11.24 2.902 4 32.58 11.48 2.865 5 32.28 12.23 2.758 6 32.16 12.41 2.733 7 30.51 14.12 2.529 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.45( 0.18) 0.41 10.3 301.60 0.45( 0.18) 0.41 11.6 302.40 0.45( 0.18) 0.41 12.0 300.50 0.45( 0.18) 0.41 12.2 300.90 0.45( 0.18) 0.41 12.7 300.70 0.45( 0.18) 0.41 12.8 301.40 0.45( 0.18) 0.41 13.2 302.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.58 Tc(MIN.) - 11.48 EFFECTIVE AREA(ACRES) = 12.22 AREA -AVERAGED Fm(INCH/HR) - 0.18 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap - 0.41 TOTAL AREA(ACRES) - 13.22 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 302.00 - 1872.00 FEET. ❑ CREATEDATE 2/3/2005 2:04 PMD ❑ FILENAME F25AULB.RES❑ ❑ PAGE 140 FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE - 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ___ .... _........... ___..... _... __.... _______________________ ______________ ELEVATION DATA: UPSTREAM(FEET) = 1042.70 DOWNSTREAM(FEET) = 1041.54 FLOW LENGTH(FEET) - 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 6.43 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 32.58 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 12.15 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 303.00 = 2132.00 FEET. tfi*f##tff#Rt#f#x#fi*#f«#x*fxt+t#xtRtfi*«t+x**#*fix*xxfix**tt+#**tfifi#x***#tfi tfi**fi FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 12.15 RAINFALL INTENSITY(INCH/HR) - 2.77 AREA -AVERAGED Fm(INCH/HR) - 0.18 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap - 0.41 EFFECTIVE STREAM AREA(ACRES) = 12.22 TOTAL STREAM AREA(ACRES) - 13.22 PEAK FLOW RATE(CFS) AT CONFLUENCE - 32.58 FLOW PROCESS FROM NODE 303.60 TO NODE 303.50 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -= ======_________________________ INITIAL SUBAREA FLOW LENGTH(FEET) _ 177 00 ELEVATION DATA: UPSTREAM(FEET) - 1055.90 DOWNSTREAM(FEET) = 1054.15 Tc - K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.765 l O * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.622 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 115-7 DWELLINGS/ACRE" B 0.26 0.45 0.50 76 7.76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 0.79 FLOW PROCESS FROM NODE 303.50 TO NODE 303.10 IS CODE - 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA- <<< >>>>>(STANDARD CURB SECTION USED)<<<<< == UPSTREAM ELEVATION(FEET) - 1054.15 DOWNSTREAM ELEVATION(FEET)=- 1051.81 STREET LENGTH(FEET) - 359.00 CURB HEIGHT(INCHES) = 6.0 1' STREET HALFWIDTH(PEET) - 20.00 u DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) - 15.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ❑ CREATEDATE 2/3/2005 2:04 PMO ❑ FILENAME F25AULB.RES❑ ❑ PAGE 150 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section (curb - to- curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 3.09 Tc(MIN.) = 10.85 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.963 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.49 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 3.73 EFFECTIVE AREA(ACRES) = 1.75 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) = 4.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.75 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 303.60 TO NODE 303.10 = 536.00 FEET. x+xxx++xx+xxx++++++++xx+««««xxx«xxxxxxx+++«+++««««xxxxxxx+xx++++ FLOW PROCESS FROM NODE 303.10 TO NODE 303.00 IS CODE = 31 --COMPUTE COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«c > »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)«< < ------------------------------------------ ---------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1046.48 DOWNSTREAM(FEET) = 1041.54 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.86 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.37 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 10.91 LONGEST FLOWPATH FROM NODE 303.60 TO NODE 303.00 = 582.00 FEET. ««+«+««««««xxxxxxx+xx«xxx++«««xxxxxxxxxxxxxx+xx+++«««xx+«xxxxx++++«««+xxxx++ FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 1 ---------------------------------------------------------------------------- >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ----------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.91 RAINFALL INTENSITY(INCH/HR) = 2.95 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.75 TOTAL STREAM AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.37 ++x++++«x«xxxxx+«x+x+x+x++++«««x«xxxxxxxx++++++«+«+xxxxxxxxxxxxxxx+xxx+++«++ FLOW PROCESS FROM NODE 303.40 TO NODE 303.30 IS CODE = 21 ---------------------------------------------------------------------------- » —RATIONAL METHOD INITIAL SUBAREA ANALYSIS--<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ❑ CREATEDATE 2/3/2005 2:04 PM❑ 0 FILENAME F25AULB.RES11 INITIAL SUBAREA FLOW-LENGTH(FEET) = 181.00 ELEVATION DATA: UPSTREAM(FEET) = 1056.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.791 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.615 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 115-7 DWELLINGS/ACRE" B 0.24 0.45 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) ❑ PAGE 160 1054.16 qq, I Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 76 7.79 0.45 0.73 ++xxxxxx«xx«xxxxxxxxx+x«xxxxx+xxxx++x«xxxxxxx++++««+++++«+«««+++++++++++++++ FLOW PROCESS FROM NODE 303.30 TO NODE 303.20 IS CODE = 61 ---------------------------------------------------------------------------- > » COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « >> »>(STANDARD CURB SECTION USED) « « < UPSTREAM ELEVATION(FEET) = 1054.16 DOWNSTREAM ELEVATION(FEET) = 1052.05 STREET LENGTH(FEET) = 384.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.62 STREET FLOW TRAVEL TIME(MIN.) = 3.61 Tc(MIN.) = 11.40 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.876 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 118-10 DWELLINGS/ACRE" B 1.42 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.42 SUBAREA RUNOFF(CFS) = 3.45 EFFECTIVE AREA(ACRES) 1.66 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) = 4.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.75 FLOW VELOCITY(FEET/SEC.) = 2.00 DEPTH*VELOCITY(FT*FT/SEC.) = 0.80 LONGEST FLOWPATH FROM NODE 303.40 TO NODE 303.20 = 565.00 FEET. ««xxxx+«xxxxxxxxx«x«xxxxxxx«xxxxxxxx«xxxxx+++«+*+xxx+x++xx+++xx+«+++++««+«++ FLOW PROCESS FROM NODE 303.20 TO NODE 303.00 IS CODE = 31 ------------------------------------------------- ------------------------ » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< «< > » USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1043.20 DOWNSTREAM(FEET) = 1041.54 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 t J & A il) / t I & A ii , k i k 1 11 t (i & i i1 1 t I t I iii I t )1 1j. I j A it 1 ❑ CREATEDATE 2/3/2005 2:04 PMD ❑ FILENAME F25AULB.RES❑ ❑ PAGE 170 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 8.51 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 4.02 PIPE TRAVEL TIME(MIN.) - 0.09 Tc(MIN.) = 11.49 LONGEST FLOWPATH FROM NODE 303.40 TO NODE 303.00 = 611.00 FEET. *k*RRR**R#fi#***fi*R*#*R#fi#R*RRfi******RRRR*#Rfi*#R***fiRR#**#RRRfififi**fif#**Rfi#*R# FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE - 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ====a3xaaa_xaaa=xaaxaaaa=aaa====xaa== TOTAL NUMBER OF STREAMS CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 11.49 RAINFALL INTENSITY(INCH/HR) - 2.86 AREA -AVERAGED Fm(INCH/HR) - 0.19 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) - 1.66 TOTAL STREAM AREA(ACRES) - 1.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.02 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 31.13 10.31 3.056 0.45( 0.18) 0.41 10.3 301.60 1 32.31 11.46 2.868 0.45( 0.18) 0.41 11.6 302.40 1 32.55 11.91 2.802 0.45( 0.18) 0.41 12.0 300.50 1 32.58 12.15 2.768 0.45( 0.18) 0.41 12.2 300.90 1 32.28 12.90 2.670 0.45( 0.18) 0.41 12.7 300.70 1 32.16 13.09 2.648 0.45( 0.18) 0.41 12.8 301.40 1 30.51 14.80 2.459 0.45( 0.18) 0.41 13.2 302.60 2 4.37 10.91 2.953 0.45( 0.19) 0.41 1.8 303.60 3 4.02 11.49 2.863 0.45( 0.19) 0.41 1.7 303.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.27 10.31 3.056 0.45( 0.19) 0.41 13.5 301.60 2 40.07 10.91 2.953 0.45( 0.19) 0.41 14.3 303.60 3 40.56 11.46 2.868 0.45( 0.19) 0.41 15.0 302.40 4 40.58 11.49 2.863 0.45( 0.19) 0.41 15.0 303.40 5 40.61 11.91 2.802 0.45( 0.19) 0.41 15.4 300.50 6 40.53 12.15 2.768 0.45( 0.19) 0.41 15.6 300.90 7 39.94 12.90 2.670 0.45( 0.19) 0.41 16.1 300.70 8 39.74 13.09 2.648 0.45( 0.19) 0.41 16.2 301.40 9 37.51 14.80 2.459 0.45( 0.18) 0.41 16.6 302.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 40.61 Tc(MIN.) = 11.91 EFFECTIVE AREA(ACRES) - 15.43 AREA -AVERAGED Pm(INCH/HR) - 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap - 0.41 TOTAL AREA(ACRES) - 16.63 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 303.00 - 2132.00 FEET. #fifi#RRR**fi##fi*###**RR*fi**RR**RR*##**RRRfi#fi*RR**fifi**#tk#RRf RR**#R**fiR#******R FLOW PROCESS FROM NODE 303.00 TO NODE 400.00 IS CODE = 31 ---------------------------------------------------------------------------- » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< » >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) <<«< ELEVATION DATA: =a UPSTREAM(FEET) - 1041 54 DOWNSTREAM(FEET) = 1040 50 ❑ CREATEDATE 2/3/2005 2:04 PM❑ ❑ FILENAME F25AULB.RES❑ ❑ PAGE 18❑ FLOW LENGTH(FEET) x 230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.85 ESTIMATED PIPE DIAMETER(INCH) - 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 40.61 PIPE TRAVEL TIME(MIN.) - 0.56 Tc(MIN.) = 12.47 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 400.00 = 2362.00 FEET. xa=__sasa=x==aax==_ eras= sa=axaaaaaax_aa=s__aeras__sax=__saa___sax_=s___=a___ax END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 16.63 TC(MIN.) 12.47 EFFECTIVE AREA(ACRES) = 15.43 AREA -AVERAGED Fm(INCH/HR)= 0.19 AREA -AVERAGED Fp(INCH/HR) a 0.45 AREA -AVERAGED Ap - 0.41 PEAK FLOW RATE(CFS) 40.61 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.27 10.87 2.960 0.45( 0.19) 0.41 13.5 301.60 2 40.07 11.47 2.866 0.45( 0.19) 0.41 14.3 303.60 3 40.56 12.02 2.787 0.45( 0.19) 0.41 15.0 302.40 4 40.58 12.05 2.782 0.45( 0.19) 0.41 15.0 303.40 5 40.61 12.47 2.726 0.45( 0.19) 0.41 15.4 300.50 6 40.53 12.71 2.694 0.45( 0.19) 0.41 15.6 300.90 7 39.94 13.46 2.603 0.45( 0.19) 0.41 16.1 300.70 8 39.74 13.65 2.582 0.45( 0.19) 0.41 16.2 301.40 9 37.51 15.37 2.405 0.45( 0.18) 0.41 16.6 302.60 END OF RATIONAL METHOD ANALYSIS k A &A k# Int. I & A k .1 i I I l i i I I t I t. A i I i f A i h. I k A & A & l ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 1 ❑ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1264 Analysis prepared by: RBF Consulting 14725 Alton Parkway Irvine, CA 92618 a❑oo❑a❑❑oo❑o❑❑❑❑❑❑o❑❑oo❑000❑❑❑❑o❑oa❑❑❑❑❑o❑oo❑❑❑❑❑❑❑❑❑o❑000❑❑❑o❑❑oo❑❑❑❑oo❑❑❑❑ DESCRIPTION OF 01*+***a******+******+*gy*** * Ultimate B - Line A - 100 yr run S O I. To EXIST 10 Z RC * MM �( * 2/13/04 N E FILE NAME: F25BULB.DAT TIME/DATE OF STUDY: 13:38 02/03/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE (LOG (I; IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.0620 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD- -USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) * (Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 414.00 TO NODE 414.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< EPECIFIED VALUESARE TC(MINRAINFALL INTENSITY (INCH/HR) - 1 2.38 EFFECTIVE AREA(ACRES) = 48.07 ` �( TOTAL AREA(ACRES) = 49.55 PEAK FLOW RATE(CFS) 109.84 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ❑ CREATEDATE 2/3/20051:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 211 FLOW PROCESS FROM NODE 414.00 TO NODE 460.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1055.62 DOWNSTREAM(FEET) = 1040.50 FLOW LENGTH(FEET) = 1355.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.43 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.84 PIPE TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 17.44 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 460.00 = 1355.00 FEET. FLOW PROCESS FROM NODE 460.00 TO NODE 460.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.44 RAINFALL INTENSITY(INCH/HR) = 2.23 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 48.07 TOTAL STREAM AREA(ACRES) = 49.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 109.84 FLOW PROCESS FROM NODE 645.00 TO NODE 640.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1068.61 DOWNSTREAM(FEET) = 1064.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.444 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.606 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 3.60 0.75 0.10 56 13.44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 8.20 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 8.20 FLOW PROCESS FROM NODE 640.00 TO NODE 460.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< - -------------------------------- ELEVATION DATA: UPSTREAM(FEET)== 1042.30 DOWNSTREAM(FEET) = 1040.50 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.93 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 8.20 PIPE TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 14.63 LONGEST FLOWPATH FROM NODE 645.00 TO NODE 460.00 = 1250.00 FEET. ] CREATEDATE 2/3/2005 1:38 PMD ❑ FILENAME F25BULB.RESD D PAGE 3D FLOW PROCESS FROM 140DE 460.00 TO NODE 460.00 IS CODE = 1 »:>;DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< �->»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< - - ---- --------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.63 RAINFALL INTENSITY(INCH/HR) = 2.48 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 APEA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 3.60 TOTAL STREAM AREA(ACRES) = 3.60 FEAR FLOW PATE(CFS) AT CONFLUENCE = 8.20 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 109.84 17.44 2.229 0.75( 0.08) 0.10 48.1 414.00 8.20 14.63 2.477 0.75( 0.07) 0.10 3.6 645.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMUL.T1 USED FOR 2 STREAMS. ' PEAK FLOW RATE TABLE ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 110.94 14.63 2.477 0.75( 0.07) 0.10 43.9 645.00 117.19 17.44 2.229 0.75( 0.07) 0.10 51.7 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 117.19 Tc(MIN.) = 17.44 EFFECTIVE AREA(ACRES) = 51.67 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 53.15 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 460.00 = 1355.00 FEET. FLOW PROCESS FROM 140DE 460.00 TO NODE 100.00 IS CODE = 31 » »COMPUTE PIPE -FLOW TRAVEL TIME THEN SUBAREA««< .;>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1040.50 DOWNSTREAM (FEET) = 1038.00 FLOW LENGTH(FEET) = 625.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.46 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 117.19 PIPE TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 18.67 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 100.00 = 1980.00 FEET. FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 ---------------------------------------------------------------- .>,>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.67 RAINFALL INTENSITY(INCH/HR) = 2.14 P.REA-AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 51.67 TOTAL STREAM AREA(ACRES) = 53.15 D CREATEDATE 2/3/2005 1:38 PM❑ D FILENAME F25BULB.RESD D PAGE 4D PEAK FLOW RATE(CFS) AT CONFLUENCE = 117.19 FLOW PROCESS FROM NODE 100.30 TO NODE 100.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< - - - - --------------- --- INITIAL SUBAREA FLOW-LENGTH(FEET) = 128.00 ELEVATION DATA: UPSTREAM(FEET) = 1059.50 DOWNSTREAM(FEET) = 1057.^8 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] -10.20 I , SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.095 l * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.188 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.20 0.75 0.50 56 6.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) FLOW PROCESS FROM NODE 100.20 TO NODE 100.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STANDARD CURB SECTION USED)<<<<< --------------- ----- ---- ---- --- --- --- - UPSTREAM ELEVATION(FEET) = 1057.28 DOWNSTREAM ELEVATION(FEET) = 1050.55 STREET LENGTH(FEET) = 565.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 3.82 TC(MIN.) = 9.91 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.128 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.71 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.71 SUBAREA RUNOFF(CFS) = 4.35 EFFECTIVE AREA(ACRES) = 1.91 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.91 PEAK FLOW RATE(CFS) = 4.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.67 FLOW VELOCITY(FEET/SEC.) = 2.82 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 100.10 = 693.00 FEET. t o " ice._ A L-A L A k_ -A , t I k 1 t i t I t i 1 1 11 ! I t! t i k A & A a I ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 50 FLOW PROCESS FROM NODE 100.10 TO NODE 100.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1044.22 DOWNSTREAM (FEET) = =1038.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.49 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.85 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.98 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 100.00 = 748.00 FEET. FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.98 RAINFALL INTENSITY(INCH/HR) = 3.12 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.91 TOTAL STREAM AREA(ACRES) = 1.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.85 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 110.94 15.86 2.359 0.75( 0.07) 0.10 43.9 645.00 1 117.19 18.67 2.140 0.75( 0.07) 0.10 51.7 414.00 2 4.85 9.98 3.115 0.75( 0.31) 0.41 1.9 100.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 97.76 9.98 3.115 0.75( 0.09) 0.12 29.5 100.30 2 114.48 15.86 2.359 0.75( 0.08) 0.11 45.8 645.00 3 120.36 18.67 2.140 0.75( 0.08) 0.11 53.6 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 120.36 Tc(MIN.) = 18.67 EFFECTIVE AREA(ACRES) = 53.58 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap - 0.11 TOTAL AREA(ACRES) = 55.06 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 100.00 = 1980.00 FEET. FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1038.00 DOWNSTREAM (FEET) = 1037.27 FLOW LENGTH(FEET) = 168.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.81 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 ❑ CREATEDATE 2/3/20051:38 PMO ❑ FILENAME F25BULB.RESO ❑ PAGE 60 PIPE-FLOW(CFS) = 120.36 PIPE TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 18.99 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 101.00 = 2148.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.99 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.11 EFFECTIVE STREAM AREA(ACRES) = 53.58 TOTAL STREAM AREA(ACRES) = 55.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 120.36 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 101.40 TO NODE 101.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 129.00 ELEVATION DATA: UPSTREAM(FEET) = 1059.50 DOWNSTREAM(FEET) = 1057.29 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)) -0.20 ^7 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.130 Z * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.174 111 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 115-7 DWELLINGS/ACRE" B 0.21 0.75 0.50 56 6.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) = 0.72 +++*+++++++*++**+++*++++++++++*+++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 101.30 TO NODE 101.20 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1057.29 DOWNSTREAM ELEVATION(FEET) = 1049.90 STREET LENGTH(FEET) = 691.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 12 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.82 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 4.06 Tc(MIN.) = 10.21 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.072 E CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES11 ❑ PAGE 70 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON RESIDENTIAL "8-10 DWELLINGS/ACRE" B 4.12 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 4.12 SUBAREA RUNOFF(CFS) = 10.28 EFFECTIVE AREA(ACRES) = 4.33 AREA -AVERAGED Fm(INCH/HP.) = 0.30 APEA-AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 4.33 PEAK FLOW PATE(CFS) = 10.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.87 FLOW VELOCITY(FEET/SEC.) = 3.26 DEPTH*VELOCITY(FT*FT/SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 101.40 TO NODE 101.20 = 820.00 FEET. ++++++x+++xxx+x+xx++++++++++++x+xxx+xx++++++x+*+x+x+++++xx+x++++ FLOW PROCESS FROM NODE 101.20 TO NODE 101.00 IS CODE = 31 » »COMFUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >» »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< --------------------------------- =----- -- F,'EVATION DATA: UPSTREAM(FEET) 1043.17 DOWNSTREAM(FEET) = 1037.27 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.79 PIPE TP.AVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.23 LONGEST FLOWPATH FROM NODE 101.40 TO NODE 101.00 = 840.00 FEET. FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------- > ';DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.23 RAINFALL INTENSITY(INCH/HR) = 3.07 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 4.33 TOTAL STREAM AREA(ACRES) = 4.33 PEAK FLOW PATE(CFS) AT CONFLUENCE = 10.79 FLOW PROCESS FROM NODE 101.60 TO NODE 101.50 IS CODE = 21 ---------------------------------------------------------------------------- >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »L'SE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ------------------------------------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 48.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.90 DOWNSTREAM(FEET) = 1051.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]' -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 .3, * 2_5 YEAR RAINFALL INTENSITY(INCH/HR) = 4.717 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.03 0.75 0.10 56 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 ❑ CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RESO ❑ PAGE 8❑ SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) = 0.13 ++++**xx+xxx+x+*x+*++x+xxxxxxx+*xxx+x+xx+++++xx++++++++xxx++++xx++++++x+xxxx FLOW PROCESS FROM NODE 101.50 TO NODE 101.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STANDARD CURB SECTION USED) ««< ----------------------------- -------- UPSTREAM ELEVATION(FEET) = 1051.30 DOWNSTREAM ELEVATION(FEET) = 1049.90 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 3 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.28 STREET FLOW TRAVEL TIME(MIN.) = 3.16 Tc(MIN.) - 8.16 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.515 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.19 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.59 EFFECTIVE AREA(ACRES) = 0.22 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) = 0.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) FLOW VELOCITY(FEET/SEC.) = 1.37 DEPTH*VELOCITY(FT*FT/SEC.) = 0.34 LONGEST FLOWPATH FROM NODE 101.60 TO NODE 101.10 = 288.00 FEET. FLOW PROCESS FROM NODE 101.10 TO NODE 101.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< «< -------------------- ELEVATION DATA: UPSTREAM(FEET) = 1043.10 DOWNSTREAM(FEET) = 1037.27 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.68 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.24 LONGEST FLOWPATH FROM NODE 101.60 TO NODE 101.00 = 328.00 FEET. xxx+x+xx+x*+x*xxxxx+xx+xxxx+xxx+xx++xxxx+++xxxxx+++++++xxx++++++++++++++++x+ FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ----------------- TOTAL NUMBER OF STREAMS = 3 t i & ,/ 1l.._J IL -A ILA ILA t 1 t i i i t I [ 1 t i k 1 k A h l k. A k A I A t o ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 90 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.24 RAINFALL INTENSITY(INCH/HR) = 3.49 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.22 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.68 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 97.76 10.31 3.055 0.75( 0.09) 0.12 29.5 100.30 1 114.48 16.18 2.331 0.75( 0.08) 0.11 45.8 645.00 1 120.36 18.99 2.118 0.75( 0.08) 0.11 53.6 414.00 2 10.79 10.23 3.070 0.75( 0.30) 0.40 4.3 101.40 3 0.68 8.24 3.494 0.75( 0.07) 0.10 0.2 101.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 100.46 8.24 3.494 0.75( 0.12) 0.16 27.3 101.60 2 108.85 10.23 3.070 0.75( 0.12) 0.16 33.9 101.40 3 109.09 10.31 3.055 0.75( 0.12) 0.16 34.1 100.30 4 122.85 16.18 2.331 0.75( 0.10) 0.14 50.4 645.00 5 127.85 18.99 2.118 0.75( 0.10) 0.13 58.1 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 127.85 Tc(MIN.) = 18.99 EFFECTIVE AREA(ACRES) = 58.13 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 59.61 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 101.00 = 2148.00 FEET. FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1037.27 DOWNSTREAM (FEET) = 1037.07 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.74 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 127.85 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 19.08 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 102.00 = 2198.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.08 RAINFALL INTENSITY(INCH/HR) = 2.11 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.13 EFFECTIVE STREAM AREA(ACRES) = 58.13 TOTAL STREAM AREA(ACRES) = 59.61 ❑ CREATEDATE 2/3/20051:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 1011 PEAK FLOW RATE(CFS) AT CONFLUENCE = 127.85 FLOW PROCESS FROM NODE 102.30 TO NODE 102.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1057.10 DOWNSTREAM(FEET) = 1054.98 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.041 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.547 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.27 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.77 4•! Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 56 8.04 0.75 TOTAL AREA(ACRES) - 0.27 PEAK FLOW RATE(CFS) = 0.77 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 2.73 Tc(MIN.) = 10.77 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.977 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 2.42 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 2.42 SUBAREA RUNOFF(CFS) = 5.83 EFFECTIVE AREA(ACRES) 2.69 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) - 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) - 2.69 PEAK FLOW RATE(CFS) = 6.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.21 FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 102.10 = 537.00 FEET. FLOW PROCESS FROM NODE 102.20 TO NODE 102.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< ---- --- ---- ---- ---- ------------------- UPSTREAM ELEVATION(FEET) = 1054.98 DOWNSTREAM ELEVATION(FEET) = 1052.84 STREET LENGTH(FEET) = 337.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 4 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 [ OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 2.73 Tc(MIN.) = 10.77 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.977 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 2.42 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 2.42 SUBAREA RUNOFF(CFS) = 5.83 EFFECTIVE AREA(ACRES) 2.69 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) - 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) - 2.69 PEAK FLOW RATE(CFS) = 6.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.21 FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 102.10 = 537.00 FEET. U CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 11 C FLOW PROCESS FROM NODE 102.10 TO NODE 102.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >:>>%USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1043.51 DOWNSTREAM (FEET) = 1037.07 FLOW LENGTH(FEET) = 337.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.46 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 11.50 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 102.00 = 874.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ---------------------------------------------------------------------------- »'>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.50 RAINFALL INTENSITY(INCH/HR) = 2.86 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = C.41 EFFECTIVE STREAM AREA(ACRES) = 2.69 -OTAL STREAM AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.46 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 100.46 8.35 1 108.85 10.33 1 109.09 10.41 1 122.85 16.28 1 17.85 19.08 6.46 11.50 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 3.468 0.75( 0.12) 3.052 0.75( 0.12) 3.038 0.75( 0.12) 2.323 0.75( 0.10) 2.112 0.75( 0.10) 2.862 0.75( 0.31) Ap Ae HEADWATER (ACRES) NODE 0.16 27.3 101.60 0.16 33.9 101.40 0.16 34.1 100.30 0.14 50.4 645.00 0.13 58.1 414.00 0.41 2.7 102.30 PRINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *' PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity FID (Fm) Ap Ae HEADWATER hi'?MBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 106.27 8.35 3.466 0.75( 0.13) 0.17 29.3 101.60 2 115.08 10.33 3.052 0.75( 0.13) 0.17 36.3 101.40 3 115.34 10.41 3.038 0.75( 0.13) 0.17 36.5 100.30 4 118.10 11.50 2.862 0.75( 0.13) 0.17 39.8 102.30 5 127.95 16.28 2.323 0.75( 0.11) 0.15 53.1 645.00 6 132.41 19.08 2.112 0.75( 0.11) 0.15 60.8 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 132.41 Tc(MIN.) = 19.08 EFFECTIVE AREA(ACRES) = 60.82 AREA -AVERAGED Fm(INCH/HR) = 0.11 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 62.30 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 102.00 = 2198.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >:>»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >,» ,USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ❑ CREATEDATE 2/3/2005 1:38 PW ❑ FILENAME F25BULB.RES❑ ❑ PAGE 12❑ ---------------------------------- ------ ------ ---- - ELEVATION DATA: UPSTREAM(FEET) = 1037.07 DOWNSTREAM(FEET) = 1036.93 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.76 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 132.41 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 19.15 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 103.00 = 2233.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.15 RAINFALL INTENSITY(INCH/HR) = 2.11 AREA -AVERAGED Fm(INCH/HR) = 0.11 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.15 EFFECTIVE STREAM AREA(ACRES) = 60.82 TOTAL STREAM AREA(ACRES) = 62.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 132.41 FLOW PROCESS FROM NODE 103.70 TO NODE 103.60 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.70 DOWNSTREAM(FEET) = 1052.59 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 -1 / SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.555 11++ 11 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.682 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (M,IN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.13 0.75 0.50 56 7.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) = 0.39 FLOW PROCESS FROM NODE 103.60 TO NODE 103.30 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ----------------------------------------- UPSTREAM ELEVATION(FEET) = 1052.59 DOWNSTREAM ELEVATION(FEET) = 1049.97 STREET LENGTH(FEET) = 719.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ❑ CREATEDATE 2/3/2005 1:38 PMD ❑ FILENAME F25BULB.RES❑ ❑ PAGE 130 STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 6.83 Tc(MIN.) - 14.39 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.501 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 3.99 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 3.99 SUBAREA RUNOFF(CFS) = 7.91 EFFECTIVE AREA(ACRES) = 4.12 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 4.12 PEAK FLOW RATE(CFS) = 8.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.75 FLOW VELOCITY(FEET/SEC.) = 2.03 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 719.0 FT WITH ELEVATION -DROP = 2.6 FT, IS 7.4 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 103.30 LONGEST FLOWPATH FROM NODE 103.70 TO NODE 103.30 = 899.00 FEET. FLOW PROCESS FROM NODE 103.30 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1044.17 DOWNSTREAM (FEET) = 1036.93 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.16 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 14.47 LONGEST FLOWPATH FROM NODE 103.70 TO NODE 103.00 = 969.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.47 RAINFALL INTENSITY(INCH/HR) = 2.49 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 4.12 TOTAL STREAM AREA(ACRES) = 4.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.16 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 106.27 8.42 3.451 0.75( 0.13) 0.17 29.3 101.60 1 115.08 10.40 3.040 0.75( 0.13) 0.17 36.3 101.40 1 115.34 10.48 3.026 0.75( 0.13) 0.17 36.5 100.30 1 118.10 11.57 2.852 0.75( 0.13) 0.17 39.8 102.30 1 127.95 16.34 2.318 0.75( 0.11) 0.15 53.1 645.00 ❑ CREATEDATE 2/3/20051:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 1411 1 132.41 19.15 2.107 0.75( 0.11) 0.15 60.8 414.00 2 8.16 14.47 2.493 0.75( 0.30) 0.40 4.1 103.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 113.09 8.42 3.451 0.75( 0.14) 0.19 31.7 101.60 2 122.41 10.40 3.040 0.75( 0.14) 0.19 39.2 101.40 3 122.69 10.48 3.026 0.75( 0.14) 0.19 39.5 100.30 4 125.69 11.57 2.852 0.75( 0.14) 0.19 43.1 102.30 5 132.24 14.47 2.493 0.75( 0.13) 0.18 52.0 103.70 6 135.45 16.34 2.318 0.75( 0.13) 0.17 57.2 645.00 7 139.13 19.15 2.107 0.75( 0.12) 0.16 64.9 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 139.13 Tc(MIN.) = 19.15 EFFECTIVE AREA(ACRES) = 64.94 AREA -AVERAGED Fm(INCH/HR) = 0.12 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 66.42 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 103.00 = 2233.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 103.01 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1036.93 DOWNSTREAM(FEET) = 1036.73 FLOW LENGTH(FEET) - 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.00 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 139.13 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 19.24 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 103.01 = 2283.00 FEET. FLOW PROCESS FROM NODE 103.01 TO NODE 103.01 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.24 RAINFALL INTENSITY(INCH/HR) = 2.10 AREA -AVERAGED Fm(INCH/HR) = 0.12 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap - 0.16 EFFECTIVE STREAM AREA(ACRES) = 64.94 TOTAL STREAM AREA(ACRES) = 66.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 139.13 FLOW PROCESS FROM NODE 103.90 TO NODE 103.80 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 73.00 ELEVATION DATA: UPSTREAM(FEET) = 1053.50 DOWNSTREAM(FEET) = 1053.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 s�/ SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.280 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.765 CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES11 ❑ PAGE 1511 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK B 0.04 0.75 0.85 56 7.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.04 PEAK FLOW RATE(CFS) = 0.11 FLOW PROCESS FROM NODE 103.80 TO NODE 103.10 IS CODE = 91 ---------------------------------------------------------------- >>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1053.00 DOWNSTREAM NODE ELEVATION(FEET) = 1050.48 CHANNEL LENGTH THRU SUBAREA(FEET) = 267.00 GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.200 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.321 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 1.37 0.75 0.85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.71 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.63 AVERAGE FLOW DEPTH(FEET) = 0.25 FLOOD WIDTH(FEET) = 6.48 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 8.97 SUBAREA AREA(ACRES) = 1.37 SUBAREA RUNOFF(CFS) = 3.31 EFFECTIVE AREA(ACRES) = 1.41 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.85 TOTAL A.REA(ACRES) = 1.41 PEAK FLOW RATE(CFS) = 3.41 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.32 FLOOD WIDTH(FEET) = 12.65 FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY(FT*FT/SEC) = 0.87 LONGEST FLOWPATH FROM NODE 103.90 TO NODE 103.10 = 340.00 FEET. FLOW PROCESS FROM NODE 103.10 TO NODE 103.01 IS CODE = 31 >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < --------------- ------------------------------=====----------------- ELEVATION DATA: UPSTREAM(FEET) = 1044.15 DOWNSTREAM (FEET) = 1036.73 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 P=PE-FLOW(CFS) = 3.41 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE 103.90 TO NODE 103.01 = 360.00 FEET. FLOW PROCESS FROM NODE 103.01 TO NODE 103.01 IS CODE = 1 -» >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.99 RAINFALL INTENSITY(INCH/HR) = 3.32 E CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ E. PAGE 16❑ AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.85 EFFECTIVE STREAM AREA(ACRES) = 1.41 TOTAL STREAM AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.41 FLOW PROCESS FROM NODE 103.50 TO NODE 103.40 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) - 181.00 ELEVATION DATA: UPSTREAM(FEET) = 1056.60 DOWNSTREAM(FEET) = 1054.79 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]+*0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.817 .4 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.607 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS T.- LAND cLAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.25 0.75 0.50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) = 0.73 +++*+++++++***+****++******+++****+++*+****+++++*+**+****+***++++*+.*x+++r*+ FLOW PROCESS FROM NODE 103.40 TO NODE 103.20 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STANDARD CURB SECTION USED) ««< ---------------------------------- UPSTREAM ELEVATION(FEET) = 1054.79 DOWNSTREAM ELEVATION(FEET) = 1050.48 STREET LENGTH(FEET) = 662.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 5.85 Tc(MIN.) = 13.67 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.580 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.62 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.62 SUBAREA RUNOFF(CFS) = 3.33 EFFECTIVE AREA(ACRES) = 1.87 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) = 3.82 END OF SUBAREA STREET FLOW HYDRAULICS: ❑ CREATEDATE 2/3/2005 1:38 PMD ❑ FILENAME F25BULB.RES❑ ❑ PAGE 170 DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH (FEET) = 13.03 FLOW VELOCITY(FEET/SEC.) = 2.11 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 103.50 TO NODE 103.20 = 843.00 FEET. FLOW PROCESS FROM NODE 103.20 TO NODE 103.01 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1044.15 DOWNSTREAM(FEET) = 1037.07 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.82 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 13.69 LONGEST FLOWPATH FROM NODE 103.50 TO NODE 103.01 = 871.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 103.01 TO NODE 103.01 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.69 RAINFALL INTENSITY(INCH/HR) = 2.58 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.87 TOTAL STREAM AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.82 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 113.09 8.52 3.427 0.75( 0.14) 0.19 31.7 101.60 1 122.41 10.49 3.023 0.75( 0.14) 0.19 39.2 101.40 1 122.69 10.58 3.009 0.75( 0.14) 0.19 39.5 100.30 1 125.69 11.66 2.838 0.75( 0.14) 0.19 43.1 102.30 1 132.24 14.56 2.484 0.75( 0.13) 0.18 52.0 103.70 1 135.45 16.44 2.309 0.75( 0.13) 0.17 57.2 645.00 1 139.13 19.24 2.101 0.75( 0.12) 0.16 64.9 414.00 2 3.41 8.99 3.317 0.75( 0.64) 0.85 1.4 103.90 3 3.82 13.69 2.577 0.75( 0.31) 0.41 1.9 103.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 119.72 8.52 3.427 0.75( 0.17) 0.22 34.2 101.60 2 122.08 8.99 3.317 0.75( 0.17) 0.22 36.1 103.90 3 128.95 10.49 3.023 0.75( 0.16) 0.22 42.1 101.40 4 129.22 10.58 3.009 0.75( 0.16) 0.22 42.4 100.30 5 132.12 11.66 2.838 0.75( 0.16) 0.22 46.1 102.30 6 136.58 13.69 2.577 0.75( 0.16) 0.21 52.6 103.50 7 138.25 14.56 2.484 0.75( 0.15) 0.20 55.3 103.70 8 140.95 16.44 2.309 0.75( 0.14) 0.19 60.5 645.00 9 144.02 19.24 2.101 0.75( 0.14) 0.18 68.2 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ❑ CREATEDATE 2/3/20051:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 180 PEAK FLOW RATE(CFS) = 144.02 Tc(MIN.) = 19.24 EFFECTIVE AREA(ACRES) = 68.22 AREA -AVERAGED Fm(INCH/HR) = 0.14 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 69.70 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 103.01 = 2283.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 103.01 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1037.07 DOWNSTREAM(FEET) = 1035.63 FLOW LENGTH(FEET) - 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 9.99 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 144.02 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 19.70 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 104.00 = 2558.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF= STREAMS =- =2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.70 RAINFALL INTENSITY(INCH/HR) = 2.07 AREA -AVERAGED Fm(INCH/HR) = 0.14 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.18 EFFECTIVE STREAM AREA(ACRES) = 68.22 TOTAL STREAM AREA(ACRES) = 69.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 144.02 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 105.50 TO NODE 105.40 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA«' INITIAL SUBAREA FLOW-LENGTH(FEET) = 176.00 ELEVATION DATA: UPSTREAM(FEET) = 1056.90 DOWNSTREAM(FEET) = 1055.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.695 q, * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.642 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.26 0.75 0.50 56 7.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 0.76 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 105.40 TO NODE 105.30 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1055.10 DOWNSTREAM ELEVATION(FEET) = 1052.73 STREET LENGTH(FEET) = 589.00 CURB HEIGHT(INCHES) = 6.0 _i CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 19' ; STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.74 STP.EETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.61 STREET FLOW TRAVEL TIME(MIN.) = 6.04 Tc(MIN.) = 13.73 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.573 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.90 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 3.89 EFFECTIVE AREA(ACRES) _ 2.16 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 2.16 PEAK FLOW RATE(CFS) = 4.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.19 FLOW VELOCITY(FEET/SEC.) = 1.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 105.50 TO NODE 105.30 = 765.00 FEET. FLOW F'R.00ESS FROM NODE 105.30 TO NODE 105.00 IS CODE = 61 ---------------------------------------------------------------------------- » »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ,» (STANDARD CURB SECTION USED) <<<<< ---------- ----------------------------- UPSTREAM ELEVATION (FEET) = 1052.73 DOWNSTREAM ELEVATION(FEET) = 1050.29 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 I INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 4.30 Tc(MIN.) = 18.04 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.184 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 4.71 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 4.71 SUBAREA RUNOFF(CFS) = 7.99 ❑ CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ r; PAGE 200 EFFECTIVE AREA(ACRES) = 6.87 AREA -AVERAGED Fm(INCHiHR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 6.87 PEAK FLOW RATE(CFS) = 11.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.35 FLOW VELOCITY(FEET/SEC.) = 2.08 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 105.50 TO NODE 105.00 = 1265.00 FEET. +***+**++++++*+++++*+++++++*++*++**+******************+**++++*** FLOW PROCESS FROM NODE 105.00 TO NODE 104.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)«_«< --------------- -- - - -- - --- -- -- -- -- ELEVATION DATA: UPSTREAM(FEET) = 1041.00 DOWNSTREAM(FEET) = 1035.63 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.64 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 18.37 LONGEST FLOWPATH FROM NODE 105.50 TO NODE 104.00 = 1465.00 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.37 RAINFALL INTENSITY(INCH/HR) = 2.16 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 6.87 TOTAL STREAM AREA(ACRES) = 6.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.64 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 119.72 8.99 3.316 0.75( 0.17) 0.22 34.2 101.60 1 122.08 9.47 3.215 0.75( 0.17) 0.22 36.1 103.90 1 128.95 10.97 2.944 0.75( 0.16) 0.22 42.1 101.40 1 129.22 11.05 2.931 0.75( 0.16) 0.22 42.4 100.30 1 132.12 12.13 2.771 0.75( 0.16) 0.22 46.1 102.30 1 136.58 14.15 2.526 0.75( 0.16) 0.21 52.6 103.50 1 138.25 15.02 2.438 0.75( 0.15) 0.20 55.3 103.70 1 140.95 16.90 2.272 0.75( 0.14) 0.19 60.5 645.00 1 144.02 19.70 2.072 0.75( 0.14) 0.18 68.2 414.00 2 11.64 18.37 2.161 0.75( 0.30) 0.40 6.9 105.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q To Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 128.96 8.99 3.316 2 131.48 9.47 3.215 3 138.83 10.97 2.944 4 139.12 11.05 2.931 5 142.33 12.13 2.771 6 147.32 14.15 2.526 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.75( 0.18) 0.24 37.5 101.60 0.75( 0.18) 0.24 39.7 103.90 0.75( 0.18) 0.24 46.2 101.40 0.75( 0.18) 0.24 46.5 100.30 0.75( 0.17) 0.23 50.6 102.30 0.75( 0.17) 0.23 57.9 103.50 11 IL A L A L i Ok A 11 i i t 1 i 1 1 t t 1 t f t l a 1 i i a 1 I A & A I i ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 21 ❑ 7 149.19 15.02 2.438 0.75( 0.17) 0.22 60.9 103.70 8 152.29 16.90 2.272 0.75( 0.16) 0.21 66.8 645.00 9 154.20 18.37 2.161 0.75( 0.16) 0.21 71.4 105.50 10 155.10 19.70 2.072 0.75( 0.15) 0.20 75.1 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 155.10 Tc(MIN.) = 19.70 EFFECTIVE AREA(ACRES) = 75.09 AREA -AVERAGED Fm(INCH/HR) = 0.15 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 76.57 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 104.00 = 2558.00 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ----------------------------- - ----- ---- -- -- -- -- - - - - ELEVATION DATA: UPSTREAM(FEET) = 1035.63 DOWNSTREAM(FEET) = 1035.10 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 48.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.16 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 155.10 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 19.94 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 106.00 = 2688.00 FEET. *+*+**++*+**+**+*+++++*++*++++*+++++++*++*+*+*+*+*++*+*+**++*+**++++*++***** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ------------ ---- -- -- -- -- -- - - - - - - - - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.94 RAINFALL INTENSITY(INCH/HR) = 2.06 AREA -AVERAGED Fm(INCH/HR) = 0.15 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 75.09 TOTAL STREAM AREA(ACRES) = 76.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 155.10 FLOW PROCESS FROM NODE 106.30 TO NODE 106.20 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 62.00 ELEVATION DATA: UPSTREAM(FEET) = 1053.50 DOWNSTREAM(FEET) = 1053.00 Tc = K*((LENGTH** 3.00)/ (ELEVATION CHANGE)]**0.20 0 jSUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.601 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.993 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK B 0.04 0.75 0.85 56 6.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.04 PEAK FLOW RATE(CFS) = 0.12 FLOW PROCESS FROM NODE 106.20 TO NODE 106.10 IS CODE = 91 ---------------------------------------------------------------------------- ❑ CREATEDATE 2/3/20051:38 PMD ❑ FILENAME F25BULB.RES❑ ❑ PAGE 2211 »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1053.00 DOWNSTREAM NODE ELEVATION(FEET) = 1050.02 / CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 0 "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.200 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.359 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 1.40 0.75 0.85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.75 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.57 AVERAGE FLOW DEPTH(FEET) = 0.26 FLOOD WIDTH(FEET) = 6.93 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 8.80 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.43 EFFECTIVE AREA(ACRES) = 1.44 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) = 3.53 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.32 FLOOD WIDTH(FEET) = 13.25 FLOW VELOCITY(FEET/SEC.) = 2.68 DEPTH*VELOCITY(FT*FT/SEC) = 0.86 LONGEST FLOWPATH FROM NODE 106.30 TO NODE 106.10 = 402.00 FEET. FLOW PROCESS FROM NODE 106.10 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1041.61 DOWNSTREAM(FEET) = 1035.10 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.53 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.82 LONGEST FLOWPATH FROM NODE 106.30 TO NODE 106.00 = 420.00 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.82 RAINFALL INTENSITY(INCH/HR) = 3.36 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.85 EFFECTIVE STREAM AREA(ACRES) = 1.44 TOTAL STREAM AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.53 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 128.96 9.24 3.263 0.75( 0.18) 0.24 37.5 101.60 i, CREATEDATE 2/3/2005 1:38 PM11 ❑ FILENAME F25BULB.RES11 ❑ PAGE 232 1 131.48 9.71 3.166 0.75( 0.18) 0.24 39.7 103.90 1 138.83 11.21 2.906 0.75( 0.18) 0.24 46.2 101.40 1 139.12 11.29 2.894 0.75( 0.18) 0.24 46.5 100.30 1 142.33 12.37 2.739 0.75( 0.17) 0.23 50.6 102.30 1 147.32 14.39 2.501 0.75( 0.17) 0.23 57.9 103.50 1 149.19 15.26 2.415 0.75( 0.17) 0.22 60.9 103.70 1 152.29 17,13 2.253 0.75( 0.16) 0.21 66.8 645.00 1 154.20 18.60 2.144 0.75( 0.16) 0.21 71.4 105.50 1 155.10 19.94 2.057 0.75( 0.15) 0.20 75.1 414.00 2 3.53 8.82 3.355 0.75( 0.64) 0.85 1.4 106.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 130.33 8.82 3.355 0.75( 0.20) 0.26 37.3 106.30 132.37 9.24 3.263 0.75( 0.20) 0.26 39.0 101.60 3 134.76 9.71 3.166 0.75( 0.20) 0.26 41.1 103.90 4 141.77 11.21 2.906 0.75( 0.19) 0.26 47.6 101.40 5 142.05 11.29 2.894 0.75( 0.19) 0.25 47.9 100.30 6 145.06 12.37 2.739 0.75( 0.19) 0.25 52.1 102.30 7 149.74 14.39 2.501 0.75( 0.18) 0.24 59.3 103.50 8 151.50 15.26 2.415 0.75( 0.18) 0.24 62.3 103.70 9 154.39 17.13 2.253 0.75( 0.17) 0.23 68.2 645.00 10 156.15 18.60 2.144 0.75( 0.17) 0.22 72.8 105.50 11 156.94 19.94 2.057 0.75( 0.16) 0.22 76.5 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 156.94 Tc(MIN.) = 19.94 EFFECTIVE AREA(ACRES) = 76.53 AREA -AVERAGED Fm(INCH/HR) = 0.16 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 79.01 L014GEST FLOWPATH FROM NODE 414.00 TO NODE 106.00 = 2688.00 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >•�»USIt7G COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1035.10 DOWNSTREAM(FEET) = 1034.84 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 45.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.28 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 156.94 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 20.05 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 107.00 = 2753.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 ---------------------------------------------------------------------------- >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.05 RAINFALL INTENSITY(INCH/HR) = 2.05 AREA -AVERAGED Fm(INCH/HR) = 0.16 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.22 EFFECTIVE STREAM AREA(ACRES) = 76.53 TOTAL STREAM AREA(ACRES) = 78.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 156.94 (7 CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ a PAGE 24:_ - FLOW PROCESS FROM NODE 182.00 TO NODE 182.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< ---------------------- _____-------- _____=-�-=^=-�_^_--_------------------------ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 17.97 RAINFALL INTENSITY(INCH/HR) = 2.19 EFFECTIVE AREA(ACRES) = 59.77 TOTAL AREA(ACRES) = 70.28 PEAK FLOW RATE(CFS) = 125.50 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.47 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOP, ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 182.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< « < ------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1035.38 DOWNSTREAM(FEET) = 1034.84 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.01 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 125.50 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 18.54 LONGEST FLOWPATH FROM NODE 182.00 TO NODE 107.00 = 660.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< -------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.54 RAINFALL INTENSITY(INCH/HR) = 2.15 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 59.77 TOTAL STREAM AREA(ACRES) = 70.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 125.50 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 130.33 8.94 3.327 0.75( 0.20) 0.26 37.3 106.30 1 132.37 9.36 3.237 0.75( 0.20) 0.26 39.0 101.60 1 134.76 9.84 3.142 0.75( 0.20) 0.26 41.1 103.90 1 141.77 11.33 2.888 0.75( 0.19) 0.26 47.6 101.40 1 142.05 11.41 2.875 0.75( 0.19) 0.25 47.9 100.30 1 145.06 12.49 2.723 0.75( 0.19) 0.25 52.1 102.30 1 149.74 14.51 2.489 0.75( 0.18) 0.24 59.3 103.50 1 151.50 15.38 2.404 0.75( 0.18) 0.24 62.3 103.70 1 154.39 17.25 2.243 0.75( 0.17) 0.23 68.22 645.00 1 156.15 18.72 2.136 0.75( 0.17) 0.22 72.8 105.5C 1 156.94 20.05 2.050 0.75( 0.16) 0.22 76.5 414.00 2 125.50 18.54 2.149 0.47( 0.22) 0.47 59.8 182.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER k A &_ I &__ A IL A ILA IL i k i [ l t i I i t i t i t i t i E i I i IL A ire. l a! ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULBAES❑ ❑ PAGE 250 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 227.89 8.94 3.327 0.59( 0.21) 0.35 66.1 106.30 2 231.54 9.36 3.237 0.59( 0.21) 0.35 69.2 101.60 3 235.69 9.84 3.142 0.59( 0.21) 0.35 72.8 103.90 4 247.84 11.33 2.888 0.59( 0.20) 0.35 84.1 101.40 5 248.39 11.41 2.875 0.59( 0.20) 0.35 84.7 100.30 6 254.82 12.49 2.723 0.58( 0.20) 0.35 92.4 102.30 7 265.30 14.51 2.489 0.58( 0.20) 0.34 106.1 103.50 8 269.37 15.38 2.404 0.58( 0.20) 0.34 111.9 103.70 9 276.92 17.25 2.243 0.57( 0.19) 0.34 123.9 645.00 10 281.43 18.54 2.149 0.57( 0.19) 0.33 132.0 182.00 11 280.83 18.72 2.136 0.57( 0.19) 0.33 132.6 105.50 12 276.01 20.05 2.050 0.57( 0.19) 0.33 136.3 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 281.43 Tc(MIN.) = 18.54 EFFECTIVE AREA(ACRES) = 132.04 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 148.29 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 107.00 = 2753.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1034.84 DOWNSTREAM(FEET) = 1034.40 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 87.0 INCH PIPE IS 67.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.20 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 281.43 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 18.99 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 108.00 = 2973.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE - 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.99 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.33 EFFECTIVE STREAM AREA(ACRES) = 132.04 TOTAL STREAM AREA(ACRES) = 146.29 PEAK FLOW RATE(CFS) AT CONFLUENCE 281.43 FLOW PROCESS FROM NODE 108.60 TO NODE 108.50 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL =SUBAREA =FLOW-LENGTH(FEET) _ = 90.00 = ELEVATION DATA: UPSTREAM(FEET) = 1051.40 DOWNSTREAM(FEET) = 1051.04 Tc = K*[(LENGTH** 3.00)/ (ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.548 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.431 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 261D COMMERCIAL B 0.09 0.75 0.10 56 5.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) = 0.35 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++*+++++++++++++ FLOW PROCESS FROM NODE 108.50 TO NODE 108.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1051.04 DOWNSTREAM ELEVATION(FEET) = 1049.28 STREET LENGTH(FEET) - 331.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.40 STREET FLOW TRAVEL TIME(MIN.) = 3.85 TC(MIN.) = 9.40 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.230 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.45 0.75, 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.28 EFFECTIVE AREA(ACRES) = 0.54 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 1.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.27 FLOW VELOCITY(FEET/SEC.) = 1.57 DEPTH*VELOCITY(FT*FT/SEC.) = 0.49 LONGEST FLOWPATH FROM NODE 108.60 TO NODE 108.10 = 421.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 108.10 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1042.95 DOWNSTREAM(FEET) = 1034.40 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 1.53 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.45 LONGEST FLOWPATH FROM NODE 108.60 TO NODE 108.00 = 461.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RESO 0 PAGE 270 --- ---- ----- --- --- ---- --- -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.45 RAINFALL INTENSITY(INCH/HR) = 3.22 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.54 TOTAL STREAM AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.53 FLOW PROCESS FROM NODE 108.40 TO NODE 108.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL 14ETHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.40 DOWNSTREAM(FEET) = 1051.04 Tc = K*[(LENGTH** 3.00)/(ELEVATION C4ANGE)]**0.20 I SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.548 [ % I * 25 YEAR. RAINFALL INTENSITY(INCH/HR) = 4.431 1111 L ` SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.14 0.75 0.10 56 5.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRESI = 0.14 PEAK FLOW RATE(CFS) = 0.55 FLOW PROCESS FROM NODE 108.30 TO NODE 108.20 IS CODE = 61 ---------------------------------------------------------------------------- >>>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>(STANDARD CURB SECTION USED)<<<<< --------------- ------ ----- --- -- UPSTREAM ELEVATION(FEET) = 1051.04 DOWNSTREAM ELEVATION(FEET) = 1049.28 STREET LENGTH(FEET) = 331.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 l INSIDE STREET CROSSFALL(DECIMAL) = 0.030 l OUTSIDE STREET CROSSFALL(DECII-7AL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TF.AVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.42 FRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.40 STREET FLOW TRAVEL TIME(MIN.) = 3.88 Tc(MIN.) = 9.43 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.224 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.32 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 0.91 EFFECTIVE AREA(ACRES) = 0.46 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 ❑ CREATEDATE 2/3/20051:38 PM❑ 0 FILENAME F25BULB.RESCI ❑ PAGE 280 TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 1.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.62 FLOW VELOCITY(FEET/SEC.) = 1.51 DEPTH*VELOCITY(FT*FT/SEC.) = 0.45 LONGEST FLOWPATH FROM NODE 108.40 TO NODE 108.20 = 421.00 FEET. ******************irk*+*++****++*+*+*i.+++****ir++**I***+ *i*****+++ FLOW PROCESS FROM NODE 108.20 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< --------------------------- --- --- --- - -- ----- ELEVATION DATA: UPSTREAM(FEET) = 1042.94 DOWNSTREAM(FEET) = 1034.40 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.30 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.46 LONGEST FLOWPATH FROM NODE 108.40 TO NODE 108.00 = 446.00 FEET. +****************************************+***+*************++******+.++*+*** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.46 RAINFALL INTENSITY(INCH/HR) = 3.22 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.46 TOTAL STREAM AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.30 ** CONFLUENCE DATA ** STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 227.89 9.41 3.227 0.59( 0.21) 0.35 66.1 106.30 1 231.54 9.83 3.144 0.59( 0.21) 0.35 69.2 101.60 1 235.69 10.31 3.056 0.59( 0.21) 0.35 72.8 103.90 1 247.84 11.78 2.820 0.59( 0.20) 0.35 84.1 101.40 1 248.39 11.87 2.808 0.59( 0.20) 0.35 84.7 100.30 1 254.82 12.95 2.665 0.58( 0.20) 0.35 92.4 102.30 1 265.30 14.97 2.443 0.58( 0.20) 0.34 106.1 103.50 1 269.37 15.84 2.362 0.58( 0.20) 0.34 111.9 103.70 1 276.92 17.70 2.209 0.57( 0.19) 0.34 123.9 645.00 1 281.43 18.99 2.118 0.57( 0.19) 0.33 132.0 182.00 1 280.83 19.17 2.106 0.57( 0.19) 0.33 132.6 105.50 1 276.01 20.50 2.023 0.57( 0.19) 0.33 136.3 414.00 2 1.53 9.45 3.219 0.75( 0.07) 0.10 0.5 108.60 3 1.30 9.46 3.217 0.75( 0.07) 0.10 0.5 108.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 230.73 9.41 3.227 0.59( 0.21) 0.35 67.1 106.30 2 231.05 9.45 3.219 0.59( 0.21) 0.35 67.4 108.60 3 231.12 9.46 3.217 0.59( 0.21) 0.35 67.5 108.40 I i L- I & J ILA L. J IL i I i I i I i 11 I i I i 11 I i 11 t! k. I j A & I ❑ CREATEDATE 2/3/2005 1:38 PMO 4 234.31 9.83 3.144 5 238.39 10.31 3.056 6 250.32 11.78 2.820 7 250.86 11.87 2.808 8 257.15 12.95 2.665 9 267.44 14.97 2.443 10 271.44 15.84 2.362 11 278.85 17.70 2.209 12 283.28 18.99 2.118 13 282.66 19.17 2.106 14 277.77 20.50 2.023 ❑ FILENAME F25BULB.RES❑ 0.59( 0.21) 0.35 70.2 0.59( 0.20) 0.35 73.8 0.59( 0.20) 0.35 85.1 0.59( 0.20) 0.35 85.7 0.58( 0.20) 0.34 93.4 0.58( 0.20) 0.34 107.1 0.58( 0.20) 0.34 112.9 0.57( 0.19) 0.33 124.9 0.57( 0.19) 0.33 133.0 0.57( 0.19) 0.33 133.6 0.57( 0.19) 0.33 137.3 ❑ PAGE 29❑ 101.60 103.90 101.40 100.30 102.30 103.50 103.70 645.00 182.00 105.50 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 283.28 Tc(MIN.) = 18.99 EFFECTIVE AREA(ACRES) = 133.04 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 149.29 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 108.00 = 2973.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE - 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1034.40 DOWNSTREAM(FEET) = 1033.84 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 87.0 INCH PIPE IS 67.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.21 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 283.28 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 19.56 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 109.00 = 3253.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.56 RAINFALL INTENSITY(INCH/HR) = 2.08 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.33 EFFECTIVE STREAM AREA(ACRES) = 133.04 TOTAL STREAM AREA(ACRES) = 149.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 283.28 +++*++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 109.20 TO NODE 109.10 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 265.00 ELEVATION DATA: UPSTREAM(FEET) = 1050.42 DOWNSTREAM(FEET) = 1048.92 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 �� SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.973 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.565 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.45 0.75 0.10 56 7.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 ❑ CREATEDATE 2/3/20051:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 300 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) = 1.41 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++*++++++++++++*++ FLOW PROCESS FROM NODE 109.10 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1048.87 DOWNSTREAM(FEET) = 1033.84 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.41 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.99 LONGEST FLOWPATH FROM NODE 109.20 TO NODE 109.00 = 286.00 FEET. FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.99 RAINFALL INTENSITY(INCH/HR) = 3.56 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.45 TOTAL STREAM AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 230.73 10.01 3.110 0.59( 0.21) 0.35 67.1 106.30 1 231.05 10.05 3.103 0.59( 0.21) 0.35 67.4 108.60 1 231.12 10.06 3.101 0.59( 0.21) 0.35 67.5 108.40 1 234.31 10.43 3.035 0.59( 0.21) 0.35 70.2 101.60 1 238.39 10.90 2.955 0.59( 0.20) 0.35 73.8 103.90 1 250.32 12.37 2.739 0.59( 0.20) 0.35 85.1 101.40 1 250.86 12.45 2.728 0.59( 0.20) 0.35 85.7 100.30 1 257.15 13.53 2.595 0.58( 0.20) 0.34 93.4 102.30 1 267.44 15.55 2.388 0.58( 0.20) 0.34 107.1 103.50 1 271.44 16.41 2.312 0.58( 0.20) 0.34 112.9 103.70 1 278.85 18.27 2.167 0.57( 0.19) 0.33 124.9 645.00 1 283.28 19.56 2.081 0.57( 0.19) 0.33 133.0 182.00 1 282.66 19.74 2.069 0.57( 0.19) 0.33 133.6 105.50 1 277.77 21.07 1.990 0.57( 0.19) 0.33 137.3 414.00 2 1.41 7.99 3.560 0.75( 0.07) 0.10 0.4 109.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 214.14 7.99 3.560 0.59( 0.20) 0.35 54.0 109.20 2 231.96 10.01 3.110 0.59( 0.20) 0.35 67.6 106.30 3 232.28 10.05 3.103 0.59( 0.20) 0.35 67.8 108.60 4 232.35 10.06 3.101 0.59( 0.20) 0.35 67.9 108.40 5 235.51 10.43 3.035 0.59( 0.20) 0.35 70.6 101.60 CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES11 E PAGE 31 �] 6 239.55 10.90 2.955 0.59( 0.20) 0.35 74.3 103.90 7 251.40 12.37 2.739 0.59( 0.20) 0.34 85.6 101.40 8 251.93 12.45 2.728 0.59( 0.20) 0.34 86.2 100.30 9 258.18 13.53 2.595 0.58( 0.20) 0.34 93.8 102.30 10 268.38 15.55 2.388 0.58( 0.20) 0.34 107.6 103.50 11 272.34 16.41 2.312 0.58( 0.19) 0.34 113.4 103.70 12 279.70 18.27 2.167 0.57( 0.19) 0.33 125.3 645.00 13 284.09 19.56 2.081 0.57( 0.19) 0.33 133.5 182.00 14 283.47 19.74 2.069 0.57( 0.19) 0.33 134.1 105.50 15 278.55 21.07 1.990 0.57( 0.19) 0.32 137.8 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 284.09 Tc(MIN.) = 19.56 EFFECTIVE AREA(ACRES) = 133.49 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 149.74 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 109.00 = 3253.00 FEET. FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- .>»> >COMPUTE FIFE -FLOW TRAVEL TIME THRU SUBAREA««< :.>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < --------------------- ELEVATION DATA: UPSTREAM(FEET) = 1033.84 DOWNSTREAM(FEET) = 1033.74 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 87.0 INCH PIPE IS 68.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.21 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPF-FLOW(CFS) = 284.09 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 19.66 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 110.00 = 3303.00 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 10 ---------------------------------------------------------------------------- > >>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< FLOW PROCESS FROM NODE 150.60 TO NODE 150.50 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -------------------- - - - -- INITIAL SUBAREA FLOW-LENGTH(FEET) - 166.00 -- ELEVATION DATA: UPSTREAM(FEET) = 1057.80 DOWNSTREAM(FEET) = 1055.92 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.365 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.739 I SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.23 0.75 0.50 56 7.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 0.70 FLOW PROCESS FROM NODE 150.50 TO NODE 150.20 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » >>>(STANDARD CURB SECTION USED) ««< CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ F1 PAGE 320 UPSTREAM ELEVATION(FEET) = 1055.92 DOWNSTREAM ELEVATION(FEET) = 1050.67 STREET LENGTH(FEET) = 477.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 36 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.42 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.41 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 3.31 TC(MIN.) = 10.67 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.993 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.80 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 4.36 EFFECTIVE AREA(ACRES) = 2.03 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) = 4.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.95 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 150.20 = 643.00 FEET. FLOW PROCESS FROM NODE 150.20 TO NODE 150.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1043.25 DOWNSTREAM(FEET) = 1042.19 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.91 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 10.90 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 150.00 = 728.00 FEET. FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------- --- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.90 RAINFALL INTENSITY(INCH/HR) = 2.95 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.03 TOTAL STREAM AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91 I &...1 lk - .i LA k- A k. l 11 i i I i 11 11 I! 11 I i I f I 1 & .i it i & I ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULBAES❑ ❑ PAGE 330 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 150.40 TO NODE 150.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 188.00 ELEVATION DATA: UPSTREAM(FEET) = 1057.80 DOWNSTREAM(FEET) = 1055.99 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) ]**0.20 .I SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.997 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.559 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.29 0.75 0.50 56 8.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) = 0.83 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 150.30 TO NODE 150.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STANDARD CURB SECTION USED) ««< ------------------------------- --- --- --- --- ---- --- -- -- -- --- UPSTREAM ELEVATION(FEET) = 1055.99 DOWNSTREAM ELEVATION(FEET) = 1050.80 STREET LENGTH(FEET) = 399.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 :35 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section (curb -to -curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) - 2.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 10.65 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.996 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.44 0.15 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 3.50 EFFECTIVE AREA(ACRES) = 1.73 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) = 4.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.73 FLOW VELOCITY(FEET/SEC.) = 2.80 DEPTH*VELOCITY(FT*FT/SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 150.40 TO NODE 150.10 = 587.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 150.10 TO NODE 150.00 IS CODE = 31 ❑ CREATEDATE 2/3/20051:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 340 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1044.47 DOWNSTREAM(FEET) = 1042.19 FLOW LENGTH(FEET) - 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 4.18 PIPE TRAVEL TIME(MIN.) - 0.17 Tc(MIN.) = 10.82 LONGEST FLOWPATH FROM NODE 150.40 TO NODE 150.00 = 667.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.82 RAINFALL INTENSITY(INCH/HR) = 2.97 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 1.73 TOTAL STREAM AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.18 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.91 10.90 2.955 0.75( 0.31) 0.41 2.0 150.60 2 4.18 10.82 2.968 0.75( 0.31) 0.42 1.7 150.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.07 10.82 2.968 0.75( 0.31) 0.41 3.7 150.40 2 9.06 10.90 2.955 0.75( 0.31) 0.41 3.8 150.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.07 Tc(MIN.) = 10.82 EFFECTIVE AREA(ACRES) = 3.74 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 3.76 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 150.00 = 728.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1042.19 DOWNSTREAM(FEET) = 1040.73 FLOW LENGTH(FEET) = 365.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.50 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.07 PIPE TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 12.17 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 151.00 = 1093.00 FEET. Ll CREATEDATE 2/3/2005 1:38 PMo ❑ FILENAME F25BULB.RES❑ ❑ PAGE 35❑ FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE 151.70 TO NODE 151.60 IS CODE = 21 ---------------------------------------------------------------------------- >» RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ,>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---- --- --- --- --- --- -- INITIAL SUBAREA FLOW-LENGTH(FEET) = 125.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.90 DOWNSTREAM(FEET) = 1052.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.136 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.171 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 5-7 DWELLINGS/ACRE" B 0.14 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.48 ,3 s ,s Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 56 6.14 0.75 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.48 FLOW PROCESS FROM NODE 151.60 TO NODE 151.50 IS CODE = 61 ---------------------------------------------------------------------------- » >>,COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ,>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1052.90 DOWNSTREAM ELEVATION(FEET) = 1050.14 STREET LENGTH(FEET) = 475.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 'f DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK (FEET) = 15.00 3 $ u INSIDE STREET CROSSFALL(DECIMAL) = 0.020 t OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RU14OFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 4.91 Tc(MIN.) = 11.04 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.932 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAPID USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "B-10 DWELLINGS/ACRE" B 0.84 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40' SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 1.99 EFFECTIVE AREA(ACRES) = 0.98 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 0.98 PEAK FLOW RATE(CFS) = 2.31 END OF SUBAREA STREET FLOW HYDRAULICS: ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ i I PAGE 36L] DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.86 FLOW VELOCITY(FEET/SEC.) = 1.78 DEPTH*VELOCITY(FT*FT/SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 151.70 TO NODE 151.50 = 600.00 FEET. FLOW PROCESS FROM NODE 151.50 TO NODE 151.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1050.14 DOWNSTREAM ELEVATION(FEET) = 1049.60 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 3S,3 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 2.84 TC(MIN.) = 13.86 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.556 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" B 1.27 0.75 0.50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.27 SUBAREA RUNOFF(CFS) = 2.49 EFFECTIVE AREA(ACRES) = 2.25 AREA -AVERAGED Fm(INCH/HR) = 0.35 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) = 4.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.67 FLOW VELOCITY(FEET/SEC.) = 1.30 DEPTH*VELOCITY(FT*FT/SEC.) = 0.49 LONGEST FLOWPATH FROM NODE 151.70 TO NODE 151.10 = 810.00 FEET. FLOW PROCESS FROM NODE 151.10 TO NODE 151.10 IS CODE = 1 ---------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.88 RAINFALL INTENSITY(INCH/HR) = 2.56 AREA -AVERAGED Fm(INCH/HR) = 0.35 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.46 EFFECTIVE STREAM AREA(ACRES) = 2.25 TOTAL STREAM AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.48 FLOW PROCESS FROM NODE 151.40 TO NODE 151.30 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 1 I ALA bkA &L -..A k/ L A t I I I t I I I a I a I t! i I IL 1 k I I A IE A &! ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 370 INITIAL SUBAREA FLOW-LENGTH(FEET) = 125.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.90 DOWNSTREAM(FEET) = 1053.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) ]**0.20 �� SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.199 , % * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.146 [� SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.14 0.75 0.50 56 6.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) - 0.48 FLOW PROCESS FROM NODE 151.30 TO NODE 151.20 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1053.00 DOWNSTREAM ELEVATION(FEET) = 1050.85 STREET LENGTH(FEET) = 355.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 '33,1 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 3.45 Tc(MIN.) = 9.65 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.179 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 118-10 DWELLINGS/ACRE" B 1.04 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 2.70 EFFECTIVE AREA(ACRES) = 1.18 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) = 3.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.09 FLOW VELOCITY(FEET/SEC.) = 1.93 DEPTH*VELOCITY(FT*FT/SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 151.40 TO NODE 151.20 = 480.00 FEET. FLOW PROCESS FROM NODE 151.20 TO NODE 151.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1050.85 DOWNSTREAM ELEVATION(FEET) = 1049.60 STREET LENGTH(FEET) = 345.00 CURB HEIGHT(INCHES) = 6.0 ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES0 0 PAGE 3811 STREET HALFWIDTH(FEET) = 20.00 (� DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 3 x INSIDE STREET CROSSFALL(DECIMAL) = 0.020 v OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 3.68 Tc(MIN.) = 13.33 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.619 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 2.50 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 5.22 EFFECTIVE AREA(ACRES) = 3.68 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 3.68 PEAK FLOW RATE(CFS) = 7.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.69 FLOW VELOCITY(FEET/SEC.) = 1.69 DEPTH*VELOCITY(FT*FT/SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 151.40 TO NODE 151.10 = 825.00 FEET. RAINFALL FLOW PROCESS FROM NODE 151.10 TO NODE 151.10 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< CONFLUENCE FORMULA USED »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 ** CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: STREAM TIME OF CONCENTRATION(MIN.) = 13.33 Intensity Fp(Fm) Ap Ae RAINFALL INTENSITY(INCH/HR) = 2.62 NUMBER AREA -AVERAGED Fm(INCH/HR) = 0.30 (INCH/HR) (INCH/HR) (ACRES) AREA -AVERAGED Fp(INCH/HR) = 0.75 1 AREA -AVERAGED Ap = 0.40 2.619 0.75( 0.32) 0.43 5.8 EFFECTIVE STREAM AREA(ACRES) = 3.68 2 TOTAL STREAM AREA(ACRES) - 3.68 2.556 0.75( 0.32) 0.43 5.9 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.67 COMPUTED ** CONFLUENCE DATA ** ARE AS FOLLOWS: STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.48 13.88 2.556 0.75( 0.35) 0.46 2.2 151.70 2 7.67 13.33 2.619 0.75( 0.30) 0.40 3.7 151.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.09 13.33 2.619 0.75( 0.32) 0.43 5.8 151.40 2 11.94 13.88 2.556 0.75( 0.32) 0.43 5.9 151.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Ll CREATEDATE 2/3/2005 1:38 PMD 0 FILENAME F25BULB.RESO 0 PAGE 390 PEAK FLOW RATE(CFS) = 12.09 Tc(MIN.) = 13.33 EFFECTIVE AREA(ACRES) = 5.84 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 5.93 LONGEST FLOWPATH FROM NODE 151.40 TO NODE 151.10 = 825.00 FEET. FLOW PROCESS FROM NODE 151.10 TO NODE 151.00 IS CODE = 31 »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< :.>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1041.40 DOWNSTREAM(FEET) = 1040.73 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.09 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 13.38 LONGEST FLOWPATH FROM NODE 151.40 TO NODE 151.00 = 855.00 FEET. FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 11 ---------------------------------------------------------------------------- ..,>>CONFLTJE14CE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< * MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.09 13.38 2.613 0.75( 0.32) 0.43 5.8 151.40 11.94 13.93 2.550 0.75( 0.32) 0.43 5.9 151.70 LONGEST FLOWPATH FROM NODE 151.40 TO I40DE 151.00 = 855.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.07 12.17 2.766 0.75( 0.31) 0.41 3.7 150.40 9.06 12.25 2.754 0.75( 0.31) 0.41 3.8 150.60 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 151.00 = 1093.00 FEET. - PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (i•1IN. ) (INCH/HR) 1 20.81 12.17 2.766 20.82 12.25 2.754 3 20.63 13.38 2.613 4 20.25 13.93 2.550 TOTAL AREA(ACRES) = 9.69 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.75( 0.31) 0.42 9.1 150.40 0.75( 0.31) 0.42 9.1 150.60 0.75( 0.31) 0.42 9.6 151.40 0.75( 0.32) 0.42 9.7 151.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.82 Tc(MIN.) = 12.255 EFFECTIVE AREA(ACRES) = 9.11 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 9.69 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 151.00 = 1093.00 FEET. FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 12 --------------------------------------------------------------------- »>:>CLEAR MEMORY BANK # 3 ««< FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 0 CREATEDATE 2/3/2005 1:38 PMD 0 FILENAME F25BULB.RESLI 0 PAGE 400 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1040.73 DOWNSTREAM(FEET) = 1039.45 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.62 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.82 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 13.20 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 152.00 = 1413.00 FEET. *++++++++++++**++++++++++++*+++++***++****************++****+**+ FLOW PROCESS FROM NODE 152.00 TO NODE 152.00 IS CODE = 1 ---------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.20 RAINFALL INTENSITY(INCH/HR) = 2.63 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 9.11 TOTAL STREAM AREA(ACRES) = 9.69 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 20.82 FLOW PROCESS FROM NODE 152.40 TO NODE 152.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 144.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.40 DOWNSTREAM(FEET) = 105'_.27 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.596 q0 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.994 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECI:•fAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.19 0.75 0.50 56 6.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) = 0.62 FLOW PROCESS FROM NODE 152.30 TO NODE 152.20 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STANDARD CURB SECTION USED) ««< ------------------------------ - UPSTREAM ELEVATION(FEET) = 1052.27 DOWNSTREAM ELEVATION(FEET) = 1049.11 STREET LENGTH(FEET) = 485.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 O DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.80 t o 1L._A 'L-A L-A &-"A L- 1' t i t J t i 1 i [ 1 E 1 t! t 1 1 1 [ i L_ A & A t_ 1 ❑ CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 41 ❑ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 0.70 STREET FLOW TRAVEL TIME(MIN.) = 4.12 Tc(MIN.) = 10.72 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.986 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.78 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 4.30 EFFECTIVE AREA(ACRES) = 1.97 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) = 4.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.25 FLOW VELOCITY(FEET/SEC.) = 2.21 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 152.40 TO NODE 152.20 = 629.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++*+++++++++++++++++++++++++ FLOW PROCESS FROM NODE 152.20 TO NODE 152.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1040.62 DOWNSTREAM(FEET) = 1039.45 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.86 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.75 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 10.78 LONGEST FLOWPATH FROM NODE 152.40 TO NODE 152.00 = 662.00 FEET. FLOW PROCESS FROM NODE 152.00 TO NODE 152.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ------------------- ------ - -- -- - -- - - TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.78 RAINFALL INTENSITY(INCH/HR) = 2.98 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.97 TOTAL STREAM AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.75 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 152.60 TO NODE 152.50 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) 30.00 ELEVATION DATA: UPSTREAM(FEET) = 1050.35 DOWNSTREAM(FEET) = 1050.05 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 39.1 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 5.000 ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 420 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.717 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.05 0.75 0.10 56 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.05 PEAK FLOW RATE(CFS) = 0.21 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 152.20 TO NODE 152.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) - 1050.05 DOWNSTREAM ELEVATION(FEET) = 1049.11 STREET LENGTH(FEET) - 101.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 3 9 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.79 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.36 STREET FLOW TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 6.04 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 4.211 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.19 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.71 EFFECTIVE AREA(ACRES) = 0.24 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 0.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.25 RALFSTREET FLOOD WIDTH(FEET) = 6.31 FLOW VELOCITY(FEET/SEC.) = 1.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.44 LONGEST FLOWPATH FROM NODE 152.60 TO NODE 152.10 = 131.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++*+++++* FLOW PROCESS FROM NODE 152.10 TO NODE 152.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------- - - ELEVATION =DATA: UPSTREAM(FEET) = 1042.78 DOWNSTREAM(FEET) = 1039.45 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.89 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.08 LONGEST FLOWPATH FROM NODE 152.60 TO NODE 152.00 = 151.00 FEET. N CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RESO 0 PAGE 430 FLOW PROCESS FROM NODE 152.00 TO NODE 152.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.08 RAINFALL INTENSITY(INCH/HR) = 4.20 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.24 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.89 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) 140DE 1 20.81 13.12 2.644 0.75( 0.31) 0.42 9.1 150.40 1 20.82 13.20 2.634 0.75( 0.31) 0.42 9.1 150.60 1 20.63 14.33 2.507 0.75( 0.31) 0.42 9.6 151.40 1 20.25 14.88 2.451 0.75( 0.32) 0.42 9.7 151.70 4.75 10.78 2.975 0.75( 0.31) 0.41 2.0 152.40 3 0.89 6.08 4.196 0.75( 0.07) 0.10 0.2 152.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO �Oi]FLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.85 6.08 4.196 0.75( 0.30) 0.40 5.5 152.60 24.90 10.78 2.975 0.75( 0.31) 0.41 9.6 152.40 3 25.52 13.12 2.644 0.75( 0.31) 0.41 11.3 150.40 4 25.52 13.20 2.634 0.75( 0.31) 0.41 11.3 150.60 25.08 14.33 2.507 0.75( 0.31) 0.41 11.8 151.40 6 24.58 14.88 2.451 0.75( 0.31) 0.41 11.9 151.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.52 Tc(MIN.) = 13.12 EFFECTIVE AREA(ACRES) = 11.27 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 11.90 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 152.00 = 1413.00 FEET. FLOW PROCESS FROM NODE 152.00 TO NODE 119.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------- --------- ELEVATION DATA: UPSTREAM(FEET) = 1039.45 DOWNSTREAM (FEET) = 1039.22 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.65 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.52 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 13.31 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 119.00 = 1478.00 FEET. FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 10 -------- -------------- ------------------------------------------------------ >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< u CREATEDATE 2/3/2005 1:38 PM❑ 0 FILENAME F25BULB.RESO 0 PAGE 44 #****+**********#********************#*****#*********#*******#*****+*+*****# FLOW PROCESS FROM NODE 118.60 TO NODE 118.50 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------- - INITIAL SUBAREA FLOW-LENGTH(FEET) 58.00 ELEVATION DATA: UPSTREAM(FEET) = 1050.20 DOWNSTREAM(FEET) = 1049.97 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 5 O I * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.717 ` SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.05 0.75 0.10 56 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.05 PEAK FLOW RATE(CFS) = 0.21 FLOW PROCESS FROM NODE 118.50 TO NODE 118.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< «< »»>(STANDARD CURB SECTION USED)<<<<< ------------------------------------------------------- -- UPSTREAM ELEVATION(FEET) = 1049.97 DOWNSTREAM ELEVATION(FEET) = 1049.15 STREET LENGTH(FEET) = 101.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 S O INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.34 STREET FLOW TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 6.11 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.184 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.19 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.70 EFFECTIVE AREA(ACRES) = 0.24 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 0.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.45 FLOW VELOCITY(FEET/SEC.) = 1.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.42 LONGEST FLOWPATH FROM NODE 118.60 TO NODE 118.10 = 159.00 FEET. *******************************************#*************+**************+*** FLOW PROCESS FROM NODE 118.10 TO NODE 118.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < t t & I & A L-A IL_ ! & A t l I I 11 I f 11 11 I I I I I i 11 l I a I t I ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 45❑ »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1041.32 DOWNSTREAM (FEET) = 1041.10 FLOW LENGTH(FEET) = 26.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.89 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 6.24 LONGEST FLOWPATH FROM NODE 118.60 TO NODE 118.00 = 185.00 FEET. FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.24 RAINFALL INTENSITY(INCH/HR) = 4.13 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.24 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.89 FLOW PROCESS FROM NODE 118.30 TO NODE 118.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 165.00 ELEVATION DATA: UPSTREAM(FEET) = 1451.79 DOWNSTREAM (FEET) = 1448.84 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.241 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.585 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.26 0.75 0.10 56 5.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 1.06 FLOW PROCESS FROM NODE 118.20 TO NODE 118.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1043.82 DOWNSTREAM (FEET) = 1041.10 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.73 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.06 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.31 LONGEST FLOWPATH FROM NODE 118.30 TO NODE 118.00 = 198.00 FEET. FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 1 ❑ CREATEDATE 2/3/20051:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 460 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.31 RAINFALL INTENSITY(INCH/HR) = 4.55 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.26 TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.06 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 0.89 6.24 4.130 0.75( 0.07) 0.10 0.2 118.60 2 1.06 5.31 4.548 0.75( 0.07) 0.10 0.3 118.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.89 5.31 4.548 0.75( 0.07) 0.10 0.5 118.30 2 1.84 6.24 4.130 0.75( 0.07) 0.10 0.5 118.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.89 Tc(MIN.) = 5.31 EFFECTIVE AREA(ACRES) = 0.46 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.50 LONGEST FLOWPATH FROM NODE 118.30 TO NODE 118.00 = 198.00 FEET. FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1041.10 DOWNSTREAM(FEET) = 1039.22 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.89 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 5.87 LONGEST FLOWPATH FROM NODE 118.30 TO NODE 119.00 = 353.00 FEET. FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.89 5.87 4.285 0.75( 0.07) 0.10 0.5 118.30 2 1.84 6.80 3.922 0.75( 0.07) 0.10 0.5 118.60 LONGEST FLOWPATH FROM NODE 118.30 TO NODE 119.00 = 353.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA -- CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 470 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.85 6.28 4.114 0.75( 0.30) 0.40 5.5 152.60 24.90 10.97 2.944 0.75( 0.31) 0.41 9.6 152.40 3 25.52 13.31 2.621 0.75( 0.31) 0.41 11.3 150.40 4 25.52 13.39 2.611 0.75( 0.31) 0.41 11.3 150.60 5 25.08 14.52 2.487 0.75( 0.31) 0.41 11.8 151.40 6 24.58 15.08 2.432 0.75( 0.31) 0.41 11.9 151.70 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 119.00 = 1478.00 FEET. +* PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CES) (MIN.) (INCH/HR) 1 22.25 5.87 4.285 22.72 6.28 4.114 3 23.15 6.80 3.922 4 26.28 10.97 2.944 5 26.75 13.31 2.621 6 26.74 13.39 2.611 7 26.24 14.52 2.487 8 25.71 15.08 2.432 TOTAL AREA(ACRES) = 12.40 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.75( 0.28) 0.38 5.6 118.30 0.75( 0.28) 0.38 6.0 152.60 0.75( 0.29) 0.38 6.5 118.60 0.75( 0.30) 0.40 10.1 152.40 0.75( 0.30) 0.40 11.8 150.40 0.75( 0.30) 0.40 11.8 150.60 0.75( 0.30) 0.40 12.3 151.40 0.75( 0.30) 0.40 12.4 151.70 COMPUTED CONFLUENCE ESTIhIATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.75 Tc(MIN.) = 13.312 EFFECTIVE AREA(ACRES) = 11.77 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 12.40 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 119.00 = 1478.00 FEET. FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 12 ---------------------------------------------------------------------------- >CLEAR MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE 119.00 TO NODE 117.00 IS CODE = 31 =>>»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING COMPUTER. -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ------------------ ------------------- ------------------- ELEVATION DATA: UPSTREAM(FEET) = 1039.22 DOWNSTREAM(FEET) = 1038.13 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.97 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.75 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 14.08 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 117.00 = 1753.00 FEET. FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 1 ---------------------------------------------------------------- ,>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.08 RAINFALL INTENSITY(INCH/HR) = 2.53 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 11.77 TOTAL STREAM AREA(ACRES) = 12.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.75 F] CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 48❑ FLOW PROCESS FROM NODE 117.30 TO NODE 117.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -------- -- INITIAL SUBAREA FLOW-LENGTH(FEET) = 255.00 ELEVATION DATA: UPSTREAM(FEET) = 1050.42 DOWNSTREAM(FEET) = 1048.54 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.447 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.714 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL B 0.45 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.47 33 Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 56 7.45 0.75 TOTAL AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) = 1.47 ++++++xxxxx+++++xxxxrxx++++++xxx+++++++++x++x++++++++++++++x++++ FLOW PROCESS FROM NODE 117.20 TO NODE 117.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< «< ELEVATION DATA: UPSTREAM(FEET) = 1039.92 DOWNSTREAM(FEET) = 1038.13 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.34 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.47 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.52 LONGEST FLOWPATH FROM NODE 117.30 TO NODE 117.00 = 288.00 FEET. FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 1 ---------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.52 RAINFALL INTENSITY(INCH/HR) = 3.69 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.45 TOTAL STREAM AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.47 +++++x++xx++x++xxx+++xx+xxx++xx+x+xx+++x+xx+++++++r+++xxxxrrx+++++++++++++x+ FLOW PROCESS FROM NODE 117.60 TO NODE 117.10 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00 ELEVATION DATA: UPSTREAM(FEET) = 1050.42 DOWNSTREAM(FEET) = 1048.75 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 �7` SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.353 3 ✓ .2 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.742 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc t I IA &A ILA IL .A lk I 11 I I a I I I ! I I I I I I I I I I I & A & 1 It A ❑ CREATEDATE 2/3/2005 1:38 PMD ❑ FILENAME F25BULB.RES❑ ❑ PAGE 490 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.51 0.75 0.10 56 7.35 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.68 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 1.68 FLOW PROCESS FROM NODE 117.10 TO NODE 117.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1042.92 DOWNSTREAM (FEET) = 1038.13 FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.43 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.68 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.38 LONGEST FLOWPATH FROM NODE 117.60 TO NODE 117.00 = 262.00 FEET. FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.38 RAINFALL INTENSITY(INCH/HR) = 3.73 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.51 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.68 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 22.25 6.68 3.965 0.75( 0.28) 0.38 5.6 118.30 1 22.72 7.09 3.826 0.75( 0.28) 0.38 6.0 152.60 1 23.15 7.61 3.667 0.75( 0.29) 0.38 6.5 118.60 1 26.28 11.74 2.826 0.75( 0.30) 0.40 10.1 152.40 1 26.75 14.08 2.534 0.75( 0.30) 0.40 11.8 150.40 1 26.74 14.16 2.525 0.75( 0.30) 0.40 11.8 150.60 1 26.24 15.30 2.411 0.75( 0.30) 0.40 12.3 151.40 1 25.71 15.85 2.360 0.75( 0.30) 0.40 12.4 151.70 2 1.47 7.52 3.692 0.75( 0.07) 0.10 0.4 117.30 3 1.68 7.38 3.733 0.75( 0.07) 0.10 0.5 117.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.28 6.68 3.965 0.75( 0.26) 0.34 6.5 118.30 2 25.82 7.09 3.826 0.75( 0.26) 0.34 6.9 152.60 3 26.11 7.38 3.733 0.75( 0.26) 0.34 7.2 117.60 4 26.22 7.52 3.692 0.75( 0.26) 0.34 7.4 117.30 5 26.26 7.61 3.667 0.75( 0.26) 0.35 7.5 118.60 6 28.66 11.74 2.826 0.75( 0.28) 0.37 11.1 152.40 7 28.88 14.08 2.534 0.75( 0.28) 0.38 12.7 150.40 ❑ CREATEDATE 2/3/20051:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 500 8 28.86 14.16 2.525 0.75( 0.28) 0.38 12.8 150.60 9 28.26 15.30 2.411 0.75( 0.28) 0.38 13.3 151.40 10 27.70 15.85 2.360 0.75( 0.28) 0.38 13.4 151.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.88 Tc(MIN.) = 14.08 EFFECTIVE AREA(ACRES) = 12.73 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 13.36 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 117.00 = 1753.00 FEET. FLOW PROCESS FROM NODE 117.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1038.13 DOWNSTREAM(FEET) = 1033.74 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.45 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.88 PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 15.01 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 110.00 = 2223.00 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.28 7.65 3.655 0.75( 0.26) 0.34 6.5 118.30 2 25.82 8.06 3.543 0.75( 0.26) 0.34 6.9 152.60 3 26.11 8.35 3.468 0.75( 0.26) 0.34 7.2 117.60 4 26.22 8.49 3.433 0.75( 0.26) 0.34 7.4 117.30 5 26.26 8.57 3.413 0.75( 0.26) 0.35 7.5 118.60 6 28.66 12.67 2.700 0.75( 0.28) 0.37 11.1 152.40 7 28.88 15.01 2.439 0.75( 0.28) 0.38 12.7 150.40 8 28.86 15.09 2.431 0.75( 0.28) 0.38 12.8 150.60 9 28.26 16.26 2.325 0.75( 0.28) 0.38 13.3 151.40 10 27.70 16.81 2.278 0.75( 0.28) 0.38 13.4 151.70 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 110.00 = 2223.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 214.14 8.10 3.531 0.59( 0.20) 0.35 54.0 109.20 2 231.96 10.12 3.090 0.59( 0.20) 0.35 67.6 106.30 3 232.28 10.16 3.083 0.59( 0.20) 0.35 67.8 108.60 4 232.35 10.16 3.082 0.59( 0.20) 0.35 67.9 108.40 5 235.51 10.53 3.016 0.59( 0.20) 0.35 70.6 101.60 6 239.55 11.01 2.937 0.59( 0.20) 0.35 74.3 103.90 7 251.40 12.47 2.725 0.59( 0.20) 0.34 85.6 101.40 8 251.93 12.56 2.715 0.59( 0.20) 0.34 86.2 100.30 9 258.18 13.64 2.583 0.58( 0.20) 0.34 93.8 102.30 10 268.38 15.65 2.378 0.58( 0.20) 0.34 107.6 103.50 11 272.34 16.51 2.303 0.58( 0.19) 0.34 113.4 103.70 12 279.70 18.37 2.160 0.57( 0.19) 0.33 125.3 645.00 13 284.09 19.66 2.074 0.57( 0.19) 0.33 133.5 182.00 14 283.47 19.84 2.063 0.57( 0.19) 0.33 134.1 105.50 15 278.55 21.17 1.984 0.57( 0.19) 0.32 137.8 414.00 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 110.00 = 3303.00 FEET. 0 CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES11 ❑ PAGE 51 ❑ * PEAK FLOW RATE TABLE ** STREA14 Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 234.99 7.65 3.655 0.61( 0.21) 0.35 57.5 118.30 ^_39.52 8.06 3.543 0.61( 0.21) 0.35 60.7 152.60 3 240.01 8.10 3.531 0.61( 0.21) 0.35 61.0 109.20 4 242.44 8.35 3.468 0.61( 0.21) 0.35 62.9 117.60 5 243.77 8.49 3.433 0.61( 0.21) 0.35 64.0 117.30 244.57 8.57 3.413 0.61( 0.21) 0.35 64.7 118.60 7 259.13 10.12 3.090 0.61( 0.21) 0.35 76.4 106.30 8 259.47 10.16 3.083 0.61( 0.21) 0.35 76.7 108.60 9 259.55 10.16 3.082 0.61( 0.21) 0.35 76.8 108.40 10 262.92 10.53 3.016 0.61( 0.21) 0.35 79.8 101.60 11 267.24 11.01 2.937 0.61( 0.21) 0.35 83.9 103.90 12 279.95 12.47 2.725 0.61( 0.21) 0.35 96.5 101.40 =3 280.53 12.56 2.715 0.61( 0.21) 0.35 97.2 100.30 14 281.25 12.67 2.700 0.61( 0.21) 0.35 98.1 152.40 15 286.93 13.64 2.583 0.60( 0.21) 0.35 105.6 102.30 16 293.99 15.01 2.439 0.60( 0.21) 0.34 115.9 150.40 17 294.39 15.09 2.431 0.60( 0.21) 0.34 116.5 150.60 18 296.95 15.65 2.378 0.60( 0.21) 0.34 120.6 103.50 19 299.44 16.26 2.325 0.60( 0.20) 0.34 124.9 151.40 20 300.35 16.51 2.303 0.60( 0.20) 0.34 126.7 103.70 ....1 301.24 16.61 2.278 0.60( 0.20) 0.34 128.7 151.70 22 305.76 18.37 2.160 0.59( 0.20) 0.34 138.7 645.00 23 308.96 19.66 2.074 0.59( 0.20) 0.34 146.9 182.00 24 308.18 19.84 2.063 0.59( 0.20) 0.34 147.4 105.50 302.16 21.17 1.984 0.59( 0.19) 0.33 151.1 414.00 TOTAL AREA(ACRES) = 163.10 -0MPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAT" FLOW RATE(CFS) = 308.96 Tc(MIN.) = 19.658 EFFECTIVE AREA(ACRES) = 146.85 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.59 AREA -AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 163.10 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 110.00 = 3303.00 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 12 ---------------------------------------------------------------------------- »-:CLEAR MEMORY BANK # 2 <<<<< --------------- FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 31 ---------------------------------------------------------------------------- »>»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------- -- -------- ELEVATION DATA: UPSTREAM(FEET) = 1033.74 DOWNSTREAM(FEET) = 1033.55 FLOW LENGTH(FEET) = 97.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 90.0 INCH PIPE IS 70.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.31 ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 308.96 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 19.85 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 111.00 = 3400.00 FEET. FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 ---------------------------------------------------------------------------- >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.85 RAINFALL INTENSITY(INCH/HR) = 2.06 ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ 0 PAGE 52❑ AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.59 AREA -AVERAGED Ap = 0.34 EFFECTIVE STREAM AREA(ACRES) = 146.85 TOTAL STREAM AREA(ACRES) = 163.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 308.96 ++++++*+**+***++++*++*+****++*++++***++****+***********+*+*rr+***+********+* FLOW PROCESS FROM NODE 111.30 TO NODE 111.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 153.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.90 DOWNSTREAM(FEET) = 1050.33 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.271 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.768 `� I SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.? RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.26 0.75 0.50 56 7. 7 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 0.79 FLOW PROCESS FROM NODE 111.20 TO NODE 111.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) «« < --------------------------------------------- - UPSTREAM ELEVATION(FEET) = 1050.33 DOWNSTREAM ELEVATION(FEET) = 1046.79 STREET LENGTH(FEET) = 322.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 I� INSIDE STREET CROSSFALL(DECIMAL) = 0.020 l OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 9.67 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.175 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 0.98 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.98 SUBAREA RUNOFF(CFS) _ 2.54 EFFECTIVE AREA(ACRES) = 1.24 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) = 3.19 END OF SUBAREA STREET FLOW HYDRAULICS: ❑ CREATEDATE 2/3/2005 1:38 PMD ❑ FILENAME F25BULB.RES❑ ❑ PAGE 5311 DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.86 FLOW VELOCITY(FEET/SEC.) = 2.46 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 111.30 TO NODE 111.10 = 475.00 FEET. FLOW PROCESS FROM NODE 111.10 TO NODE 111.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1041.87 DOWNSTREAM (FEET) = 1033.55 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.19 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 9.69 LONGEST FLOWPATH FROM NODE 111.30 TO NODE 111.00 - 493.00 FEET. FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.69 RAINFALL INTENSITY(INCH/HR) = 3.17 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 1.24 TOTAL STREAM AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.19 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 234.99 7.86 3.596 0.61( 0.21) 0.35 57.5 118.30 1 239.52 8.26 3.489 0.61( 0.21) 0.35 60.7 152.60 1 240.01 8.31 3.477 0.61( 0.21) 0.35 61.0 109.20 1 242.44 8.56 3.417 0.61( 0.21) 0.35 62.9 117.60 1 243.77 8.69 3.385 0.61( 0.21) 0.35 64.0 117.30 1 244.57 8.78 3.365 0.61( 0.21) 0.35 64.7 118.60 1 259.13 10.32 3.053 0.61( 0.21) 0.35 76.4 106.30 1 259.47 10.36 3.047 0.61( 0.21) 0.35 76.7 108.60 1 259.55 10.37 3.045 0.61( 0.21) 0.35 76.8 108.40 1 262.92 10.74 2.982 0.61( 0.21) 0.35 79.8 101.60 1 267.24 11.21 2.905 0.61( 0.21) 0.35 83.9 103.90 1 279.95 12.67 2.700 0.61( 0.21) 0.35 96.5 101.40 1 280.53 12.75 2.689 0.61( 0.21) 0.35 97.2 100.30 1 281.25 12.87 2.675 0.61( 0.21) 0.35 98.1 152.40 1 286.93 13.84 2.561 0.60( 0.21) 0.35 105.6 102.30 1 293.99 15.21 2.420 0.60( 0.21) 0.34 115.9 150.40 1 294.39 15.29 2.412 0.60( 0.21) 0.34 116.5 150.60 1 296.95 15.85 2.361 0.60( 0.21) 0.34 120.6 103.50 1 299.44 16.45 2.308 0.60( 0.20) 0.34 124.9 151.40 1 300.35 16.70 2.287 0.60( 0.20) 0.34 126.7 103.70 1 301.24 17.01 2.263 0.60( 0.20) 0.34 128.7 151.70 1 305.76 18.57 2.147 0.59( 0.20) 0.34 138.7 645.00 1 308.96 19.85 2.062 0.59( 0.20) 0.34 146.9 182.00 1 308.18 20.04 2.051 0.59( 0.20) 0.34 147.4 105.50 1 302.16 21.37 1.973 0.59( 0.19) 0.33 151.1 414.00 2 3.19 9.69 3.172 0.75( 0.31) 0.42 1.2 111.30 ❑ CREATEDATE 2/3/20051:38 PMD ❑ FILENAME F25BULB.RES❑ ❑ PAGE 5411 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 237.96 7.86 3.596 0.61( 0.21) 0.35 58.5 118.30 2 242.54 8.26 3.489 0.61( 0.21) 0.35 61.7 152.60 3 243.04 8.31 3.477 0.61( 0.21) 0.35 62.1 109.20 4 245.50 8.56 3.417 0.61( 0.21) 0.35 64.0 117.60 5 246.85 8.69 3.385 0.61( 0.21) 0.35 65.1 117.30 6 247.66 8.78 3.365 0.61( 0.21) 0.35 65.8 118.60 7 256.33 9.69 3.172 0.61( 0.21) 0.35 72.8 111.30 8 262.18 10.32 3.053 0.61( 0.21) 0.35 77.6 106.30 9 262.52 10.36 3.047 0.61( 0.21) 0.35 78.0 108.60 10 262.60 10.37 3.045 0.61( 0.21) 0.35 78.0 108.40 11 265.90 10.74 2.982 0.61( 0.21) 0.35 81.1 101.60 12 270.14 11.21 2.905 0.61( 0.21) 0.35 85.2 103.90 13 282.61 12.67 2.700 0.61( 0.21) 0.35 97.8 101.40 14 283.18 12.75 2.689 0.61( 0.21) 0.35 98.4 100.30 15 283.89 12.87 2.675 0.61( 0.21) 0.35 99.3 152.40 16 289.44 13.84 2.561 0.61( 0.21) 0.35 106.8 102.30 17 296.34 15.21 2.420 0.60( 0.21) 0.34 117.1 150.40 18 296.74 15.29 2.412 0.60( 0.21) 0.34 117.7 150.60 19 299.24 15.85 2.361 0.60( 0.21) 0.34 121.8 103.50 20 301.67 16.45 2.308 0.60( 0.21) 0.34 126.2 151.40 21 302.55 16.70 2.287 0.60( 0.21) 0.34 127.9 103.70 22 303.42 17.01 2.263 0.60( 0.20) 0.34 129.9 151.70 23 307.80 18.57 2.147 0.59( 0.20) 0.34 139.9 645.00 24 310.91 19.85 2.062 0.59( 0.20) 0.34 148.1 182.00 25 310.11 20.04 2.051 0.59( 0.20) 0.34 148.7 105.50 26 304.01 21.37 1.973 0.59( 0.20) 0.33 152.4 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 310.91 Tc(MIN.) = 19.85 EFFECTIVE AREA(ACRES) = 148.09 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.59 AREA -AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 164.34 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 111.00 = 3400.00 FEET. FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< -------- ---- -- - - -- ELEVATION DATA: UPSTREAM(FEET) = 1033.55 DOWNSTREAM(FEET) = 1032.81 FLOW LENGTH(FEET) = 375.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 90.0 INCH PIPE IS 70.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.34 ESTIMATED PIPE DIAMETER(INCH) - 90.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 310.91 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 20.60 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 112.00 = 3775.00 FEET. FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.60 RAINFALL INTENSITY(INCH/HR) 2.02 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.59 AREA -AVERAGED Ap = 0.34 1-1 CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES11 ❑ PAGE 55C EFFECTIVE STREAM AREA(ACRES) = 148.09 TOTAL STREAM AREA(ACRES) = 164.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 310.91 FLOW PROCESS FROM NODE 112.40 TO NODE 112.30 IS CODE = 21 ---------------------------------------------------------------------------- >>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIRE -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 134.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 104R.99 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.391 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.071 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.17 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.57 (5.) Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 56 6.39 0.75 TOTAL AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) _ 0.57 FLOW PROCESS FROM NODE 112.30 TO NODE 112.10 IS CODE = 61 ---------------------------------------------------------------------------- >>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>(STANDARD CURB SECTION USED)<<<<< -------------------------------------------------=--------- UPSTREAM ELEVATION(FEET) = 1048.99 DOWNSTREAM ELEVATION(FEET) = 1046.40 STREET LENGTH(FEET) = 418.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 I S INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Sect ion(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.44 STREAM AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91 To PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 Fp(Fm) STREET FLOW TRAVEL TIME(MIN.) = 3.65 TC(MTN.) = 10.04 Ae * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.105 NUMBER SUBAREA LOSS RATE DATA(AMC II): (MIN.) DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 237.96 "8-10 DWELLINGS/ACRE" B 1.69 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 0.21) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 58.5 SUBAREA AREA(ACRES) = 1.69 SUBAREA RUNOFF(CFS) = 4.27 1 EFFECTIVE AREA(ACRES) = 1.86 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 0.61( TOTAL AREA(ACRES) = 1.86 PEAK FLOW RATE(CFS) = 4.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEFTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.33 FLOW VELOCITY(FEET/SEC.) = 2.16 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 112.40 TO NODE 112.10 = 552.00 FEET. ❑ CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ a PAGE 56u +*************************************************+i.+++**************x****** FLOW PROCESS FROM NODE 112.10 TO NODE ii2.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1040.32 DOWNSTREAM(FEET) = 1032.81 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.68 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.06 LONGEST FLOWPATH FROM NODE 112.40 TO NODE 112.00 = 580.00 FEET. x+****************************************+**********+****+*+****x+*++xxx*x+ FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.06 RAINFALL INTENSITY(INCH/HR) = 3.10 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.86 TOTAL STREAM AREA(ACRES) = 1.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.68 ** CONFLUENCE DATA ** STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 237.96 8.66 3.392 0.61( 0.21) 0.35 58.5 118.30 1 242.54 9.07 3.300 0.61( 0.21) 0.35 61.7 152.60 1 243.04 9.11 3.290 0.61( 0.21) 0.35 62.1 109.20 1 245.50 9.35 3.241 0.61( 0.21) 0.35 64.0 117.60 1 246.85 9.48 3.213 0.61( 0.21) 0.35 65.1 117.30 1 247.66 9.56 3.196 0.61( 0.21) 0.35 65.8 118.60 1 256.33 10.47 3.027 0.61( 0.21) 0.35 72.8 111.30 1 262.18 11.11 2.922 0.61( 0.21) 0.35 77.6 106.30 1 262.52 11.14 2.916 0.61( 0.21) 0.35 78.0 108.60 1 262.60 11.15 2.915 0.61( 0.21) 0.35 78.0 108.40 1 265.90 11.52 2.858 0.61( 0.21) 0.35 81.1 101.60 1 270.14 11.98 2.792 0.61( 0.21) 0.35 85.2 103.90 1 282.61 13.44 2.606 0.61( 0.21) 0.35 97.8 101.40 1 283.18 13.52 2.597 0.61( 0.21) 0.35 98.4 100.30 1 283.89 13.63 2.584 0.61( 0.21) 0.35 99.3 152.40 1 289.44 14.60 2.480 0.61( 0.21) 0.35 106.8 102.30 1 296.34 15.96 2.351 0.60( 0.21) 0.34 117.1 150.40 1 296.74 16.04 2.344 0.60( 0.21) 0.34 117.7 150.60 1 299.24 16.60 2.296 0.60( 0.21) 0.34 121.8 103.50 1 301.67 17.20 2.247 0.60( 0.21) 0.34 126.2 151.40 1 302.55 17.46 2.228 0.60( 0.21) 0.34 127.9 103.70 1 303.42 17.76 2.205 0.60( 0.20) 0.34 129.9 151.70 1 307.80 19.32 2.096 0.59( 0.20) 0.34 139.9 645.00 1 310.91 20.60 2.017 0.59( 0.20) 0.34 148.1 182.00 1 310.11 20.79 2.006 0.59( 0.20) 0.34 148.7 105.50 1 304.01 22.12 1.933 0.59( 0.20) 0.33 152.4 414.00 2 4.68 10.06 3.100 0.75( 0.31) 0.41 1.9 112.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ❑ CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULBAES❑ ❑ PAGE 570 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 242.42 8.66 3.392 0.61( 0.21) 0.35 60.1 118.30 2 247.07 9.07 3.300 0.61( 0.21) 0.35 63.4 152.60 3 247.57 9.11 3.290 0.61( 0.21) 0.35 63.8 109.20 4 250.07 9.35 3.241 0.61( 0.21) 0.35 65.8 117.60 5 251.44 9.48 3.213 0.61( 0.21) 0.35 66.9 117.30 6 252.26 9.56 3.196 0.61( 0.22) 0.35 67.5 118.60 7 257.12 10.06 3.100 0.61( 0.22) 0.35 71.5 112.40 8 260.89 10.47 3.027 0.61( 0.22) 0.35 74.7 111.30 9 266.57 11.11 2.922 0.61( 0.22) 0.35 79.5 106.30 10 266.90 11.14 2.916 0.61( 0.22) 0.35 79.8 108.60 11 266.97 11.15 2.915 0.61( 0.22) 0.35 79.9 108.40 12 270.18 11.52 2.858 0.61( 0.22) 0.35 82.9 101.60 13 274.31 11.98 2.792 0.61( 0.21) 0.35 87.0 103.90 14 286.47 13.44 2.606 0.61( 0.21) 0.35 99.6 101.40 15 287.02 13.52 2.597 0.61( 0.21) 0.35 100.3 100.30 16 287.71 13.63 2.584 0.61( 0.21) 0.35 101.2 152.40 17 293.08 14.60 2.480 0.61( 0.21) 0.35 108.7 102.30 18 299.77 15.96 2.351 0.61( 0.21) 0.35 119.0 150.40 19 300.15 16.04 2.344 0.61( 0.21) 0.35 119.6 150.60 20 302.57 16.60 2.296 0.60( 0.21) 0.34 123.7 103.50 21 304.92 17.20 2.247 0.60( 0.21) 0.34 128.0 151.40 22 305.78 17.46 2.228 0.60( 0.21) 0.34 129.8 103.70 23 306.60 17.76 2.205 0.60( 0.21) 0.34 131.8 151.70 24 310.80 19.32 2.096 0.60( 0.20) 0.34 141.8 645.00 25 313.78 20.60 2.017 0.59( 0.20) 0.34 150.0 182.00 26 312.97 20.79 2.006 0.59( 0.20) 0.34 150.5 105.50 27 306.74 22.12 1.933 0.60( 0.20) 0.33 154.2 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 313.78 Tc(MIN.) = 20.60 EFFECTIVE AREA(ACRES) = 149.95 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.59 AREA -AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 166.20 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 112.00 = 3775.00 FEET. FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1032.81 DOWNSTREAM(FEET) = 1032.67 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 90.0 INCH PIPE IS 68.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.69 ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 313.78 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 20.73 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 3840.00 FEET. FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««<Mne USER-SPECIFIED VALUES =ARE AS FOLLOWS FVInM � C>fi1MOS�1_ R4I� L_ s TC(MIN.) = 17.36 RAINFALL INTENSITY(INCH/HR) = 2.24 �R 1�0Q -�- Li ❑ CREATEDATE 2/3/20051:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 580 EFFECTIVE AREA(ACRES) = 54.59 TOTAL AREA(ACRES) = 57.98 PEAK FLOW RATE(CFS) = 113.60 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap - 0.50 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 415.00 TO NODE 116.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1034.92 DOWNSTREAM(FEET) = 1034.12 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.01 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 113.60 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 17.47 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 116.00 = 3922.00 FEET. FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 17.47 RAINFALL INTENSITY(INCH/HR) = 2.23 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 54.59 TOTAL STREAM AREA(ACRES) = 57.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 113.60 **++*+*+++****++****++***+*+****+++****++****+++***+*+***+*****+*********+** FLOW PROCESS FROM NODE 116.40 TO NODE 116.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 149.00 ELEVATION DATA: UPSTREAM(FEET) = 1052.60 DOWNSTREAM(FEET) = 1050.57 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.798 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.923 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.20 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.64 1q, Ap SCS Tc (DECIMAL) CN (MIN.) 0.75 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.50 56 6.80 0.64 FLOW PROCESS FROM NODE 116.30 TO NODE 116.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< ---------------:______----_--------------------------------- _-------------- UPSTREAM ELEVATION(FEET) = 1050.57 DOWNSTREAM ELEVATION(FEET) = 1046.69 ❑ CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 59❑ STREET LENGTH(FEET) = 582.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ynf DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 1 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 4.68 Tc(MIN.) = 11.68 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.835 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.92 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 4.38 EFFECTIVE AREA(ACRES) = 2.12 AREA -AVERAGED Fm(TNCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 'TOTAL AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) = 4.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.25 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LOP]GEST FLOWPATH FROM NODE 116.40 TO NODE '116.10 = 731.00 FEET. FLOW PROCESS FROM NODE 116.10 TO NODE 116.00 IS CODE = 31 »;>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1039.86 DOWNSTREAM (FEET) = 1034.12 FLOW LENGTH(FEET) = 20.00 PIANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NU14BER OF PIPES = 1 PIPE-FLOW(CFS) = 4.82 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 11.70 LONGEST FLOWPATH FROM NODE 116.40 TO NODE 116.00 = 751.00 FEET. FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TI14E OF CONCENTRATION(MIN.) = 11.70 RAINFALL INTENSITY(INCH/HR) = 2.83 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.12 TOTAL STREAM AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.82 ❑ CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 60L **+**********+***********************************+*********++****+****++**+* FLOW PROCESS FROM NODE 116.60 TO NODE 116.50 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 131.00 ELEVATION DATA: UPSTREAM(FEET) = 1047.92 DOWNSTREAM(FEET) = 1047.61 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.163 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.279 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.16 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.42 Zo,1 Ap SCS Tc (DECIMAL) CN (MIN.) 0.75 TOTAL AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) = 0.50 56 9. lb 0.42 FLOW PROCESS FROM NODE 116.50 TO NODE 116.20 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »»>(STANDARD CURB SECTION USED) ««< ------------------------------ --- -- - - UPSTREAM ELEVATION(FEET) = 1047.61 DOWNSTREAM ELEVATION(FEET) = 10.16.69 STREET LENGTH(FEET) = 86.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 �J INSIDE STREET CROSSFALL(DECIMAL) = 0.020 [ OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.5i STREET FLOW TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 9.90 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.131 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 0.56 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.56 SUBAREA RUNOFF(CFS) = 1.43 EFFECTIVE AREA(ACRES) = 0.72 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) = 1.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.55 FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT;SEC.) = 0.64 LONGEST FLOWPATH FROM NODE 116.60 TO NODE 116.20 = 217.00 FEET FLOW PROCESS FROM NODE 116.20 TO NODE 116.00 IS CODE = 31 ---------------------------------------------------------------------------- ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 61 ❑ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1041.36 DOWNSTREAM (FEET) = 1034.12 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.82 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.93 LONGEST FLOWPATH FROM NODE 116.60 TO NODE 116.00 = 245.00 FEET. +++++++++++++++++++++*+++++++++++++++++++++++++++++++++++++++++++++++++*++++ FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.93 RAINFALL INTENSITY(INCH/HR) = 3.12 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 0.72 TOTAL STREAM AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 113.60 17.47 2.226 0.47( 0.24) 0.50 54.6 414.00 2 4.82 11.70 2.832 0.75( 0.31) 0.41 2.1 116.40 3 1.82 9.93 3.124 0.75( 0.32) 0.42 0.7 116.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 100.10 9.93 3.124 0.49( 0.24) 0.49 33.6 116.60 2 105.66 11.70 2.832 0.49( 0.24) 0.49 39.4 116.40 3 118.51 17.47 2.226 0.48( 0.24) 0.50 57.4 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 118.51 Tc(MIN.) = 17.47 EFFECTIVE AREA(ACRES) = 57.43 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 60.82 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 116.00 = 3922.00 FEET. *+++++**++*++++*+++++++*+++*++++++++++++++*++++++++++++++++++++++++++++++*++ FLOW PROCESS FROM NODE 116.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1034.12 DOWNSTREAM (FEET) = 1033.51 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.12 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 118.51 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 17.71 ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES0 Cl PAGE 620 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 115.00 = 4052.00 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.71 RAINFALL INTENSITY(INCH/HR) = 2.21 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) - 0.48 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 57.43 TOTAL STREAM AREA(ACRES) = 60.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 118.51 FLOW PROCESS FROM NODE 115.30 TO NODE 115.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00 ELEVATION DATA: UPSTREAM(FEET) = 1052.70 DOWNSTREAM(FEET) = 1050.59 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.636 I 8 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.980 0 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.18 0.75 0.50 56 6.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) = 0.58 FLOW PROCESS FROM NODE 115.20 TO NODE 115.10 IS CODE - 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1050.59 DOWNSTREAM ELEVATION(FEET) = 1047.20 STREET LENGTH(FEET) = 536.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 (7 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 VX OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.90 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 4.69 Tc(MIN.) = 11.33 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.887 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS P CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 63❑ LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.72 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.72 SUBAREA RUNOFF(CFS) = 4.01 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 4.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.89 FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 115.30 TO NODE 115.10 = 681.00 FEET. FLOW PROCESS FROM NODE 115.10 TO NODE 115.00 IS CODE = 31 >' »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >;>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1039.62 DOWNSTREAM(FEET) = 1033.51 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.77 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.41 PIPE TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 11.34 LONGEST FLOWPATH FROM NODE 115.30 TO NODE 115.00 = 698.00 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 --- -------------------------------------------------------------------------- » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.34 RAINFALL INTENSITY(INCH/HR) = 2.89 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTLVE STREAM AREA(ACRES) = 1.90 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.41 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER HUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 100.10 10.18 3.078 0.49( 0.24) 0.49 33.6 116.60 1 105.66 11.95 2.797 0.49( 0.24) 0.49 39.4 116.40 1 118.51 17.71 2.208 0.48( 0.24) 0.50 57.4 414.00 4.41 11.34 2.885 0.75( 0.31) 0.41 1.9 115.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. - PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 104.36 10.18 3.078 108.18 11.34 2.885 3 109.92 11.95 2.797 4 121.76 17.71 2.208 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.50( 0.24) 0.49 35.3 116.60 0.50( 0.24) 0.49 39.3 115.30 0.50( 0.24) 0.49 41.3 116.40 0.49( 0.24) 0.49 59.3 414.00 ❑ CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 64❑ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 121.76 Tc(MIN.) = 17.71 EFFECTIVE AREA(ACRES) = 59.33 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.49 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 62.72 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 115.00 = 4052.00 FEET. *x***********************************************************+++ FLOW PROCESS FROM NODE 115.00 TO NODE 114.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« <<< ELEVATION DATA: UPSTREAM(FEET) = 1033.51 DOWNSTREAM(FEET) = 1032.85 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.67 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 121.76 PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 18.52 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 114.00 - 4377.00 FEET. *************************************************x*************+ FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 ---------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.52 RAINFALL INTENSITY(INCH/HR) = 2.15 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.49 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 59.33 TOTAL STREAM AREA(ACRES) = 62.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 121.76 FLOW PROCESS FROM NODE 114.40 TO NODE 114.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<; INITIAL SUBAREA FLOW-LENGTH(FEET) = 224.00 ELEVATION DATA: UPSTREAM(FEET) = 1052.00 DOWNSTREAM(FEET) = 1049.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 I SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.396 l 1 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.456 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.38 0.75 0.50 56 8.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.05 TOTAL AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) = 1.05 +******************************************************+*****************+** FLOW PROCESS FROM NODE 114.30 TO NODE 114.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STANDARD CURB SECTION USED) ««< ----------------------------- UPSTREAM ELEVATION(FEET) = 1049.60 DOWNSTREAM ELEVATION(FEET) = 1046.27 I i t.. I L_._ i k,.J k_J L, I 11 I i I! I Ij I I I I I i 11 11 L. ! L..A E I ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 650 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) - 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 5.36 Tc(MIN.) = 13.75 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.570 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 2.40 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.91 EFFECTIVE AREA(ACRES) = 2.78 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 2.78 PEAK FLOW RATE(CFS) = 5.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.84 FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 114.40 TO NODE 114.10 = 844.00 FEET. FLOW PROCESS FROM NODE 114.10 TO NODE 114.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1038.94 DOWNSTREAM (FEET) = 1032.85 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.07 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.66 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 13.77 LONGEST FLOWPATH FROM NODE 114.40 TO NODE 114.00 = 864.00 FEET. FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.77 RAINFALL INTENSITY(INCH/HR) = 2.57 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.78 TOTAL STREAM AREA(ACRES) = 2.78 PEAK FLOW RATE(CFS) AT CONFLUENCE 5.66 ❑ CREATEDATE 2/3/20051:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 660 FLOW PROCESS FROM NODE 114.60 TO NODE 114.50 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) - 129.00 ELEVATION DATA: UPSTREAM(FEET) = 1049.70 DOWNSTREAM(FEET) = 1047.92 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.401 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.067 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.15 0.75 0.50 56 6.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.50 FLOW PROCESS FROM NODE 114.50 TO NODE 114.20 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1049.25 DOWNSTREAM ELEVATION(FEET) = 1032.85 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 I INSIDE STREET CROSSFALL(DECIMAL) = 0.020 l OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF RALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.70 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.23 STREET FLOW TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 7.32 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.752 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.41 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.41 SUBAREA RUNOFF(CFS) = 4.38 EFFECTIVE AREA(ACRES) = 1.56 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.56 PEAK FLOW RATE(CFS) = 4.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 RALFSTREET FLOOD WIDTH(FEET) = 8.91 FLOW VELOCITY(FEET/SEC.) = 5.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 LONGEST FLOWPATH FROM NODE 114.60 TO NODE 114.20 = 389.00 FEET. FLOW PROCESS FROM NODE 114.20 TO NODE 114.00 IS CODE = 31 ---------------------------------------------------------------------------- i CREATEDATE 2/3/2005 1:38 PMD ❑ FILENAME F25BULB.RES11 ❑ PAGE 67❑ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ------------- ELEVATION DATA: UPSTREAM(FEET) = 1039.92 DOWNSTREAM(FEET) = 1032.85 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.42 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 P--PE-FLOW(CFS) = 4.84 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) - 7.36 LONGEST FLOWPATH FROM NODE 114.60 TO NODE 114.00 = 425.00 FEET. FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ..,,AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< -- --------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.36 PAI14FALL INTENSITY(INCH/HR) = 3.74 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 APEA-AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACPES) = 1.56 TOTAL STREAM AREA(ACRES) = 1.56 PEAK FLOW PATE(CFS) AT CONFLUENCE = 4.84 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 104.36 11.02 2.935 0.50( 0.24) 0.49 35.3 116.60 1 108.18 12.18 2.764 0.50( 0.24) 0.49 39.3 115.30 1 109.92 12.78 2.686 0.50( 0.24) 0.49 41.3 116.40 1 121.76 18.52 2.150 0.49( 0.24) 0.49 59.3 414.00 5.66 13.77 2.568 0.75( 0.31) 0.41 2.8 114.40 3 4.84 7.36 3.740 0.75( 0.31) 0.41 1.6 114.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE '- STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 99.95 7.36 3.740 113.32 11.02 2.935 3 117.08 12.18 2.764 4 118.80 12.78 2.686 5 120.80 13.77 2.568 6 128.97 18.52 2.150 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.52( 0.25) 0.48 26.6 114.60 0.52( 0.25) 0.48 39.0 116.60 0.52( 0.25) 0.48 43.3 115.30 0.52( 0.25) 0.48 45.4 116.40 0.51( 0.25) 0.48 48.7 114.40 0.50( 0.25) 0.49 63.7 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 128.97 Tc(MIN.) = 18.52 EFFECTIVE AREA(ACRES) = 63.67 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.50 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 67.06 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 114.00 = 4377.00 FEET. FLOW PROCESS FROM NODE 114.00 TO NODE 113.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ------------------- - - - -- - - --------------========----------------- ELEVATION DATA: UPSTREAM(FEET) = 1032.85 DOW14STREAM(FEET) = 1032.67 CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES11 ❑ PAGE 68u FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.84 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 128.97 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 18.65 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 4437.00 FEET. FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 99.95 7.50 3.699 0.52( 0.25) 0.48 26.6 114.60 2 113.32 11.15 2.915 0.52( 0.25) 0.48 39.0 116.60 3 117.08 12.31 2.747 0.52( 0.25) 0.48 43.3 115.30 4 118.80 12.91 2.669 0.52( 0.25) 0.48 45.4 116.40 5 120.80 13.90 2.554 0.51( 0.25) 0.48 48.7 114.40 6 128.97 18.65 2.141 0.50( 0.25) 0.49 63.7 414.00 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 4437.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 242.42 8.79 3.361 0.61( 0.21) 0.35 60.1 118.30 2 247.07 9.20 3.271 0.61( 0.21) 0.35 63.4 152.60 3 247.57 9.25 3.262 0.61( 0.21) 0.35 63.8 109.20 4 250.07 9.48 3.213 0.61( 0.21) 0.35 65.8 117.60 5 251.44 9.61 3.186 0.61( 0.21) 0.35 66.9 117.30 6 252.26 9.70 3.170 0.61( 0.22) 0.35 67.5 118.60 7 257.12 10.20 3.076 0.61( 0.22) 0.35 71.5 112.40 8 260.89 10.60 3.005 0.61( 0.22) 0.35 74.7 111.30 9 266.57 11.24 2.902 0.61( 0.22) 0.35 79.5 106.30 10 266.90 11.27 2.896 0.61( 0.22) 0.35 79.8 :08.60 11 266.97 11.28 2.895 0.61( 0.22) 0.35 79.9 108.40 12 270.18 11.65 2.839 0.61( 0.22) 0.35 82.9 101.60 13 274.31 12.11 2.774 0.61( 0.21) 0.35 87.0 103.90 14 286.47 13.57 2.591 0.61( 0.21) 0.35 99.6 101.40 15 287.02 13.65 2.582 0.61( 0.21) 0.35 100.3 100.30 16 287.71 13.76 2.569 0.61( 0.21) 0.35 101.2 152.40 17 293.06 14.73 2.467 0.61( 0.21) 0.35 108.7 102.30 18 299.77 16.09 2.340 0.61( 0.21) 0.35 119.0 150.40 19 300.15 16.17 2.332 0.61( 0.21) 0.35 119.6 150.60 20 302.57 16.73 2.285 0.60( 0.21) 0.34 123.7 103.50 21 304.92 17.33 2.237 0.60( 0.21) 0.34 128.0 151.40 22 305.78 17.58 2.218 0.60( 0.21) 0.34 129.8 103.70 23 306.60 17.89 2.195 0.60( 0.21) 0.34 131.8 151.70 24 310.80 19.44 2.088 0.60( 0.20) 0.34 141.8 x45.00 25 313.78 20.73 2.010 0.59( 0.20) 0.34 150.0 182.00 26 312.97 20.91 1.999 0.59( 0.20) 0.34 150.5 105.50 27 306.74 22.24 1.926 0.60( 0.20) 0.33 154.2 414.00 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 3840.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 328.78 7.50 3.699 0.58( 0.23) 0.39 77.8 114.60 2 347.12 8.79 3.361 0.58( 0.23) 0.39 91.1 118.30 3 353.25 9.20 3.271 0.58( 0.23) 0.39 95.8 152.60 4 353.92 9.25 3.262 0.58( 0.23) 0.39 96.3 109.20 5 357.27 9.48 3.213 0.58( 0.23) 0.39 99.1 117.60 6 359.14 9.61 3.186 0.58( 0.23) 0.39 100.7 117.30 7 360.27 9.70 3.170 0.58( 0.23) 0.39 101.6 118.60 I 1 A ILA &A �A lk-.l I I 11 I I a Ir E I t i I l t l f i t 1 E I E..1 t o ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 690 8 366.94 10.20 3.076 0.58(0.23) 0.39 107.3 112.40 9 372.20 10.60 3.005 0.58( 0.23) 0.39 111.8 111.30 10 379.15 11.15 2.915 0.58( 0.23) 0.39 117.9 116.60 11 380.16 11.24 2.902 0.58( 0.23) 0.39 118.9 106.30 12 380.61 11.27 2.896 0.57( 0.23) 0.39 119.3 108.60 13 380.71 11.28 2.895 0.57( 0.23) 0.39 119.4 108.40 14 385.11 11.65 2.839 0.57( 0.23) 0.39 123.8 101.60 15 390.73 12.11 2.774 0.57( 0.23) 0.39 129.6 103.90 16 393.07 12.31 2.747 0.57( 0.23) 0.39 132.1 115.30 17 399.79 12.91 2.669 0.57( 0.23) 0.39 139.4 116.40 18 406.59 13.57 2.591 0.57( 0.22) 0.39 147.2 101.40 19 407.32 13.65 2.582 0.57( 0.22) 0.39 148.2 100.30 20 408.23 13.76 2.569 0.57( 0.22) 0.39 149.5 152.40 21 409.27 13.90 2.554 0.57( 0.22) 0.39 151.0 114.40 22 415.31 14.73 2.467 0.57( 0.22) 0.39 160.0 102.30 23 424.33 16.09 2.340 0.57( 0.22) 0.39 174.6 150.40 24 424.86 16.17 2.332 0.57( 0.22) 0.39 175.5 150.60 25 428.24 16.73 2.285 0.57( 0.22) 0.39 181.3 103.50 26 431.62 17.33 2.237 0.56( 0.22) 0.39 187.5 151.40 27 432.91 17.58 2.218 0.56( 0.22) 0.39 190.1 103.70 28 434.25 17.89 2.195 0.56( 0.22) 0.39 193.0 151.70 29 437.63 18.65 2.141 0.56( 0.22) 0.39 200.3 414.00 30 436.19 19.44 2.088 0.56( 0.22) 0.39 205.4 645.00 31 433.81 20.73 2.010 0.56( 0.21) 0.38 213.6 182.00 32 432.27 20.91 1.999 0.56( 0.21) 0.38 214.2 105.50 33 421.09 22.24 1.926 0.56( 0.21) 0.38 217.9 414.00 TOTAL AREA(ACRES) = 233.26 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 437.63 Tc(MIN.) = 18.651 EFFECTIVE AREA(ACRES) = 200.35 AREA -AVERAGED Fm(INCH/HR) 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 233.26 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 4437.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 113.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< - -- - -- --- - -- -- - ELEVATION DATA: UPSTREAM(FEET) = 1032.67 DOWNSTREAM(FEET) = 1032.39 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 102.0 INCH PIPE IS 81.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.04 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 437.63 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 18.91 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.00 = 4580.00 FEET. FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 200.60 TO NODE 200.50 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ❑ CREATEDATE 2/3/20051:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 7011 INITIAL SUBAREA FLOW-LENGTH(FEET) = 132.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.40 DOWNSTREAM(FEET) = 1049.32 To - K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.290 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.110 �•� SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.23 0.75 0.50 56 6.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) - 0.77 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 0.77 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 200.50 TO NODE 200.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1049.32 DOWNSTREAM ELEVATION(FEET) = 1047.73 STREET LENGTH(FEET) = 209.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 2 2 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 7.89 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.586 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.74 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.74 SUBAREA RUNOFF(CFS) = 5.15 EFFECTIVE AREA(ACRES) = 1.97 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) = 5.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.98 FLOW VELOCITY(FEET/SEC.) = 2.46 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 200.60 TO NODE 200.10 = 341.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 200.10 TO NODE 200.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1041.34 DOWNSTREAM(FEET) = 1040.72 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.013 ❑ CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 71 ❑ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.81 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.92 LONGEST FLOWPATH FROM NODE 200.60 TO NODE 200.00 = 358.00 FEET. FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 ---------------------------------------------------------------- >>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.92 RAINFALL INTENSITY(INCH/HR) = 3.58 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.97 TOTAL STREAM AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.81 FLOW PROCESS FROM NODE 200.40 TO NODE 200.30 IS CODE = 21 ---------------------------------------------------------------------------- RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 144.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.80 DOWNSTREAM(FEET) = 1049.71 Tc = K*[(LENGTH`+ 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.621 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.985 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.18 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.59 zI. I Ap SCS Tc (DECIMAL) ON (MIN.) 0.50 56 6.62 0.75 TOTAL AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) = 0.59 FLOW PROCESS FROM NODE 200.30 TO NODE 200.20 IS CODE = 61 ---------------------------------------------------------------------------- ., »,COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »,,(STANDARD CURB SECTION USED) ««< ----------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1049.71 DOWNSTREAM ELEVATION (FEET) = 1047.76 STREET LENGTH(FEET) = 282.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 SCS DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 2-1 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 56 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.79 ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES11 ❑ PAGE 721- AVERAGE 2❑ AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93 PRODUCT OF DEPTH&VELOCITY(FTxFT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 2.43 Tc(MIN.) = 9.05 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.304 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIIIAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.39 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 3.76 EFFECTIVE AREA(ACRES) = 1.57 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) = 4.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.39 FLOW VELOCITY(FEET/SEC.) = 2.22 DEPTH+VELOCITY(FT*FT/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 200.20 = 426.00 FEET. FLOW PROCESS FROM NODE 200.20 TO NODE 200.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<,< --------------------- ELEVATION DATA: UPSTREAM(FEET) = 1041.38 DOWNSTREAM(FEET) = 1040.7' FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.23 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 9.14 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 200.00 = 462.00 FEET. FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.14 RAINFALL INTENSITY(INCH/HR) = 3.28 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.57 TOTAL STREAM AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.23 ** CONFLUENCE DATA +* STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.81 7.92 3.578 0.75( 0.31) 0.41 2.0 200.60 2 4.23 9.14 3.284 0.75( 0.31) 0.41 1.6 200.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *x PEAK FLOW RATE TABLE - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.84 7.92 3.578 0.75( 0.31) 0.41 3.3 200.60 i 1 11.. 1 L-A l....1I 11"l l .1 1 1 1 1 1 1 1 1 t 1 [ 1 1 1 1 1 1 1 t 1 L A L i k 1 ❑ CREATEDATE 2/3/2005 1:38 Mo ❑ FILENAME F25BULB.RES❑ ❑ PAGE 730 2 9.52 9.14 3.284 0.75( 0.31) 0.41 3.5 200.40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.84 Tc(MIN.) = 7.92 EFFECTIVE AREA(ACRES) = 3.33 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 3.54 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 200.00 = 462.00 FEET. FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1040.72 DOWNSTREAM(FEET) = 1037.84 FLOW LENGTH(FEET) = 310.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.48 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.84 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 8.72 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 201.00 = 772.00 FEET. FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< --------------------------------- - - - - -- - - - - _ - TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 8.72 RAINFALL INTENSITY(INCH/HR) = 3.38 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 3.33 TOTAL STREAM AREA(ACRES) = 3.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.84 FLOW PROCESS FROM NODE 201.40 TO NODE 201.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 132.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1049.03 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 23 ,� SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.359 * 25 YEAR RAINFALL INTENSITY(INCH/HR) - 4.083 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.15 0.75 0.50 56 6.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.50 ++++++++++++*+*+++++*+++*++++++*+*+++++++++++++++++++*++++++++++++++++++++++ FLOW PROCESS FROM NODE 201.30 TO NODE 201.20 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< 1 ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 740 UPSTREAM ELEVATION(FEET) - 1049.03 DOWNSTREAM ELEVATION(FEET) = 1047.89 STREET LENGTH(FEET) - 103.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 2 3 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.56 STREET FLOW TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 7.20 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.790 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 0.53 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 1.66 EFFECTIVE AREA(ACRES) = 0.68 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 2.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.12 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY(FT*FT/SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 201.40 TO NODE 201.20 = 235.00 FEET. +++++++*+*++++++*+***++++++++*+++++++**+++*+++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 201.20 TO NODE 201.00 IS CODE = 31 ---------- ----------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) - 1043.56 DOWNSTREAM(FEET) = 1037.84 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.06 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.13 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.25 LONGEST FLOWPATH FROM NODE 201.40 TO NODE 201.00 = 270.00 FEET. ++*+++++*+++*+++*++++*+*+*+++*+++++++****+++++++++++++++++++++++++*++++*+++* FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.25 RAINFALL INTENSITY(INCH/HR) - 3.77 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 0.68 TOTAL STREAM AREA(ACRES) = 0.68 ❑ CREATEDATE 2/3/2005 1:38 PMO 0 FILENAME F25BULB.RES❑ 0 PAGE 750 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.13 ***++++**+**+***+++++****+***+*+**++********+*****************+************* FLOW PROCESS FROM NODE 201.60 TO NODE 201.50 IS CODE = 21 ---------------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------ ----- -- ------- - -------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 130.00 ELEVATION DATA: UPSTREAM(FEET) = 1050.80 DOWNSTREAM(FEET) = 1048.82 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.295 Z * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.108 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.14 0.75 0.50 56 6.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.47 FLOW PROCESS FROM NODE 201.50 TO NODE 201.10 IS CODE = 61 ---------------------------------------------------------------------------- »=-» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STANDARD CURB SECTION USED)<<<<< ------- UPSTREAM ELEVATION(FEET) = 1048.62 DOWNSTREAM ELEVATION(FEET) = 1047.93 STREET LENGTH(FEET) = 70.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK (FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.52 AREA -AVERAGED Fm(INCH/HR) = 0.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.54 STREET FLOW TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 6.85 AREA -AVERAGED Ap = 0.43 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.904 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "B-10 DWELLINGS/ACRE" B 0.41 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 Ap Ae SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.33 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) EFFECTIVE AREA(ACRES) = 0.55 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.43 0.41 3.3 TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 1.77 END OF SUBAREA STREET FLOW HYDRAULICS: 200.40 DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 0.42 0.7 FLOW VELOCITY(FEET/SEC.) = 2.29 DEPTH*VELOCITY(FT*FT/SEC.) = 0.66 LONGEST FLOWPATH FROM NODE 201.60 TO NODE 201.10 = 200.00 FEET. CREATEDATE 2/3/2005 1:38 PMC 0 FILENAME F25BULB.RESO ❑ PAGE 760 FLOW PROCESS FROM NODE 201.10 TO NODE 201.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ------------------------------------------------------------------------ --- ELEVATION DATA: UPSTREAM(FEET) = 1041.60 DOWNSTREAM(FEET) = 1037.84 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.77 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.88 LONGEST FLOWPATH FROM NODE 201.60 TO NODE 201.00 = 220.00 FEET. ******+********************************************************************+ FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE TIME OF CONCENTRATION(MIN.) = 6.88 RAINFALL INTENSITY(INCH/HR) = 3.89 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.43 EFFECTIVE STREAM AREA(ACRES) = 0.55 TOTAL STREAM AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.77 ** CONFLUENCE DATA -- STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) I40DE 1 9.84 8.72 3.378 0.75( 0.31) 0.41 3.3 200.60 1 9.52 9.97 3.117 0.75( 0.31) 0.41 3.5 200.40 2 2.13 7.25 3.774 0.75( 0.32) 0.42 0.7 201.40 3 1.77 6.88 3.894 0.75( 0.32) 0.43 0.6 201.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 12.94 6.88 3.894 2 13.08 7.25 3.774 3 13.25 8.72 3.378 4 12.63 9.97 3.117 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.75( 0.31) 0.42 3.8 201.60 0.75( 0.31) 0.42 4.0 201.40 0.75( 0.31) 0.41 4.6 200.60 0.75( 0.31) 0.41 4.8 200.40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.25 Tc(MIN.) = 8.72 EFFECTIVE AREA(ACRES) = 4.56 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 4.77 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 201.00 = 772.00 FEET. FLOW PROCESS FROM NODE 201.00 TO NODE 202.01 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1037.84 DOWNSTREAM(FEET) = 1037.52 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.8 INCHES I I i(t....;A L: ❑ CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F256ULB.RES❑ ❑ PAGE 790 3 15.59 8.86 3.346 0.75( 0.28) 0.37 5.4 200.60 4 15.10 10.11 3.091 0.75( 0.27) 0.36 5.7 200.40 14.52 10.97 2.944 0.75( 0.27) 0.36 5.8 202.04 rOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.59 Tc(MIN.) = 8.86 EFFECTIVE AREA(ACRES) = 5.35 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 5.75 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 202.01 = 822.00 FEET. +++++++++xxx+xxxxxxxxx++xxxxxxxx+xxx++xxxxx+xxxxx++++++++xxxxxxx FLOW PROCESS FROM NODE 202.01 TO NODE 202.00 IS CODE = 31 X ­COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ----------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1037.52 DOWNSTREAM(FEET) = 1037.01 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.31 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 FIFE-FLOW(CFS) = 15.59 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 9.25 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 202.00 = 945.00 FEET. FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 ---------------------------------------------------------------- >>-,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TI14E OF CONCENTRATION(MIN.) = 9.25 RAINFALL INTENSITY(INCH/HR) = 3.26 AREA -AVERAGED Fm(INCH/HR) = 0.28 APEA-AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.37 EFFECTIVE STREAM AREA(ACRES) = 5.35 TOTAL STREAM AREA(ACRES) = 5.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.59 ++++xx+++++++xxxxxxxxxxxxxxxxxxxxxxxxx+xxxxxx+xxxxx+xxxxxxxx++++++xxxxxxx++x FLOW PROCESS FROM NODE 202.60 TO NODE 202.50 IS CODE = 21 ---------------------------------------------------------------------------- >:»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------- i = INITIAL SUBAREA FLOW-LENGTH(FEET) 126.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1049.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.297 I + 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.107 / t SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 5-7 DWELLINGS/ACRE" B 0.14 0.75 0.50 56 6.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.47 xxx+x+++xxxxxxxxxxxxx+xxxxxxxxxxxxxxxxxxxxxxxxxxxx+x+xxxxxxxxxxxxxx+xxxx+xx+ FLOW PROCESS FROM NODE 202.50 TO NODE 202.20 IS CODE = 61 ---------------------------------------------------------------------------- ❑ CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 80E »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) ««< -------------------- ----------------- UPSTREAM ELEVATION(FEET) = 1049.20 DOWNSTREAM ELEVATION(FEET) = 1047.92 STREET LENGTH(FEET) = 167.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK (FEET) = 15.00 Z W INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.61 STREET FLOW TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 7.74 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.628 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECI2•IAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.01 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.01 SUBAREA RUNOFF(CFS) = 3.03 EFFECTIVE AREA(ACRES) = 1.15 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 3.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.09 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FTiSEC.) = 0.80 LONGEST FLOWPATH FROM NODE 202.60 TO NODE 202.20 = 293.00 FEET. xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx+xxxxxxxxxx+xxxxxx+++xxxxx+xx++++ FLOW PROCESS FROM NODE 202.20 TO NODE 202.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< « < ELEVATION DATA: UPSTREAM(FEET) = 1042.15 DOWNSTREAM(FEET) = 1037.01 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.44 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.78 LONGEST FLOWPATH FROM NODE 202.60 TO NODE 202.00 = 323.00 FEET. xxxxxx**xxxxxxxx*xxxxxxxxx**xxxxxxx*xxxx*****+**++xxxx++x+*++++x FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = I ---------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.78 RAINFALL INTENSITY(INCH/HR) = 3.62 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 1 1 L" i" L-A " I.. A 1< A t I 11 1 I t i ! 1 LY_A L. I Ik 1 IE 1 IL A Iii. ! l A ❑ CREATEDATE 2/3/20051:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 81 ❑ EFFECTIVE STREAM AREA(ACRES) = 1.15 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.44 FLOW PROCESS FROM NODE 202.40 TO NODE 202.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< - -- ----------------------------------- --- --- ------------------------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 128.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1049.02 Tc = K*[(LENGTH** 3.00)/ (ELEVATION CHANGE))**0.20 ** SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.237 2 S. r * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.131 ✓ l SUBAREA Tc AND LOSS RATE DATA(AMC II): Intensity DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL (INCH/HR) "5-7 DWELLINGS/ACRE" B 0.14 0.75 0.50 56 6.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 0.75( 0.29) SUBAREA RUNOFF(CFS) = 0.47 6.2 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.47 *+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 202.30 TO NODE 202.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1049.02 DOWNSTREAM ELEVATION(FEET) = 1047.92 STREET LENGTH(FEET) = 115.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 2-5 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.97 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 7.21 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.786 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 0.67 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) - 2.10 EFFECTIVE AREA(ACRES) = 0.81 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) = 2.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.14 FLOW VELOCITY(FEET/SEC.) = 2.21 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 202.40 TO NODE 202.10 = 243.00 FEET. ❑ CREATEDATE 2/3/20051:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 820 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 202.10 TO NODE 202.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1042.59 DOWNSTREAM(FEET) = 1037.01 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.35 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.53 PIPE TRAVEL TIME(MIN.) - 0.02 Tc(MIN.) = 7.23 LONGEST FLOWPATH FROM NODE 202.40 TO NODE 202.00 = 263.00 FEET. +++++++++++++++++++++++++++++++++++++*++++++++++++++++++++*+++++++++++++++++ FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.23 RAINFALL INTENSITY(INCH/HR) = 3.78 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) 0.81 TOTAL STREAM AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.53 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.08 7.41 3.726 0.75( 0.28) 0.37 4.5 201.60 1 15.27 7.77 3.619 0.75( 0.28) 0.37 4.7 201.40 1 15.59 9.25 3.262 0.75( 0.28) 0.37 5.4 200.60 1 15.10 10.50 3.022 0.75( 0.27) 0.36 5.7 200.40 1 14.52 11.36 2.883 0.75( 0.27) 0.36 5.8 202.04 2 3.44 7.78 3.619 0.75( 0.31) 0.41 1.1 202.60 3 2.53 7.23 3.779 0.75( 0.31) 0.42 0.8 202.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.84 7.23 3.779 0.75( 0.29) 0.38 6.2 202.40 2 20.95 7.41 3.726 0.75( 0.29) 0.38 6.4 201.60 3 21.12 7.77 3.619 0.75( 0.29) 0.38 6.6 201.40 4 21.12 7.78 3.619 0.75( 0.29) 0.38 6.6 202.60 5 20.81 9.25 3.262 0.75( 0.28) 0.38 7.3 200.60 6 19.90 10.50 3.022 0.75( 0.28) 0.38 7.6 200.40 7 19.07 11.36 2.883 0.75( 0.26) 0.37 7.7 202.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.12 Tc(MIN.) = 7.78 EFFECTIVE AREA(ACRES) 6.62 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 7.71 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 202.00 = 945.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ❑ CREATEDATE 2/3/2005 1:38 PMD ❑ FILENAME F25BULB.RES11 ❑ PAGE 83❑ FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ==== ------------ ELEVATION DATA: UPSTREAM(FEET) = 1037.01 DOWNSTREAM(FEET) = 1034.64 FLOW LENGTH(FEET) = 475.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.17 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.12 PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 9.06 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 203.00 = 1420.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------- >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAI4 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.06 RAINFALL INTENSITY(INCH/HR) = 3.30 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.38 EFFECTIVE STREAM AREA(ACRES) = 6.62 TOTAL STREAM AREA(ACRES) = 7.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.12 FLOW PROCESS FROM NODE 203.40 TO NODE 203.30 IS CODE = 21 ---------------------------------------------------------------------------- ,:» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >�USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 131.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1048.99 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAPEA ANALYSIS USED MINIMUM Tc(MIN.) = 6.305 Z �•l * 25 YEAR. RAINFALL INTENSITY(INCH/HR) = 4.104 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.15 0.75 0.50 56 6.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.50 FLOW PROCESS FROM NODE 203.30 TO NODE 203.20 IS CODE = 61 ---------------------------------------------------------------------------- » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >> »>(STANDARD CURB SECTION USED)<<<<< ------------ -===---------------------------------------- UPSTREAM ELEVATION(FEET) = 1048.99 DOWNSTREAM ELEVATION(FEET) = 1046.81 STREET LENGTH(FEET) = 295.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Li CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 84❑ Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 8.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.430 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIIAAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 2.54 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 2.54 SUBAREA RUNOFF(CFS) = 7.16 EFFECTIVE AREA(ACRES) = 2.69 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) = 7.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.71 FLOW VELOCITY(FEET/SEC.) = 2.60 DEPTH*VELOCITY(FT*FT/SEC.) _ LONGEST FLOWPATH FROM NODE 203.40 TO NODE 203.20 = 426.00 FEET. FLOW PROCESS FROM NODE 203.20 TO NODE 203.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «< ----------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1035.39 DOWNSTREAM(FEET) = 1034.64 FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 7.57 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.56 LONGEST FLOWPATH FROM NODE 203.40 TO NODE 203.00 = 457.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< ----------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.56 RAINFALL INTENSITY(INCH/HR) = 3.42 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.69 TOTAL STREAM AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.57 FLOW PROCESS FROM NODE 203.60 TO NODE 203.50 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 124.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1049.20 I I L I b6A AL A L-A kI 11 11 11 11 11 11 11 11 11 11 :k A lk A t o ❑ CREATEDATE 2/3/20051:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 850 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 �(� SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.237 a * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.131 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.14 0.75 0.50 56 6.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.47 FLOW PROCESS FROM NODE 203.50 TO NODE 203.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1049.20 DOWNSTREAM ELEVATION(FEET) = 1046.78 STREET LENGTH(FEET) = 262.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 2C� INSIDE STREET CROSSFALL(DECIMAL) = 0.020 Q OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section (curb -to -curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.52 STREET FLOW TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 8.57 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.414 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 0.59 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 1.65 EFFECTIVE AREA(ACRES) = 0.73 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) = 2.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) - 9.27 FLOW VELOCITY(FEET/SEC.) = 2.08 DEPTH*VELOCITY(FT*FT/SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 203.60 TO NODE 203.10 - 386.00 FEET. FLOW PROCESS FROM NODE 203.10 TO NODE 203.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1040.96 DOWNSTREAM (FEET) = 1034.64 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.79 ❑ CREATEDATE 2/3/20051:38 PM❑ ❑ FILENAME F25BULB.RES0 ❑ PAGE 860 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.04 PIPE TRAVEL TIME(MIN.) - 0.02 Tc(MIN.) = 8.59 LONGEST FLOWPATH FROM NODE 203.60 TO NODE 203.00 = 407.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.59 RAINFALL INTENSITY(INCH/HR) = 3.41 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 0.73 TOTAL STREAM AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.04 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.84 8.52 3.426 0.75( 0.29) 0.38 6.2 202.40 1 20.95 8.69 3.385 0.75( 0.29) 0.38 6.4 201.60 1 21.12 9.06 3.302 0.75( 0.29) 0.38 6.6 201.40 1 21.12 9.06 3.302 0.75( 0.29) 0.38 6.6 202.60 1 20.81 10.53 3.017 0.75( 0.28) 0.38 7.3 200.60 1 19.90 11.83 2.813 0.75( 0.28) 0.38 7.6 200.40 1 19.07 12.69 2.697 0.75( 0.28) 0.37 7.7 202.04 2 7.57 8.56 3.416 0.75( 0.30) 0.41 2.7 203.40 3 2.04 8.59 3.408 0.75( 0.31) 0.42 0.7 203.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 30.43 8.52 3.426 0.75( 0.29) 0.39 9.6 202.40 2 30.47 8.56 3.416 0.75( 0.29) 0.39 9.7 203.40 3 30.48 8.59 3.408 0.75( 0.29) 0.39 9.7 203.60 4 30.47 8.69 3.385 0.75( 0.29) 0.39 9.8 201.60 5 30.38 9.06 3.302 0.75( 0.29) 0.39 10.0 201.40 6 30.38 9.06 3.302 0.75( 0.29) 0.39 10.0 202.60 7 29.19 10.53 3.017 0.75( 0.29) 0.39 10.7 200.60 8 27.65 11.83 2.813 0.75( 0.29) 0.39 11.1 200.40 9 26.46 12.69 2.697 0.75( 0.29) 0.38 11.1 202.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.48 Tc(MIN.) = 8.59 EFFECTIVE AREA(ACRES) = 9.70 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 11.13 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 203.00 = 1420.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) - 1034.64 DOWNSTREAM(FEET) = 1033.83 FLOW LENGTH(FEET) - 203.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.0 INCHES ❑ CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 8711 PIPE -FLOW VELOCITY(FEET/SEC.) = 6.08 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.48 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 9.15 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 204.00 = 1623.00 FEET. +rxxxrxxxx++xxxxxxxxxxxxxxxxxxxxxxxx+++++++x++++xx++xxx++*+++xxx FLOW PROCESS FRO14 NODE 204.00 TO NODE 204.00 IS CODE = 1 ---------------------------------------------------------------- >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.15 RAINFALL INTENSITY(INCH/HR) = 3.28 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.39 EFFECTIVE STREAM AREA(ACRES) = 9.70 TOTAL STREAM AREA(ACRES) = 11.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.48 ++xxx++rrx+xxxx+++xxx+xxxxx+xx++++++xxxxx+xxxxxxxxx+xx+xxx++xxx+x+++xxxx.+xx FLOW PROCESS FROM NODE 204.30 TO NODE 204.20 IS CODE = 21 --- ----- ----------------------------- ------------------ ----- >.:>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.30 DOWNSTREAM(FEET) = 1049.16 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.480 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.037 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.24 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.79 S 2. Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 56 6.48 0.75 TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 0.79 ++++rxr+x+x+xxxx++xrxxxxxrxxxx++xxxxxxx+++xxxx+++++xxx++++++xx++xx+++xxxxx++ FLOW PROCESS FROM NODE 204.20 TO NODE 204.10 IS CODE = 61 ---------------------------------------------------------------------------- %» »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>(STANDARD CURB SECTION USED)<<<<< -------------------- --------------------------------------------- -- UPSTREAM ELEVATION(FEET) = 1049.16 DOWNSTREAM ELEVATION(FEET) = 1046.79 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 S DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK (FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 ❑ CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 88F] STREET FLOW TRAVEL TIME(MIN.) = 2.46 Tc(MIN.) = 8.94 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.329 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.19 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.19 SUBAREA RUNOFF(CFS) = 3.25 EFFECTIVE AREA(ACRES) = 1.43 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) = 3.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.59 FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 204.30 TO NODE 204.10 = 440.00 FEET. xxx++xxxx+xxxxxxxxxxxx+xxxxx+xxxxxxxxxx++xxxxxx+xxxx+xxrrxx++xxxxxxx+x+x+xx+ FLOW PROCESS FROM NODE 204.10 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « <<< --------------------------------------- ---- --- ELEVATION DATA: UPSTREAM(FEET) = 1041.96 DOWNSTREAM(FEET) = 1033.83 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = _ PIPE-FLOW(CFS) -3.88 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.01 LONGEST FLOWPATH FROM NODE 204.30 TO NODE 204.00 = 500.00 FEET. ++xx+xxxxxx++xxxxxxxxxxxx+xxxxxxx++xx+xx++xxxxxx+xxxxxrxrrxxx+rr+++xr+++.++. FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------- --- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.01 RAINFALL INTENSITY(INCH/HR) = 3.31 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 1.43 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.86 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 30.43 9.08 3.298 0.75( 0.29) 0.39 9.6 202.40 1 30.47 9.12 3.289 0.75( 0.29) 0.39 9.7 1_03.40 1 30.48 9.15 3.282 0.75( 0.29) 0.39 9.7 203.60 1 30.47 9.25 3.261 0.75( 0.29) 0.39 9.8 201.60 1 30.38 9.61 3.186 0.75( 0.29) 0.39 10.0 201.40 1 30.38 9.62 3.186 0.75( 0.29) 0.39 10.0 202.60 1 29.19 11.09 2.924 0.75( 0.29) 0.39 10.7 200.60 1 27.65 12.40 2.736 0.75( 0.29) 0.39 11.1 200.40 1 26.46 13.26 2.627 0.75( 0.29) 0.38 11.1 202.04 2 3.88 9.01 3.313 0.75( 0.31) 0.42 1.4 204.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I l ILA lk;u d&L -Al &A IL. I ❑ CREATEDATE 2/3/20051:38 PMO ❑ FILENAME F25BULB.RES0 ❑ PAGE 8911 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp (Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 34.24 9.01 3.313 0.75( 0.30) 0.40 11.0 204.30 2 34.29 9.08 3.298 0.75( 0.30) 0.40 11.1 202.40 3 34.32 9.12 3.269 0.75( 0.30) 0.40 11.1 203.40 4 34.32 9.15 3.282 0.75( 0.30) 0.40 11.1 203.60 5 34.29 9.25 3.261 0.75( 0.30) 0.40 11.2 201.60 6 34.10 9.61 3.186 0.75( 0.30) 0.40 11.5 201.40 7 34.10 9.62 3.186 0.75( 0.30) 0.40 11.5 202.60 B 32.57 11.09 2.924 0.75( 0.29) 0.39 12.2 200.60 9 30.79 12.40 2.736 0.75( 0.29) 0.39 12.5 200.40 10 29.45 13.26 2.627 0.75( 0.29) 0.39 12.6 202.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.32 Tc(MIN.) = 9.12 EFFECTIVE AREA(ACRES) = 11.10 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 12.56 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 204.00 = 1623.00 FEET. FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1033.83 DOWNSTREAM (FEET) = 1033.11 FLOW LENGTH(FEET) = 178.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.39 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.32 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 9.58 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 205.00 = 1801.00 FEET. +*+++++*+++++++++++++++++++++++++++++++++++++++*++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ------------------------------- --- -- -- - - - TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.58 RAINFALL INTENSITY(INCH/HR) = 3.19 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) =I 0.75 AREA -AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 11.10 TOTAL STREAM AREA(ACRES) = 12.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.32 FLOW PROCESS FROM NODE 205.40 TO NODE 205.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 144.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.20 DOWNSTREAM(FEET) = 1049.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 Z q . SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.749 'i1 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.940 SUBAREA Tc AND LOSS RATE DATA(AMC II): ❑ CREATEDATE 2/3/20051:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 90❑ DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.18 0.75 0.50 56 6.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) = 0.58 FLOW PROCESS FROM NODE 205.30 TO NODE 205.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1049.30 DOWNSTREAM ELEVATION(FEET) = 1046.36 STREET LENGTH(FEET) = 501.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 7 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.73 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 4.81 Tc(MIN.) = 11.56 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.852 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.23 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) = 2.83 EFFECTIVE AREA(ACRES) 1.41 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) = 3.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.45 FLOW VELOCITY(FEET/SEC.) - 1.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 205.40 TO NODE 205.10 = 645.00 FEET. FLOW PROCESS FROM NODE 205.10 TO NODE 205.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< -----===s=_===_______________________________________ _ ELEVATION DATA: UPSTREAM(FEET) = 1039.53 DOWNSTREAM(FEET) = 1033.11 FLOW LENGTH(FEET) - 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DLAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 3.23 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 11.58 LONGEST FLOWPATH FROM NODE 205.40 TO NODE 205.00 = 665.00 FEET. CREATEDATE 2/3/2005 1:38 PMD 0 FILENAME F256ULB.RES❑ ❑ PAGE 910 FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE _ ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.58 RAINFALL INTENSITY(INCH/HR) = 2.85 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.41 TOTAL STREAM AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.23 FLOW PROCESS FROM NODE 205.60 TO NODE 205.50 IS CODE = 21 ---------------------------------------------------------------------------- >>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.80 DOWNSTREAM(FEET) = 1049.77 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.2.0 30 , SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.548 * _5 YEAR RAINFALL INTENSITY(INCH/HR) = 4.012 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.16 0.75 0.50 56 6.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) = 0.52 FLOW PROCESS FROM NODE 205.50 TO NODE 205.40 IS CODE = 61 ---------------------------------------------------------------------------- >>= >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1049.77 DOWNSTREAM ELEVATION(FEET) = 1047.31 STREET LENGTH(FEET) = 443.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK (FEET) = 15.00 30. 1 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 J OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 S-REET FLOW TRAVEL TIME(MIN.) = 4.13 Tc(MIN.) _ * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.992 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) PESIDENTIAL 2.55 10.67 Ap SCS (DECIMAL) ON u CREATEDATE 2/3/2005 1:38 PMD 0 FILENAME F25BULB.RESO J PAGE 92E "8-10 DWELLINGS/ACRE" e 1.65 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 4.00 EFFECTIVE AREA(ACRES) = 1.81 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) = 4.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.18 FLOW VELOCITY(FEET/SEC.) = 2.06 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 205.60 TO NODE 205.40 = 583.00 FEET. FLOW PROCESS FROM NODE 205.40 TO NODE 205.20 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STANDARD CURB SECTION USED)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1047.31 DOWNSTREAM ELEVATION(FEET) = 1046.36 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 '70 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= u.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 2.22 Tc(MIN.) = 12.89 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.672 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.06 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) _ 2.26 EFFECTIVE AREA(ACRES) = 2.87 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 2.87 PEAK FLOW RATE(CFS) = 6.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.51 FLOW VELOCITY(FEET/SEC.) = 1.92 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 205.60 TO NODE 205.20 = 833.00 FEET. FLOW PROCESS FROM NODE 205.20 TO NODE 205.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ------------------------------ ------------------------- -- ELEVATION DATA: UPSTREAM(FEET) = 1038.53 DOWNSTREAM(FEET) = 1033.11 FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 I i LA NLA ISA ILA E 1 I I 11 I I I! E 1 11 11 t I I I IG A IL A IL� ❑ CREATEDATE 2/3/2005 1:38 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 930 PIPE-FLOW(CFS) = 6.12 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.92 LONGEST FLOWPATH FROM NODE 205.60 TO NODE 205.00 = 862.00 FEET. FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.92 RAINFALL INTENSITY(INCH/HR) = 2.67 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.87 TOTAL STREAM AREA(ACRES) = 2.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.12 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 34.24 9.47 3.214 0.75( 0.30) 0.40 11.0 204.30 1 34.29 9.54 3.201 0.75( 0.30) 0.40 11.1 202.40 1 34.32 9.58 3.193 0.75( 0.30) 0.40 11.1 203.40 1 34.32 9.61 3.186 0.75( 0.30) 0.40 11.1 203.60 1 34.29 9.71 3.167 0.75( 0.30) 0.40 11.2 201.60 1 34.10 10.08 3.097 0.75( 0.30) 0.40 11.5 201.40 1 34.10 10.08 3.097 0.75( 0.30) 0.40 11.5 202.60 1 32.57 11.56 2.853 0.75( 0.29) 0.39 12.2 200.60 1 30.79 12.88 2.673 0.75( 0.29) 0.39 12.5 200.40 1 29.45 13.75 2.571 0.75( 0.29) 0.39 12.6 202.04 2 3.23 11.58 2.849 0.75( 0.31) 0.41 1.4 205.40 3 6.12 12.92 2.668 0.75( 0.30) 0.41 2.9 205.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 42.78 9.47 3.214 0.75( 0.30) 0.40 14.2 204.30 2 42.85 9.54 3.201 0.75( 0.30) 0.40 14.3 202.40 3 42.90 9.58 3.193 0.75( 0.30) 0.40 14.4 203.40 4 42.90 9.61 3.186 0.75( 0.30) 0.40 14.4 203.60 5 42.90 9.71 3.167 0.75( 0.30) 0.40 14.5 201.60 6 42.82 10.08 3.097 0.75( 0.30) 0.40 14.9 201.40 7 42.82 10.08 3.097 0.75( 0.30) 0.40 14.9 202.60 8 41.70 11.56 2.853 0.75( 0.30) 0.40 16.1 200.60 9 41.67 11.58 2.849 0.75( 0.30) 0.40 16.2 205.40 10 39.90 12.88 2.673 0.75( 0.30) 0.39 16.8 200.40 11 39.84 12.92 2.668 0.75( 0.30) 0.39 16.8 205.60 12 38.19 13.75 2.571 0.75( 0.29) 0.39 16.8 202.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.90 Tc(MIN.) = 9.61 EFFECTIVE AREA(ACRES) = 14.44 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 16.84 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 205.00 = 1801.00 FEET. FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ❑ CREATEDATE 2/3/20051:38 PMD ❑ FILENAME F25BULB.RES❑ ❑ PAGE 940 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1033.11 DOWNSTREAM(FEET) = 1032.39 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTHOF FLOW IN 36.0 INCH PIPE IS 25.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.11 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.90 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 9.84 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 206.00 = 1911.00 FEET. FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 42.78 9.70 3.169 0.75( 0.30) 0.40 14.2 204.30 2 42.85 9.77 3.157 0.75( 0.30) 0.40 14.3 202.40 3 42.90 9.81 3.148 0.75( 0.30) 0.40 14.4 203.40 4 42.90 9.84 3.142 0.75( 0.30) 0.40 14.4 203.60 5 42.90 9.94 3.123 0.75( 0.30) 0.40 14.5 201.60 6 42.82 10.30 3.056 0.75( 0.30) 0.40 14.9 201.40 7 42.82 10.31 3.056 0.75( 0.30) 0.40 14.9 202.60 8 41.70 11.79 2.820 0.75( 0.30) 0.40 16.1 200.60 9 41.67 11.81 2.816 0.75( 0.30) 0.40 16.2 205.40 10 39.90 13.12 2.644 0.75( 0.30) 0.39 16.8 200.40 11 39.84 13.16 2.639 0.75( 0.30) 0.39 16.8 205.60 12 38.19 13.98 2.545 0.75( 0.29) 0.39 16.8 202.04 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 206.00 = 1911.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 328.78 7.78 3.619 0.58( 0.23) 0.39 77.8 114.60 2 347.12 9.07 3.299 0.58( 0.23) 0.39 91.1 118.30 3 353.25 9.48 3.214 0.58( 0.23) 0.39 95.8 152.60 4 353.92 9.52 3.205 0.58( 0.23) 0.39 96.3 109.20 5 357.27 9.75 3.159 0.58( 0.23) 0.39 99.1 117.60 6 359.14 9.89 3.133 0.58( 0.23) 0.39 100.7 117.30 7 360.27 9.97 3.117 0.58( 0.23) 0.39 101.6 118.60 8 366.94 10.47 3.027 0.58( 0.23) 0.39 107.3 112.40 9 372.20 10.88 2.959 0.58( 0.23) 0.39 111.8 111.30 10 379.15 11.43 2.872 0.58( 0.23) 0.39 117.9 116.60 11 380.16 11.51 2.860 0.58( 0.23) 0.39 118.9 106.30 12 380.61 11.55 2.854 0.57( 0.23) 0.39 119.3 108.60 13 380.71 11.56 2.853 0.57( 0.23) 0.39 119.4 108.40 14 385.11 11.92 2.801 0.57( 0.23) 0.39 123.8 101.60 15 390.73 12.38 2.738 0.57( 0.23) 0.39 129.6 103.90 16 393.07 12.58 2.711 0.57( 0.23) 0.39 132.1 115.30 17 399.79 13.18 2.637 0.57( 0.23) 0.39 139.4 116.40 18 406.59 13.83 2.561 0.57( 0.22) 0.39 147.2 101.40 19 407.32 13.91 2.552 0.57( 0.22) 0.39 148.2 100.30 20 408.23 14.03 2.540 0.57( 0.22) 0.39 149.5 152.40 21 409.27 14.16 2.525 0.57( 0.22) 0.39 151.0 114.40 22 415.31 14.99 2.440 0.57( 0.22) 0.39 160.0 102.30 23 424.33 16.35 2.317 0.57( 0.22) 0.39 174.6 150.40 24 424.86 16.43 2.310 0.57( 0.22) 0.39 175.5 150.60 25 428.24 16.99 2.264 0.57( 0.22) 0.39 181.3 103.50 26 431.62 17.59 2.217 0.56( 0.22) 0.39 187.5 151.40 27 432.91 17.85 2.198 0.56( 0.22) 0.39 190.1 103.70 28 434.25 18.15 2.176 0.56( 0.22) 0.39 193.0 151.70 29 437.63 18.91 2.123 0.56( 0.22) 0.39 200.3 414.00 30 436.19 19.71 2.071 0.56( 0.22) 0.39 205.4 645.00 G CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES11 ❑ PAGE 9501 31 433.81 20.99 1.994 0.56( 0.21) 0.38 213.6 182.00 32 432.27 21.17 1.984 0.56( 0.21) 0.38 214.2 105.50 33 421.09 22.51 1.912 0.56( 0.21) 0.38 217.9 414.00 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.00 = 4580.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 368.44 7.78 3.619 0.60( 0.24) 0.40 89.3 114.60 388.94 9.07 3.299 0.60( 0.24) 0.40 104.5 118.30 3 395.69 9.48 3.214 0.60( 0.24) 0.39 109.7 152.60 4 396.43 9.52 3.205 0.60( 0.24) 0.39 110.3 109.20 5 399.26 9.70 3.169 0.60( 0.24) 0.39 112.7 204.30 6 400.11 9.75 3.159 0.60( 0.24) 0.39 113.4 117.60 7 400.27 9.77 3.157 0.60( 0.24) 0.39 113.6 202.40 8 400.90 9.81 3.148 0.60( 0.24) 0.39 114.1 203.40 9 401.35 9.84 3.142 0.60( 0.24) 0.39 114.5 203.60 10 402.04 9.89 3.133 0.60( 0.24) 0.39 115.2 117.30 11 402.70 9.94 3.123 0.60( 0.24) 0.39 115.8 201.60 12 403.16 9.97 3.117 0.60( 0.24) 0.39 116.2 118.60 13 407.53 10.30 3.056 0.60( 0.24) 0.39 120.3 201.40 14 407.56 10.31 3.056 0.60( 0.24) 0.39 120.4 202.60 15 409.64 10.47 3.027 0.60( 0.24) 0.39 122.4 112.40 16 414.59 10.88 2.959 0.60( 0.24) 0.39 127.2 111.30 17 421.12 11.43 2.872 0.60( 0.24) 0.39 133.8 116.60 18 422.07 11.51 2.860 0.60( 0.24) 0.39 134.6 106.30 19 422.48 11.55 2.854 0.60( 0.24) 0.39 135.2 108.60 20 422.58 11.56 2.853 0.60( 0.24) 0.39 135.3 108.40 21 425.19 11.79 2.820 0.60( 0.23) 0.39 138.3 200.60 21 425.46 11.81 2.816 0.59( 0.23) 0.39 138.6 205.40 23 426.63 11.92 2.801 0.59( 0.23) 0.39 140.0 101.60 24 431.63 12.38 2.738 0.59( 0.23) 0.39 146.0 103.90 25 433.69 12.58 2.711 0.59( 0.23) 0.39 148.6 115.30 26 439.00 13.12 2.644 0.59( 0.23) 0.39 155.4 200.40 27 439.40 13.16 2.639 0.59( 0.23) 0.39 155.9 205.60 28 439.59 13.18 2.637 0.59( 0.23) 0.39 156.1 116.40 29 445.09 13.83 2.561 0.59( 0.23) 0.39 164.1 101.40 30 445.65 13.91 2.552 0.59( 0.23) 0.39 165.0 100.30 31 446.07 13.98 2.545 0.59( 0.23) 0.39 165.8 202.04 32 446.34 14.03 2.540 0.59( 0.23) 0.39 166.3 152.40 33 447.13 14.16 2.525 0.59( 0.23) 0.39 167.8 114.40 34 451.73 14.99 2.440 0.59( 0.23) 0.39 176.9 102.30 35 458.66 16.35 2.317 0.58( 0.23) 0.39 191.4 150.40 36 459.06 16.43 2.310 0.58( 0.23) 0.39 192.3 150.60 37 461.67 16.99 2.264 0.58( 0.23) 0.39 198.1 103.50 38 464.25 17.59 2.217 0.58( 0.23) 0.39 204.4 151.40 39 465.22 17.85 2.198 0.58( 0.23) 0.39 206.9 103.70 40 466.19 18.15 2.176 0.58( 0.22) 0.39 209.9 151.70 41 468.67 18.91 2.123 0.58( 0.22) 0.39 217.2 414.00 42 466.34 19.71 2.071 0.57( 0.22) 0.39 222.3 645.00 43 462.66 20.99 1.994 0.57( 0.22) 0.38 230.5 182.00 44 460.95 21.17 1.984 0.57( 0.22) 0.38 231.0 105.50 45 448.55 22.51 1.912 0.57( 0.22) 0.38 234.7 414.00 TOTAL AREA(ACRES) = 250.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 468.67 Tc(MIN.) = 18.914 EFFECTIVE AREA(ACRES) = 217.19 AREA -AVERAGED Fm(TNCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 250.10 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.00 = 4580.00 FEET. FLOW PROCESS FROM NODE--- 206.00 TO NODE 206.00 IS CODE = 12 ------------ ------------------------------------------ :» >>,CLEAR MEMORY BANK # 3 <<<<< ❑ CREATEDATE 2/3/2005 1:38 PM❑ ❑ FILENAME F25BULB.RES11 ❑ PAGE 96` FLOW PROCESS FROM NODE 206.00 TO NODE 206.01 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------- ELEVATION DATA: UPSTREAM(FEET) = 1032.39 DOWNSTREAM(FEET) = 1032.30 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 108.0 INCH PIPE IS 78.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.49 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUI4BER OF PIPES = 1 PIPE-FLOW(CFS) = 468.67 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 18.99 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.01 = 4624.00 FEET. FLOW PROCESS FROM NODE 206.01 TO NODE 206.01 IS CODE = 1 ---------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.99 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap = 0.39 EFFECTIVE STREAM AREA(ACRES) = 217.19 TOTAL STREAM AREA(ACRES) = 250.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 468.67 FLOW PROCESS FROM NODE 206.30 TO NODE 206.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< --------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 129.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.90 DOWNSTREAM(FEET) = 1049.77 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.175 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.156 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.20 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.68 31, Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 56 6.17 0.75 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.68 FLOW PROCESS FROM NODE 206.20 TO NODE 206.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) ««< ------------------------------ UPSTREAM ELEVATION(FEET) = 1049.77 DOWNSTREAM ELEVATION(FEET) = 1046.63 STREET LENGTH(FEET) = 495.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 I I &A ILIA " L-A k- 1 I I I I I I I I I I I I I I I I [ I L-. A L-A L-A L./ ❑ CREATEDATE 2/18/2005 5:39 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 970 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section (curb -to- curb) - 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.15 AVERAGE FLOW VELOCITY(FEET/SEC.) - 1.90 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 4.35 TC(MIN.) . 10.52 * 25 YEAR RAINFALL INTENSITY(INCH/HR) - 3.018 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 118-10 DWELLINGS/ACRE" B 1.53 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CFS) 3.74 EFFECTIVE AREA(ACRES) = 1.73 AREA -AVERAGED Fm(INCH/HR) - 0.31 AREA -AVERAGED Fp(INCH/HR) . 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) - 1.73 PEAK FLOW RATE(CFS) - 4.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) - 13.60 FLOW VELOCITY(FEET/SEC.) - 2.14 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 206.30 TO NODE 206.10 = 624.00 FEET. FLOW PROCESS FROM NODE 206.10 TO NODE 206.01 IS CODE . 31 ---------------------------------------------------------------------------- >>»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ==ELEVATION =DATA: SUPSTREAM(FEET) .a 1039.30 DOWNSTREAM (FEET) _= 1032.29 FLOW LENGTH(FEET) - 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.22 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.54 LONGEST FLOWPATH FROM NODE 206.30 TO NODE 206.01 . 649.00 FEET. FLOW PROCESS FROM NODE 206.01 TO NODE 206.01 IS CODE - 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ==STREAMS ====­=­= == =_=__..__.._.=______________ ___ ...... TOTAL NUMBER OF 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 10.54 RAINFALL INTENSITY(INCH/HR) - 3.01 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) - 0.75 AREA -AVERAGED Ap - 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.73 TOTAL STREAM AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.22 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 368.44 7.86 3.596 0.60( 0.24) 0.40 89.3 114.60 1 388.94 9.16 3.281 0.60( 0.24) 0.40 104.5 118.30 ❑ CREATEDATE 2/18/2005 5:39 PMD ❑ FILENAME F25BULB.RES❑ ❑ PAGE 98❑ 1 395.69 9.56 3.198 0.60( 0.24) 0.39 109.7 152.60 1 396.43 9.60 3.189 0.60( 0.24) 0.39 110.3 109.20 1 399.26 9.78 3.154 0.60( 0.24) 0.39 112.7 204.30 1 400.11 9.83 3.143 0.60( 0.24) 0.39 113.4 117.60 1 400.27 9.85 3.141 0.60( 0.24) 0.39 113.6 202.40 1 400.90 9.89 3.133 0.60( 0.24) 0.39 114.1 203.40 1 401.35 9.92 3.127 0.60( 0.24) 0.39 114.5 203.60 1 402.04 9.97 3.118 0.60( 0.24) 0.39 115.2 117.30 1 402.70 10.02 3.108 0.60( 0.24) 0.39 115.8 201.60 1 403.16 10.05 3.102 0.60( 0.24) 0.39 116.2 118.60 1 407.53 10.38 3.042 0.60( 0.24) 0.39 120.3 201.40 1 407.56 10.39 3.042 0.60( 0.24) 0.39 120.4 202.60 1 409.64 10.55 3.013 0.60( 0.24) 0.39 122.4 112.40 1 414.59 10.96 2.946 0.60( 0.24) 0.39 127.2 111.30 1 421.12 11.51 2.860 0.60( 0.24) 0.39 133.8 116.60 1 422.07 11.59 2.848 0.60( 0.24) 0.39 134.8 106.30 1 422.48 11.63 2.843 0.60( 0.24) 0.39 135.2 108.60 1 422.58 11.64 2.842 0.60( 0.24) 0.39 135.3 108.40 1 425.19 11.87 2.808 0.60( 0.23) 0.39 138.3 200.60 1 425.46 11.89 2.805 0.59( 0.23) 0.39 138.6 205.40 1 426.63 12.00 2.790 0.59( 0.23) 0.39 140.0 101.60 1 431.63 12.46 2.727 0.59( 0.23) 0.39 146.0 103.90 1 433.69 12.66 2.701 0.59( 0.23) 0.39 148.6 115.30 1 439.00 13.20 2.635 0.59( 0.23) 0.39 155.4 200.40 1 439.40 13.24 2.630 0.59( 0.23) 0.39 155.9 205.60 1 439.59 13.26 2.627 0.59( 0.23) 0.39 156.1 116.40 1 445.09 13.91 2.553 0.59( 0.23) 0.39 164.1 101.40 1 445.65 13.99 2.544 0.59( 0.23) 0.39 165.0 100.30 1 446.07 14.06 2.536 0.59( 0.23) 0.39 165.8 202.04 1 446.34 14.11 2.531 0.59( 0.23) 0.39 166.3 152.40 1 447.13 14.24 2.517 0.59( 0.23) 0.39 167.8 114.40 1 451.73 15.07 2.433 0.59( 0.23) 0.39 176.9 102.30 1 458.66 16.43 2.310 0.58( 0.23) 0.39 191.4 150.40 1 459.06 16.51 2.303 0.58( 0.23) 0.39 192.3 150.60 1 461.67 17.07 2.258 0.58( 0.23) 0.39 198.1 103.50 1 464.25 17.67 2.211 0.58( 0.23) 0.39 204.4 151.40 1 465.22 17.92 2.193 0.58( 0.23) 0.39 206.9 103.70 1 466.19 18.23 2.171 0.58( 0.22) 0.39 209.9 151.70 1 468.67 18.99 2.118 0.58( 0.22) 0.39 217.2 414.00 1 466.34 19.78 2.067 0.57( 0.22) 0.39 222.3 645.00 1 462.66 21.07 1.990 0.57( 0.22) 0.38 230.5 182.00 1 460.95 21.25 1.980 0.57( 0.22) 0.38 231.0 105.50 1 448.55 22.59 1.908 0.57( 0.22) 0.38 234.7 414.00 2 4.22 10.54 3.014 0.75( 0.31) 0.41 1.7 206.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 372.26 7.86 3.596 0.60( 0.24) 0.40 90.5 114.60 2 392.96 9.16 3.281 0.60( 0.24) 0.40 106.0 118.30 3 399.77 9.56 3.198 0.60( 0.24) 0.40 111.3 152.60 4 400.52 9.60 3.189 0.60( 0.24) 0.40 111.9 109.20 5 403.38 9.78 3.154 0.60( 0.24) 0.40 114.3 204.30 6 404.23 9.83 3.143 0.60( 0.24) 0.40 115.0 117.60 7 404.40 9.85 3.141 0.60( 0.24) 0.40 115.2 202.40 8 405.03 9.89 3.133 0.60( 0.24) 0.40 115.7 203.40 9 405.49 9.92 3.127 0.60( 0.24) 0.40 116.2 203.60 10 406.18 9.97 3.118 0.60( 0.24) 0.40 116.8 117.30 11 406.85 10.02 3.108 0.60( 0.24) 0.40 117.4 201.60 12 407.31 10.05 3.102 0.60( 0.24) 0.40 117.9 118.60 13 411.73 10.38 3.042 0.60( 0.24) 0.40 122.0 201.40 14 411.76 10.39 3.042 0.60( 0.24) 0.40 122.1 202.60 15 413.79 10.54 3.014 0.60( 0.24) 0.40 124.0 206.30 16 413.86 10.55 3.013 0.60( 0.24) 0.40 124.1 112.40 ❑ CREATEDATE 2/18/2005 5:39 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 99❑ 17 418.70 10.96 2.946 0.60( 0.24) 0.40 129.0 111.30 18 425.10 11.51 2.860 0.60( 0.24) 0.40 135.5 116.60 19 426.03 11.59 2.848 0.60( 0.24) 0.40 136.5 106.30 20 426.44 11.63 2.843 0.60( 0.24) 0.40 137.0 108.60 21 426.53 11.64 2.842 0.60( 0.24) 0.40 137.1 108.40 22 429.09 11.87 2.808 0.60( 0.24) 0.40 140.1 200.60 23 429.35 11.89 2.805 0.60( 0.24) 0.39 140.4 205.40 24 430.50 12.00 2.790 0.60( 0.24) 0.39 141.7 101.60 25 435.40 12.46 2.727 0.60( 0.24) 0.39 147.7 103.90 26 437.43 12.66 2.701 0.60( 0.23) 0.39 150.3 115.30 27 442.63 13.20 2.635 0.59( 0.23) 0.39 157.1 200.40 28 443.02 13.24 2.630 0.59( 0.23) 0.39 157.6 205.60 29 443.21 13.26 2.627 0.59( 0.23) 0.39 157.9 116.40 30 448.59 13.91 2.553 0.59( 0.23) 0.39 165.8 101.40 31 449.13 13.99 2.544 0.59( 0.23) 0.39 166.7 100.30 32 449.54 14.06 2.536 0.59( 0.23) 0.39 167.5 202.04 33 449.81 14.11 2.531 0.59( 0.23) 0.39 168.0 152.40 34 450.58 14.24 2.517 0.59( 0.23) 0.39 169.6 114.40 35 455.05 15.07 2.433 0.59( 0.23) 0.39 178.6 102.30 36 461.78 16.43 2.310 0.59( 0.23) 0.39 193.2 150.40 37 462.17 16.51 2.303 0.59( 0.23) 0.39 194.0 150.60 38 464.71 17.07 2.258 0.58( 0.23) 0.39 199.9 103.50 39 467.22 17.67 2.211 0.58( 0.23) 0.39 206.1 151.40 40 468.16 17.92 2.193 0.58( 0.23) 0.39 208.6 103.70 41 469.10 18.23 2.171 0.58( 0.23) 0.39 211.6 151.70 42 471.49 18.99 2.118 0.58( 0.22) 0.39 218.9 414.00 43 469.09 19.78 2.067 0.58( 0.22) 0.39 224.0 645.00 44 465.28 21.07 1.990 0.58( 0.22) 0.38 232.2 182.00 45 463.56 21.25 1.980 0.58( 0.22) 0.38 232.8 105.50 46 451.05 22.59 1.908 0.58( 0.22) 0.38 236.4 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 471.49 Tc(MIN.) = 18.99 EFFECTIVE AREA(ACRES) = 218.92 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 251.83 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.01 = 4624.00 FEET. ********k***x4WxxWW#*Wx***************x*x*WWk******************************* FLOW PROCESS FROM NODE 206.01 TO NODE 207.00 IS CODE = 31 ---------------------------------------------------------------------------- » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « <<< -------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1032.39 DOWNSTREAM (FEET) = 1032.17 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 96.0 INCH PIPE IS 74.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.30 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 471.49 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 19.09 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 207.00 = 4690.00 FEET. *W****W**WxxWx*kW********************W******W***kk**k***W***x*WR*******k**** FLOW PROCESS FROM NODE 207.00 TO NODE 401.00 IS CODE = 31 ---------------------------------------------------------------------------- >>»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-« >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « << ---------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1032.17 DOWNSTREAM (FEET) = 1030.64 FLOW LENGTH(FEET) = 810.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 108.0 INCH PIPE IS 81.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.18 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 471.49 PIPE TRAVEL TIME(MIN.) = 1.47 Tc(MIN.) = 20.56 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 401.00 = 5500.00 FEET. ❑ CREATEDATE 2/18/2005 5:39 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 100❑ **#****WWW*kkk*kkk*#WWW*WWW*WWW*xWW*xWWW***k**xWWWWWWW*******WW*x*Wx******** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «c ****WW*x*x*x*********#W*W*x*xWx*x*x**x***W*WWx*xWxW*****x**W****xWW*******#* FLOW PROCESS FROM NODE 207.40 TO NODE 204.30 IS CODE = 21 ----------- ----- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS- - >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 365.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.00 DOWNSTREAM(FEET) = 1049.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.594 �` Z * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.671 HALFSTREET FLOOD WIDTH(FEET) = 13.10 SUBAREA Tc AND LOSS RATE DATA(AMC II): AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.78 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 1.35 0.75 0.10 56 7.59 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SUBAREA RUNOFF(CFS) = 4.37 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) TOTAL AREA(ACRES) = 1.35 PEAK FLOW RATE(CFS) = 4.37 ++xk#*xWxW*W*xWWWxWx*W******x*xWx*#*WW4xWWWxx+++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 207.30 TO NODE 207.20 IS CODE = 61 ---------------------------------------------------------------------------- >>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA,< c< >>>>>(STANDARD CURB SECTION USED) « « UPSTREAM ELEVATION(FEET) = 1049.00 DOWNSTREAM ELEVATION(FEET) = 1047.20 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 J iI INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 3.65 Tc(MIN.) = 11.24 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.901 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.70 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.32 EFFECTIVE AREA(ACRES) = 3.05 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.05 PEAK FLOW RATE(CFS) = 7.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.04 FLOW VELOCITY(FEET/SEC.) = 1.86 DEPTH*VELOCITY(FT*FT/SEC.) = 0.76 11 L.. A L,.. ! k.: A L A L. A I I 11 I i I I I I I I I I I I ! I i! L, .A L. A L A ❑ CREATEDATE 2/18/2005 5:39 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 101 ❑ LONGEST FLOWPATH FROM NODE 207.40 TO NODE 207.20 - 755.00 FEET. #*fa*t##*Rt*t#**##***Rt***#***#**R##R*t#*RR##**tR#**tR##*ttR**Rf*R*ta**tf#*R FLOW PROCESS FROM NODE 207.20 TO NODE 207.10 IS CODE - 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>(STANDARD CURB SECTION USED)<<<<< == UPSTREAM ELEVATION(FEET)= 1047 10 DOWNSTREAMELEVATION(FEET)== 1045.50 STREET LENGTH(FEET) - 485.00 CURB HEIGHT(INCHES) - 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) - 15.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 2 Manning's FRICTION FACTOR for Streetflow Section (curb- to -curb) - 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) - 17.15 AVERAGE FLOW VELOCITY(FEET/SEC.) - 1.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 0.83 STREET FLOW TRAVEL TIME(MIN.) = 4.58 Tc(MIN.) = 15.83 * 25 YEAR RAINFALL INTENSITY(INCH/HR) - 2.363 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 2.93 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.93 SUBAREA RUNOFF(CFS) = 6.03 EFFECTIVE AREA(ACRES) 5.98 AREA -AVERAGED Fm(INCH/HR) - 0.07 AREA -AVERAGED Fp(INCH/HR) - 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.98 PEAK FLOW RATE(CFS) - 12.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.01 FLOW VELOCITY(FEET/SEC.) - 1.83 DEPTH*VELOCITY(FT*FT/SEC.) - 0.89 LONGEST FLOWPATH FROM NODE 207.40 TO NODE 207.10 - 1240.00 FEET. FLOW PROCESS FROM NODE 207.10 TO NODE 209.00 IS CODE - 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< == ELEVATIONDATA:UPSTREAM(FEET) = = =_ 1032.50 DOWNSTREAM (FEET) =1032 00 FLOW LENGTH(FEET) = 110.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 5.17 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.31 PIPE TRAVEL TIME(MIN.) - 0.35 Tc(MIN.) = 16.18 LONGEST FLOWPATH FROM NODE 207.40 TO NODE 209.00 - 1350.00 FEET. FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< =====2-==_______________=____ __ TOTAL NUMBER OF STREAMS CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 16.18 RAINFALL INTENSITY(INCH/HR) = 2.33 ❑ CREATEDATE 2/18/2005 5:39 PMD ❑ FILENAME F25BULB.RES❑ ❑ PAGE 1020 AREA -AVERAGED Fm(INCH/HR) - 0.07 AREA -AVERAGED FP(INCH/HR) - 0.75 AREA -AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 5.98 TOTAL STREAM AREA(ACRES) - 5.98 PEAK FLOW RATE(CFS) AT CONFLUENCE - 12.31 FLOW PROCESS FROM NODE 208.30 TO NODE 208.20 IS CODE - 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ............ =................................... INITIAL SUBAREA PLOW-LENGTH(FEET) = 195.00 ELEVATION DATA: UPSTREAM(FEET) - 1050.00 DOWNSTREAM(FEET) = 1049.00 Tc - K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.193 . 2- * 25 YEAR RAINFALL INTENSITY(INCH/HR) - 3.792 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.37 0.75 0.10 56 7.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) 0.37 PEAK FLOW RATE(CFS) - 1.24 f**Rt*R**ttafa*f***R#****R****f#***t**#*R#**t##***f#**R##*f*f##**f#**f##**## FLOW PROCESS FROM NODE 208.20 TO NODE 208.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »»>(STANDARD CURB SECTION USED)<<<<< ===== UPSTREAM ELEVATION(FEET)==1049.00DOWNSTREAM ELEVATION(FEET) ==1046 00 STREET LENGTH(FEET) = 555.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) - 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 S �* INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) - 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.54 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 0.85 STREET FLOW TRAVEL TIME(MIN.) = 4.53 Tc(MIN.) = 11.72 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.829 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CH COMMERCIAL B 6.27 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) - 6.27 SUBAREA RUNOFF(CFS) - 15.54 EFFECTIVE AREA(ACRES) = 6.64 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) - 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.64 PEAK FLOW RATE(CFS) = 16.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.49 HALFSTREET FLOOD WIDTH(FEET) - 18.37 FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 ❑ CREATEDATE 2/18/2005 5:39 PM❑ ❑ FILENAME F25BULB.RES❑ 0 PAGE 103❑ LONGEST FLOWPATH FROM NODE 208.30 TO NODE 208.10 = 750.00 FEET. FLOW PROCESS FROM NODE 208.10 TO NODE 208.10 IS CODE = 81 ---------------------------------------------------------------------------- » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------------------------- MAINLINE TC(MIN) = 11.72 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.829 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.37 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.37 SUBAREA RUNOFF(CFS) = 3.40 EFFECTIVE AREA(ACRES) = 8.01 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.01 PEAK FLOW RATE(CFS) = 19.85 *****xxx***x**x*x+**x«x*++*******x*x*x*xx+**x****+*+++******xxx**xx**+****+* FLOW PROCESS FROM NODE 208.10 TO NODE 209.00 IS CODE = 31 ---------------------------------------------------------------------------- >>> -COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « » »-USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< « ----------------------------------------------- ----------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1033.00 DOWNSTREAM (FEET) = 1032.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.76 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.85 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 11.94 LONGEST FLOWPATH FROM NODE 208.30 TO NODE 209.00 = 850.00 FEET. FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = 1 ---------------------------------------------------------------------------- » »-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« <<< -------------------- --- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.94 RAINFALL INTENSITY(INCH/HR) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 8.01 TOTAL STREAM AREA(ACRES) = 8.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.85 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 12.31 16.18 2 19.85 11.94 Intensity Fp(Fm) Ap Ae HEADWATER (INCH/HR) (INCH/HR) (ACRES) NODE 2.331 0.75( 0.07) 0.10 6.0 207.40 2.798 0.75( 0.07) 0.10 8.0 208.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 30.82 11.94 2.798 0.75( 0.07) 0.10 12.4 208.30 2 28.76 16.18 2.331 0.75( 0.07) 0.10 14.0 207.40 ❑ CREATEDATE 2/18/2005 5:39 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 104❑ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.82 Tc(MIN.) = 11.94 EFFECTIVE AREA(ACRES) = 12.42 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 13.99 LONGEST FLOWPATH FROM NODE 207.40 TO NODE 209.00 = 1350.00 FEET. FLOW PROCESS FROM NODE 209.00 TO NODE 401.00 IS CODE = 31 » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- -< >> >>-USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ELEVATION LOW)«-ELEVATION DATA: UPSTREAM(FEET) = 1033.00 DOWNSTREAM(FEET) = 1030.60 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.59 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.82 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 12.06 LONGEST FLOWPATH FROM NODE 207.40 TO NODE 401.00 = 1440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 11 ------ ---------------- » >>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY« « ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 30.82 12.06 2.782 0.75( 0.07) 0.10 12.4 208.30 2 28.76 16.30 2.321 0.75( 0.07) 0.10 14.0 207.40 LONGEST FLOWPATH FROM NODE 207.40 TO NODE 401.00 = 1440.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA -- STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 372.26 9.55 3.200 0.60( 0.24) 0.40 90.5 114.60 2 392.96 10.79 2.973 0.60( 0.24) 0.40 106.0 118.30 3 399.77 11.19 2.909 0.60( 0.24) 0.40 111.3 152.60 4 400.52 11.23 2.902 0.60( 0.24) 0.40 111.9 109.20 5 403.38 11.41 2.875 0.60( 0.24) 0.40 114.3 204.30 6 404.23 11.46 2.867 0.60( 0.24) 0.40 115.0 117.60 7 404.40 11.48 2.865 0.60( 0.24) 0.40 115.2 202.40 8 405.03 11.52 2.859 0.60( 0.24) 0.40 115.7 203.40 9 405.49 11.55 2.854 0.60( 0.24) 0.40 116.2 203.60 10 406.18 11.60 2.847 0.60( 0.24) 0.40 116.8 117.30 11 406.85 11.65 2.840 0.60( 0.24) 0.40 117.4 201.60 12 407.31 11.68 2.835 0.60( 0.24) 0.40 117.9 118.60 13 411.73 12.01 2.788 0.60( 0.24) 0.40 122.0 201.40 14 411.76 12.01 2.788 0.60( 0.24) 0.40 122.1 202.60 15 413.79 12.17 2.766 0.60( 0.24) 0.40 124.0 206.30 16 413.86 12.18 2.765 0.60( 0.24) 0.40 124.1 112.40 17 418.70 12.58 2.711 0.60( 0.24) 0.40 129.0 111.30 18 425.10 13.13 2.643 0.60( 0.24) 0.40 135.5 116.60 19 426.03 13.21 2.633 0.60( 0.24) 0.40 136.5 106.30 20 426.44 13.25 2.629 0.60( 0.24) 0.40 137.0 108.60 21 426.53 13.26 2.628 0.60( 0.24) 0.40 137.1 108.40 22 429.09 13.49 2.601 0.60( 0.24) 0.40 140.1 200.60 23 429.35 13.51 2.598 0.60( 0.24) 0.39 140.4 205.40 24 430.50 13.62 2.585 0.60( 0.24) 0.39 141.7 101.60 25 435.40 14.08 2.534 0.60( 0.24) 0.39 147.7 103.90 26 437.43 14.28 2.513 0.60( 0.23) 0.39 150.3 115.30 27 442.63 14.78 2.462 0.59( 0.23) 0.39 157.1 200.40 28 443.02 14.82 2.458 0.59( 0.23) 0.39 157.6 205.60 29 443.21 14.84 2.456 0.59( 0.23) 0.39 157.9 116.40 t! &A 1L. I I,.. I &_.. A & j, 1 I ! I t I i I t 1 i 1 L i t I a I &! ! I 1L A I. A ❑ CREATEDATE 2/18/2005 5:39 PMD ❑ FILENAME F25BULB.RES❑ ❑ PAGE 1050 30 448.59 15.49 2.393 0.59(0.23) 0.39 165.8 101.40 31 449.13 15.57 2.386 0.59( 0.23) 0.39 166.7 100.30 32 449.54 15.64 2.379 0.59( 0.23) 0.39 167.5 202.04 33 449.81 15.69 2.375 0.59( 0.23) 0.39 168.0 152.40 34 450.58 15.82 2.363 0.59( 0.23) 0.39 169.6 114.40 35 455.05 16.65 2.292 0.59( 0.23) 0.39 178.6 102.30 36 461.78 18.00 2.187 0.59( 0.23) 0.39 193.2 150.40 37 462.17 18.08 2.181 0.59( 0.23) 0.39 194.0 150.60 38 464.71 18.64 2.142 0.58( 0.23) 0.39 199.9 103.50 39 467.22 19.24 2.101 0.58( 0.23) 0.39 206.1 151.40 40 468.16 19.49 2.085 0.58( 0.23) 0.39 208.6 103.70 41 469.10 19.80 2.066 0.58( 0.23) 0.39 211.6 151.70 42 471.49 20.56 2.019 0.58( 0.22) 0.39 218.9 414.00 43 469.09 21.35 1.974 0.58( 0.22) 0.39 224.0 645.00 44 465.28 22.64 1.906 0.58( 0.22) 0.38 232.2 182.00 45 463.56 22.82 1.897 0.58( 0.22) 0.38 232.8 105.50 46 451.05 24.17 1.833 0.58( 0.22) 0.38 236.4 414.00 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 401.00 - 5500.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 400.43 9.55 3.200 0.60( 0.22) 0.37 100.4 114.60 2 422.50 10.79 2.973 0.60( 0.22) 0.37 117.1 118.30 3 429.72 11.19 2.909 0.60( 0.22) 0.37 122.8 152.60 4 430.51 11.23 2.902 0.60( 0.22) 0.37 123.4 109.20 5 433.55 11.41 2.875 0.60( 0.22) 0.37 126.1 204.30 6 434.46 11.46 2.867 0.60( 0.22) 0.37 126.9 117.60 7 434.64 11.48 2.865 0.60( 0.22) 0.37 127.0 202.40 8 435.31 11.52 2.859 0.60( 0.22) 0.37 127.6 203.40 9 435.80 11.55 2.854 0.60( 0.22) 0.37 128.1 203.60 10 436.54 11.60 2.847 0.60( 0.22) 0.37 128.8 117.30 11 437.26 11.65 2.840 0.60( 0.22) 0.37 129.4 201.60 12 437.76 11.68 2.835 0.60( 0.22) 0.37 129.9 118.60 13 442.50 12.01 2.788 0.60( 0.22) 0.37 134.4 201.40 14 442.53 12.01 2.788 0.60( 0.22) 0.37 134.4 202.60 15 443.13 12.06 2.782 0.60( 0.22) 0.37 135.0 208.30 16 444.55 12.17 2.766 0.60( 0.22) 0.37 136.5 206.30 17 444.61 12.18 2.765 0.60( 0.22) 0.37 136.6 112.40 18 449.26 12.58 2.711 0.60( 0.22) 0.37 141.6 111.30 19 455.40 13.13 2.643 0.60( 0.22) 0.37 148.3 116.60 20 456.29 13.21 2.633 0.60( 0.22) 0.37 149.4 106.30 21 456.68 13.25 2.629 0.60( 0.22) 0.37 149.8 108.60 22 456.76 13.26 2.628 0.60( 0.22) 0.37 149.9 108.40 23 459.22 13.49 2.601 0.60( 0.22) 0.37 153.0 200.60 24 459.47 13.51 2.598 0.60( 0.22) 0.37 153.3 205.40 25 460.57 13.62 2.585 0.60( 0.22) 0.37 154.7 101.60 26 465.24 14.08 2.534 0.60( 0.22) 0.37 160.9 103.90 27 467.17 14.28 2.513 0.60( 0.22) 0.37 163.6 115.30 28 472.13 14.78 2.462 0.60( 0.22) 0.37 170.5 200.40 29 472.50 14.82 2.458 0.60( 0.22) 0.37 171.1 205.60 30 472.68 14.84 2.456 0.60( 0.22) 0.37 171.3 116.40 31 477.75 15.49 2.393 0.60( 0.22) 0.37 179.5 101.40 32 478.25 15.57 2.386 0.60( 0.22) 0.37 180.5 100.30 33 478.63 15.64 2.379 0.60( 0.22) 0.37 181.3 202.04 34 478.87 15.69 2.375 0.60( 0.22) 0.37 181.8 152.40 35 479.57 15.82 2.363 0.59( 0.22) 0.37 183.4 114.40 36 481.92 16.30 2.321 0.59( 0.22) 0.37 188.8 207.40 37 483.44 16.65 2.292 0.59( 0.22) 0.37 192.6 102.30 38 488.82 18.00 2.187 0.59( 0.22) 0.37 207.2 150.40 39 489.14 18.08 2.181 0.59( 0.22) 0.37 208.0 150.60 40 491.17 18.64 2.142 0.59( 0.22) 0.37 213.9 103.50 41 493.17 19.24 2.101 0.58( 0.22) 0.37 220.1 151.40 42 493.90 19.49 2.085 0.58( 0.22) 0.37 222.6 103.70 43 494.59 19.80 2.066 0.58( 0.22) 0.37 225.6 151.70 44 496.39 20.56 2.019 0.58( 0.22) 0.37 232.9 414.00 45 493.41 21.35 1.974 0.58( 0.21) 0.37 238.0 645.00 ❑ CREATEDATE 2/18/2005 5:39 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 1060 46 488.73 22.64 1.906 0.58( 0.21) 0.37 246.2 182.00 47 486.89 22.82 1.897 0.58( 0.21) 0.37 246.8 105.50 48 473.56 24.17 1.833 0.58( 0.21) 0.36 250.4 414.00 TOTAL AREA(ACRES) = 265.82 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 496.39 Tc(MIN.) = 20.560 EFFECTIVE AREA(ACRES) - 232.91 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) . 0.58 AREA -AVERAGED Ap = 0.37 TOTAL AREA(ACRES) . 265.82 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 401.00 - 5500.00 FEET. FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 81 ------------------------------------------------------ - -------------------- » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< '===:==____ MAINLINE Tc(MIN) . 20 56 * 25 YEAR RAINFALL INTENSITY(INCH/HR) - 2.019 5 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.62 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Pp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) - 0.62 SUBAREA RUNOFF(CFS) 1.09 EFFECTIVE AREA(ACRES) = 233.53 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) - 0.58 AREA -AVERAGED Ap - 0.37 TOTAL AREA(ACRES) . 266.44 PEAK FLOW RATE(CFS) - 496.39 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE x++f#*wf**w*#**xf#x*f+**fx#*f#**#xx*f**xf xr*x#x**fr*+f#x*rrr+*xrx+fxr+fx++#x FLOW PROCESS FROM NODE 401.00 TO NODE 403.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ........ _................................ ___--... __.___.____.___.___.______= ELEVATION DATA: UPSTREAM(FEET) = 1030.60 DOWNSTREAM(FEET) = 1029.00 FLOW LENGTH(FEET) . 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 93.0 INCH PIPE IS 76.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 12.00 ESTIMATED PIPE DIAMETER(INCH) - 93.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 496.39 PIPE TRAVEL TIME NIN.) - 0.57 Tc(MIN.) - 21.13 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 403.00 = 5910.00 FEET. FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE - 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« << ..........=...................... _•__:_____'--_'--_---_---_ TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 21.13 RAINFALL INTENSITY(INCH/HR) - 1.99 AREA -AVERAGED Fm(INCH/HR) - 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap . 0.37 EFFECTIVE STREAM AREA(ACRES) - 233.53 TOTAL STREAM AREA(ACRES) - 266.44 PEAK FLOW RATE(CFS) AT CONFLUENCE - 496.39 ❑ CREATEDATE 2/18/2005 5:39 PM❑ ❑ FILENAME F25BULB.RES11 ❑ PAGE 10711 xxxxxxxxxxx«««x«x+x««x+«x«xxxx++x+xxxxx++++xx+++xxx«««««x«««««x«x+x««++xx+xx FLOW PROCESS FROM NODE 211.20 TO NODE 211.10 IS CODE = 21 ---------------------------------------------------------------------------- > » RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1049.00 DOWNSTREAM(FEET) = 1048.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)3**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.303 b * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.758 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.55 0.75 0.10 56 7.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 1.82 x+«++++«++«+x+xx«xx««xxxxxxxxx««xx««xx«««+xx«x«««+«x«x«««««««+««x««««««xx+++ FLOW PROCESS FROM NODE 211.10 TO NODE 211.00 IS CODE = 61 ---------------------------------------------------------------------------- » » COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « » » (STANDARD CURB SECTION USED) « — ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1048.00 DOWNSTREAM ELEVATION(FEET) = 1046.20 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 S DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.83 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 3.36 Tc(MIN.) = 10.66 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.994 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 3.81 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 3.81 SUBAREA RUNOFF(CFS) = 10.01 EFFECTIVE AREA(ACRES) = 4.36 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) = 11.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.28 FLOW VELOCITY(FEET/SEC.) = 2.07 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 211.20 TO NODE 211.00 = 570.00 FEET. FLOW PROCESS FROM NODE 211.00 TO NODE 403.00 IS CODE = 31 ---------------------------------------------------------------------------- »> >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«< < ❑ CREATEDATE 2/18/2005 5:39 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 108D >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « -------- - ------------------- ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1029.50 DOWNSTREAM(FEET) = 1029.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.31 ESTIMATED PIPE DIAMETER(INCH) - 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.45 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 10.98 LONGEST FLOWPATH FROM NODE 211.20 TO NODE 403.00 = 670.00 FEET. x+xxxxxxxxxxxxxxx««xx«xxxxxxxxxxxxxx«xxx++xxxx«xxx«+««xxxx««xxxxxxxxx+x++xxx FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- << >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES—— TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.98 RAINFALL INTENSITY(INCH/HR) = 2.94 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 4.36 TOTAL STREAM AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.45 ** CONFLUENCE DATA - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 400.43 10.14 3.086 0.60(0.22) 0.36 101.0 114.60 1 422.50 11.38 2.880 0.60( 0.22) 0.37 117.7 118.30 1 429.72 11.77 2.822 0.60( 0.22) 0.37 123.4 152.60 1 430.51 11.82 2.815 0.60( 0.22) 0.37 124.1 109.20 1 433.55 11.99 2.790 0.60( 0.22) 0.37 126.7 204.30 1 434.46 12.05 2.783 0.60( 0.22) 0.37 127.5 117.60 1 434.64 12.06 2.781 0.60( 0.22) 0.37 127.6 202.40 1 435.31 12.10 2.776 0.60( 0.22) 0.37 128.2 203.40 1 435.80 12.13 2.771 0.60( 0.22) 0.37 128.7 203.60 1 436.54 12.18 2.764 0.60( 0.22) 0.37 129.4 117.30 1 437.26 12.23 2.758 0.60( 0.22) 0.37 130.1 201.60 1 437.76 12.26 2.753 0.60( 0.22) 0.37 130.5 118.60 1 442.50 12.59 2.710 0.60( 0.22) 0.37 135.0 201.40 1 442.53 12.60 2.709 0.60( 0.22) 0.37 135.1 202.60 1 443.13 12.64 2.704 0.60( 0.22) 0.37 135.6 208.30 1 444.55 12.75 2.689 0.60( 0.22) 0.37 137.1 206.30 1 444.61 12.76 2.689 0.60( 0.22) 0.37 137.2 112.40 1 449.26 13.16 2.639 0.60( 0.22) 0.37 142.2 111.30 1 455.40 13.70 2.576 0.60( 0.22) 0.37 148.9 116.60 1 456.29 13.78 2.567 0.60( 0.22) 0.37 150.0 106.30 1 456.68 13.82 2.563 0.60( 0.22) 0.37 150.5 108.60 1 456.76 13.83 2.562 0.60( 0.22) 0.37 150.6 108.40 1 459.22 14.06 2.537 0.60( 0.22) 0.37 153.6 200.60 1 459.47 14.08 2.534 0.60( 0.22) 0.37 153.9 205.40 1 460.57 14.19 2.522 0.60( 0.22) 0.37 155.4 101.60 1 465.24 14.65 2.475 0.60( 0.22) 0.37 161.5 103.90 1 467.17 14.85 2.455 0.60( 0.22) 0.37 164.2 115.30 1 472.13 15.35 2.406 0.60( 0.22) 0.37 171.2 200.40 1 472.50 15.39 2.403 0.60( 0.22) 0.37 171.7 205.60 1 472.68 15.41 2.401 0.60( 0.22) 0.37 171.9 116.40 1 477.75 16.06 2.342 0.60( 0.22) 0.37 180.1 101.40 1 478.25 16.14 2.335 0.60( 0.22) 0.37 181.1 100.30 1 478.63 16.21 2.329 0.60( 0.22) 0.37 181.9 202.04 1 478.87 16.26 2.325 0.60( 0.22) 0.37 182.4 152.40 1 479.57 16.39 2.313 0.59( 0.22) 0.37 184.0 114.40 1 481.92 16.87 2.274 0.59( 0.22) 0.37 189.4 207.40 & i IL 1 k i & A IL" A IL, A ! 1 t l t 1 ! 1 a V t 1 a 1 t o & A a A 1 I i A a ❑ CREATEDATE 2/18/2005 5:39 PMD ❑ FILENAME F25BULB.RES❑ ❑ PAGE 1090 1 483.44 17.22 2.246 0.59( 0.22) 0.37 193.2 102.30 1 488.82 18.57 2.146 0.59( 0.22) 0.37 207.8 150.40 1 489.14 18.65 2.141 0.59( 0.22) 0.37 208.7 150.60 1 491.17 19.21 2.103 0.59( 0.22) 0.37 214.5 103.50 1 493.17 19.81 2.065 0.58( 0.22) 0.37 220.7 151.40 1 493.90 20.06 2.049 0.58( 0.22) 0.37 223.3 103.70 1 494.59 20.37 2.031 0.58( 0.22) 0.37 226.2 151.70 1 496.39 21.13 1.986 0.58( 0.21) 0.37 233.5 414.00 1 493.41 21.92 1.943 0.58( 0.21) 0.37 238.6 645.00 1 488.73 23.21 1.878 0.58( 0.21) 0.37 246.8 182.00 1 486.89 23.39 1.869 0.58( 0.21) 0.37 247.4 105.50 1 473.56 24.74 1.807 0.58( 0.21) 0.36 251.1 414.00 2 11.45 10.98 2.942 0.75( 0.07) 0.10 4.4 211.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 411.54 10.14 3.086 0.61( 0.21) 0.35 105.0 114.60 2 426.84 10.98 2.942 0.61( 0.22) 0.36 116.7 211.20 3 433.70 11.38 2.880 0.61( 0.22) 0.36 122.1 118.30 4 440.69 11.77 2.822 0.60( 0.22) 0.36 127.8 152.60 5 441.46 11.82 2.815 0.60( 0.22) 0.36 128.4 109.20 6 444.40 11.99 2.790 0.60( 0.22) 0.36 131.0 204.30 7 445.28 12.05 2.783 0.60( 0.22) 0.36 131.8 117.60 8 445.45 12.06 2.781 0.60( 0.22) 0.36 132.0 202.40 9 446.10 12.10 2.776 0.60( 0.22) 0.36 132.6 203.40 10 446.57 12.13 2.771 0.60( 0.22) 0.36 133.0 203.60 11 447.29 12.18 2.764 0.60( 0.22) 0.36 133.7 117.30 12 447.98 12.23 2.758 0.60( 0.22) 0.36 134.4 201.60 13 448.46 12.26 2.753 0.60( 0.22) 0.36 134.9 118.60 14 453.03 12.59 2.710 0.60( 0.22) 0.36 139.4 201.40 15 453.06 12.60 2.709 0.60( 0.22) 0.36 139.4 202.60 16 453.63 12.64 2.704 0.60( 0.22) 0.36 140.0 208.30 17 455.00 12.75 2.689 0.60( 0.22) 0.36 141.5 206.30 18 455.06 12.76 2.689 0.60( 0.22) 0.36 141.5 112.40 19 459.51 13.16 2.639 0.60( 0.22) 0.36 146.6 111.30 20 465.39 13.70 2.576 0.60( 0.22) 0.36 153.3 116.60 21 466.24 13.78 2.567 0.60( 0.22) 0.36 154.3 106.30 22 466.62 13.82 2.563 0.60( 0.22) 0.36 154.8 108.60 23 466.70 13.83 2.562 0.60( 0.22) 0.36 154.9 108.40 24 469.05 14.06 2.537 0.60( 0.22) 0.36 158.0 200.60 25 469.29 14.08 2.534 0.60( 0.22) 0.36 158.3 205.40 26 470.34 14.19 2.522 0.60( 0.22) 0.36 159.7 101.60 27 474.83 14.65 2.475 0.60( 0.22) 0.36 165.9 103.90 28 476.68 14.85 2.455 0.60( 0.22) 0.36 168.5 115.30 29 481.44 15.35 2.406 0.60( 0.22) 0.36 175.5 200.40 30 481.80 15.39 2.403 0.60( 0.22) 0.36 176.1 205.60 31 481.97 15.41 2.401 0.60( 0.22) 0.36 176.3 116.40 32 486.80 16.06 2.342 0.60( 0.22) 0.36 184.5 101.40 33 487.28 16.14 2.335 0.60( 0.22) 0.36 185.4 100.30 34 487.63 16.21 2.329 0.60( 0.22) 0.36 186.3 202.04 35 487.86 16.26 2.325 0.60( 0.22) 0.36 186.8 152.40 36 488.52 16.39 2.313 0.60( 0.22) 0.36 188.3 114.40 37 490.71 16.87 2.274 0.59( 0.22) 0.36 193.7 207.40 38 492.11 17.22 2.246 0.59( 0.22) 0.36 197.6 102.30 39 497.10 18.57 2.146 0.59( 0.21) 0.36 212.1 150.40 40 497.40 18.65 2.141 0.59( 0.21) 0.36 213.0 150.60 41 499.28 19.21 2.103 0.59( 0.21) 0.36 218.8 103.50 42 501.12 19.81 2.065 0.59( 0.21) 0.36 225.1 151.40 43 501.79 20.06 2.049 0.58( 0.21) 0.37 227.6 103.70 44 502.40 20.37 2.031 0.58( 0.21) 0.37 230.6 151.70 45 504.03 21.13 1.986 0.58( 0.21) 0.37 237.9 414.00 46 500.87 21.92 1.943 0.58( 0.21) 0.36 243.0 645.00 47 495.93 23.21 1.878 0.58( 0.21) 0.36 251.2 182.00 ❑ CREATEDATE 2/18/2005 5:39 PMO ❑ FILENAME F25BULB.RES❑ ❑ PAGE 1100 48 494.05 23.39 1.869 0.58( 0.21) 0.36 251.7 105.50 49 480.48 24.74 1.807 0.58( 0.21) 0.36 255.4 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 504.03 Tc(MIN.) - 21.13 EFFECTIVE AREA(ACRES) - 237.89 AREA -AVERAGED Fm(INCH/HR) - 0.21 AREA -AVERAGED Fp(INCH/HR) - 0.58 AREA -AVERAGED Ap - 0.37 TOTAL AREA(ACRES) - 270.80 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 403.00 = 5910.00 FEET. ... ................... =.......... _...... _:______________________________�___ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 270.80 TC(MIN.) 21.13 EFFECTIVE AREA(ACRES) = 237.89 AREA -AVERAGED Fm(INCH/HR)= 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap = 0.37 PEAK FLOW RATE(CFS) = 504.03 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 411.54 10.14 3.086 0.61( 0.21) 0.35 105.0 114.60 2 426.84 10.98 2.942 0.61( 0.22) 0.36 116.7 211.20 3 433.70 11.38 2.880 0.61( 0.22) 0.36 122.1 118.30 4 440.69 11.77 2.822 0.60( 0.22) 0.36 127.8 152.60 5 441.46 11.82 2.815 0.60( 0.22) 0.36 128.4 109.20 6 444.40 11.99 2.790 0.60( 0.22) 0.36 131.0 204.30 7 445.28 12.05 2.783 0.60( 0.22) 0.36 131.8 117.60 8 445.45 12.06 2.781 0.60( 0.22) 0.36 132.0 202.40 9 446.10 12.10 2.776 0.60( 0.22) 0.36 132.6 203.40 10 446.57 12.13 2.771 0.60( 0.22) 0.36 133.0 203.60 11 447.29 12.18 2.764 0.60( 0.22) 0.36 133.7 117.30 12 447.98 12.23 2.758 0.60( 0.22) 0.36 134.4 201.60 13 448.46 12.26 2.753 0.60( 0.22) 0.36 134.9 118.60 14 453.03 12.59 2.710 0.60( 0.22) 0.36 139.4 201.40 15 453.06 12.60 2.709 0.60( 0.22) 0.36 139.4 202.60 16 453.63 12.64 2.704 0.60( 0.22) 0.36 140.0 208.30 17 455.00 12.75 2.689 0.60( 0.22) 0.36 141.5 206.30 18 455.06 12.76 2.689 0.60( 0.22) 0.36 141.5 112.40 19 459.51 13.16 2.639 0.60( 0.22) 0.36 146.6 111.30 20 465.39 13.70 2.576 0.60( 0.22) 0.36 153.3 116.60 21 466.24 13.78 2.567 0.60( 0.22) 0.36 154.3 106.30 22 466.62 13.82 2.563 0.60( 0.22) 0.36 154.8 108.60 23 466.70 13.83 2.562 0.60( 0.22) 0.36 154.9 108.40 24 469.05 14.06 2.537 0.60( 0.22) 0.36 158.0 200.60 25 469.29 14.08 2.534 0.60( 0.22) 0.36 158.3 205.40 26 470.34 14.19 2.522 0.60( 0.22) 0.36 159.7 101.60 27 474.83 14.65 2.475 0.60( 0.22) 0.36 165.9 103.90 28 476.68 14.85 2.455 0.60( 0.22) 0.36 168.5 115.30 29 481.44 15.35 2.406 0.60( 0.22) 0.36 175.5 200.40 30 481.80 15.39 2.403 0.60( 0.22) 0.36 176.1 205.60 31 481.97 15.41 2.401 0.60( 0.22) 0.36 176.3 116.40 32 486.80 16.06 2.342 0.60( 0.22) 0.36 184.5 101.40 33 487.28 16.14 2.335 0.60( 0.22) 0.36 185.4 100.30 34 487.63 16.21 2.329 0.60( 0.22) 0.36 186.3 202.04 35 487.86 16.26 2.325 0.60( 0.22) 0.36 186.8 152.40 36 488.52 16.39 2.313 0.60( 0.22) 0.36 188.3 114.40 37 490.71 16.87 2.274 0.59( 0.22) 0.36 193.7 207.40 38 492.11 17.22 2.246 0.59( 0.22) 0.36 197.6 102.30 39 497.10 18.57 2.146 0.59( 0.21) 0.36 212.1 150.40 40 497.40 18.65 2.141 0.59( 0.21) 0.36 213.0 150.60 41 499.28 19.21 2.103 0.59( 0.21) 0.36 218.8 103.50 42 501.12 19.81 2.065 0.59( 0.21) 0.36 225.1 151.40 43 501.79 20.06 2.049 0.58( 0.21) 0.37 227.6 103.70 44 502.40 20.37 2.031 0.58( 0.21) 0.37 230.6 151.70 45 504.03 21.13 1.986 0.58( 0.21) 0.37 237.9 414.00 46 500.87 21.92 1.943 0.58( 0.21) 0.36 243.0 645.00 47 495.93 23.21 1.878 0.58( 0.21) 0.36 251.2 182.00 48 494.05 23.39 1.869 0.58( 0.21) 0.36 251.7 105.50 ❑ CREATEDATE 2/18/2005 5:39 PM❑ ❑ FILENAME F25BULB.RES❑ ❑ PAGE 111 ❑ 49 480.48 24.74 1.807 0.58( 0.21) 0.36 255.4 414.00 ------------------------- END OF RATIONAL METHOD ANALYSIS I I[IL I k r k i r i L i t 1 t 1! i I 1 ❑ CREATEDATE 2/3/2005 2:10 PMO ❑ FILENAME F100AULB.RES0 ❑ PAGE 1 ❑ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1264 Analysis prepared by: RBF Consulting 14725 Alton Parkway Irvine, CA 92618 ❑❑❑❑❑❑❑❑MDODDO❑❑❑❑00❑OD[IDD DDOOD❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑OD❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑❑0❑ f##*#f*x#x*f*#*rxx***#f##f DESCRIPTION OF STUDY ************************** * Ultimate B - Line I - 100 yr run soil B * 11/16/04 hi C) 4OV *RR*###R*#f****fR**wRf R*#xxx#carr***#*f*#k*#x*•#fxk*#*fk##**ff*kk###x##w*# FILE NAME: F100AULB.DAT TIME/DATE OF STUDY: 14:10 02/03/2005 = USER =SPECIFIED HYDROLOGY =AND HYDRAULIC MODEL INFORMATION==_____________ _ --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100.00 FLOW PROCESS FROM NODE 300.70 TO NODE 300.60 IS CODE = SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <<< SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* ======a85 ====______ ......................................... INITIALSUBAREA FLOW-LENGTH(FEET) = 00 SLOPE OF INTENSITY DURATION CURVE (LOG (I;IN/HR) vs. LOG(TC;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) - 1.3300 Tc - K*((LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 =30.0 = == .018/0.018/0.020 == 20.0 0 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth . 0.00 FEET DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) INSIDE STREET CROSSFALL(DECIMAL) 0.020 2. (Depth)* (velocity) Constraint . 6.0 (FT*FT/S) OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED a ■ a B at a a I a. ■ a i IL ■ IL ❑ CREATEDATE 2/3/2005 2:10 PMD ❑ FILENAME F100AULB.RES❑ FLOW PROCESS FROM NODE 300.70 TO NODE 300.60 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <<< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 ======a85 ====______ ......................................... INITIALSUBAREA FLOW-LENGTH(FEET) = 00 SUBAREA RUNOFF(CFS) = 0.47 ELEVATION DATA: UPSTREAM(FEET) - 1066.50 DOWNSTREAM(FEET) - 1066.00 Tc - K*((LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 2 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 5.020 J *� * 100 YEAR RAINFALL INTENSITY(INCH/HR) - 5.893 »» >(STANDARD CURB SECTION USED)<< «< SUBAREA Tc AND LOSS RATE DATA(AMC III): ................. _..... _........ __.... _____... ______=_____._____________-___ UPSTREAM ELEVATION(FEET) = 1066.00 DOWNSTREAM ELEVATION(FEET) DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) a ■ a B at a a I a. ■ a i IL ■ IL ❑ CREATEDATE 2/3/2005 2:10 PMD ❑ FILENAME F100AULB.RES❑ ❑ PAGE 20 COMMERCIAL B -0.09 0.45 0.10 76 5.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA RUNOFF(CFS) = 0.47 TOTAL AREA(ACRES) 0.09 PEAK FLOW RATE(CFS) = 0.47 FLOW PROCESS FROM NODE 300.60 TO NODE 300.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »» >(STANDARD CURB SECTION USED)<< «< ................. _..... _........ __.... _____... ______=_____._____________-___ UPSTREAM ELEVATION(FEET) = 1066.00 DOWNSTREAM ELEVATION(FEET) = 1059.00 STREET LENGTH(FEET) - 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 4 3 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.35 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 4.02 Tc(MIN.) = 9.04 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.141 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 118-10 DWELLINGS/ACRE" B 1.37 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.40 SUBAREA AREA(ACRES) - 1.37 SUBAREA RUNOFF(CFS) = 4.88 EFFECTIVE AREA(ACRES) 1.46 AREA -AVERAGED FM(INCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap - 0.38 TOTAL AREA(ACRES) = 1.46 PEAK FLOW RATE(CFS) = 5.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.17 FLOW VELOCITY(FEET/SEC.) - 2.81 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 300.10 = 685.00 FEET. **f**R**f#f**#**#*x*f*#f*f##x**##f*#****##*f*****#**************#*********** FLOW PROCESS FROM NODE 300.10 TO NODE 300.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) - 1052.16 DOWNSTREAM(FEET) - 1051.73 FLOW LENGTH(FEET) - 21.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.44 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.22 PIPE TRAVEL TIME(MIN.) - 0.05 Tc(MIN.) = 9.08 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 300.00 = 706.00 FEET. FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1 ---------------------------------------------------------------------------- n ❑ CREATEDATE 2/3/2005 2:10 PM❑ ❑ FILENAME F100AULB.RES❑ ❑ PAGE 30 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.08 RAINFALL INTENSITY(INCH/HR) = 4.13 AREA -AVERAGED Fm(INCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap - 0.38 EFFECTIVE STREAM AREA(ACRES) = 1.46 TOTAL STREAM AREA(ACRES) = 1.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.22 FLOW PROCESS FROM NODE 300.50 TO NODE 300.40 IS CODE = 21 ---------------------------------------------------------------------------- > >»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ­ INITIAL SUBAREA FLOW-LENGTH(FEET) = 154.00 ELEVATION DATA: UPSTREAM(FEET) = 1063.10 DOWNSTREAM(FEET) = 1060.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 '� Lj �' I SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.763 Il * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.928 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 115-7 DWELLINGS/ACRE" B 0.23 0.45 0.50 76 6.76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) 0.97 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 0.97 FLOW PROCESS FROM NODE 300.40 TO NODE 300.30 IS CODE = 61 ------------------------------------------------------------------- > >>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « >>> >(STANDARD CURB SECTION USED)<< «< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1060.80 DOWNSTREAM ELEVATION(FEET) = 1059.29 STREET LENGTH(FEET) = 143.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 q I INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.38 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) - 1.00 Tc(MIN.) = 7.76 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.536 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 118-10 DWELLINGS/ACRE" B 1.04 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 ❑ CREATEDATE 2/3/2005 2:10 PM❑ ❑ FILENAME F100AULB.RES❑ ❑ PAGE 4❑ SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 4.08 EFFECTIVE AREA(ACRES) = 1.27 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) = 4.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.17 FLOW VELOCITY(FEET/SEC.) = 2.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 300.50 TO NODE 300.30 = 297.00 FEET. FLOW PROCESS FROM NODE 300.30 TO NODE 300.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- -< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1052.46 DOWNSTREAM(FEET) = 1051.73 FLOW LENGTH(FEET) = 138.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.42 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.97 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 8.28 LONGEST FLOWPATH FROM NODE 300.50 TO NODE 300.00 = 435.00 FEET. FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1 ---------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.28 RAINFALL INTENSITY(INCH/HR) = 4.36 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 1.27 TOTAL STREAM AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.97 FLOW PROCESS FROM NODE 300.90 TO NODE 300.80 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) - 145.00 ELEVATION DATA: UPSTREAM(FEET) = 1063.50 DOWNSTREAM(FEET) = 1060.76 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 I SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.298 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.143 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.23 0.45 0.50 76 6.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 1.02 FLOW PROCESS FROM NODE 300.80 TO NODE 300.20 IS CODE = 61 ---------------------------------------------------------------------------- >>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA--« 11 k 1 i i ILA Ire .1 k i t 1 t 1 t 1 [ 1 o CREATEDATE 2/3/2005 2:10 PMO ❑ FILENAME F100AULB.RES❑ ❑ PAGE 50 >>>>>(STANDARD CURB SECTION USED) « <<< ................................ = ii UPSTREAMELEVATION(FEET) =1060.76DOWNSTREAM ELEVATION(FEET) 1059.00 STREET LENGTH(FEET) - 270.00 CURB HEIGHT(INCHES) - 6.0 STREET HALFWIDTH(FEET) . 20.00 DISTANCE PROM CROWN TO CROSSFALL GRADEBREAK(FEET) - 15.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) . 0.38 HALFSTREET FLOOD WIDTH(FEET) . 12.88 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 0.80 STREET FLOW TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) - 8.45 * 100 YEAR RAINFALL INTENSITY(INCH/HR) - 4.313 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.45 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.40 SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) 5.39 EFFECTIVE AREA(ACRES) = 1.68 AREA -AVERAGED FM(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) . 0.45 AREA -AVERAGED Ap - 0.41 TOTAL AREA(ACRES) - 1.68 PEAK FLOW RATE(CFS) - 6.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.84 FLOW VELOCITY(FEET/SEC.) - 2.37 DEPTH*VELOCITY(FT*FT/SEC.) - 1.05 LONGEST FLOWPATH FROM NODE 300.90 TO NODE 300.20 - 415.00 FEET. FLOW PROCESS FROM NODE 300.20 TO NODE 300.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< = ELEVATION DATA UPSTREAM(FEET)== = = 1055.17 DOWNSTREAM(FEET)1051.73 FLOW LENGTH(FEET) - 30.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.58 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.24 PIPE TRAVEL TIME(MIN.) . 0.03 Tc(MIN.) - 8.48 LONGEST FLOWPATH FROM NODE 300.90 TO NODE 300.00 = 445.00 FEET. FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =.ss.=...sass=...=..===.=sass=........x--ax---ax---........sax---=s=----_--- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.48 RAINFALL INTENSITY(INCH/HR) - 4.30 AREA -AVERAGED Fm(INCH/HR) . 0.19 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap . 0.41 li I R a t i ■ a t l IL ❑ CREATEDATE 2/3/2005 2:10 PMD ❑ FILENAME F100AULB.RES0 ❑ PAGE 60 EFFECTIVE STREAM AREA(ACRES) = 1.68 TOTAL STREAM AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.24 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.22 9.08 4.128 0.45( 0.17) 0.38 1.5 300.70 2 4.97 8.28 4.363 0.45( 0.19) 0.42 1.3 300.50 3 6.24 8.48 4.302 0.45( 0.19) 0.41 1.7 300.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 16.19 8.28 4.363 0.45( 0.18) 0.40 4.2 300.50 2 16.22 8.48 4.302 0.45( 0.18) 0.40 4.3 300.90 3 15.88 9.08 4.128 0.45( 0.18) 0.40 4.4 300.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.22 Tc(MIN.) = 8.48 EFFECTIVE AREA(ACRES) 4.31 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) - 4.41 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 300.00 = 706.00 FEET. FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE - 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)- -< ........ =.......... =.... =.... ............. -... --__-_------_---=----===--==== ELEVATION DATA: UPSTREAM(FEET) - 1051.73 DOWNSTREAM(FEET) = 1047.17 FLOW LENGTH(FEET) = 485.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 7.32 ESTIMATED PIPE DIAMETER(INCH) - 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 16.22 PIPE TRAVEL TIME(MIN.) - 1.10 Tc(MIN.) = 9.58 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 301.00 = 1191.00 FEET. FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.58 RAINFALL INTENSITY(INCH/HR) - 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap - 0.40 EFFECTIVE STREAM AREA(ACRES) - 4.31 TOTAL STREAM AREA(ACRES) = 4.41 PEAK FLOW RATE(CFS) AT CONFLUENCE - 16.22 FLOW PROCESS FROM NODE 301.60 TO NODE 301.50 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ................. =............ =... -__-... --... ===... --=----_-----_------_--- INITIAL SUBAREA FLOW-LENGTH(FEET) - 123.00 ELEVATION DATA: UPSTREAM(FEET) = 1063.10 DOWNSTREAM(FEET) = 1060.25 ❑ CREATEDATE 2/3/2005 2:10 PM❑ ❑ FILENAME F100AULB.RES❑ ❑ PAGE 7❑ Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 •It�l SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.661 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.483 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 115-7 DWELLINGS/ACRE" B 0.14 0.45 0.50 76 5.66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.66 xxxr«x+rrrrx#««r«rrr«««rrrxx###x««rrrr##x###««rxr##xxxxx#«««*xrxxxxxxx«««««« FLOW PROCESS FROM NODE 301.50 TO NODE 301.10 IS CODE = 61 ---------------------------------------------------------------------------- >>> >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « » » (STANDARD CURB SECTION USED)<< «< UPSTREAM ELEVATION(FEET) = 1060.25 DOWNSTREAM ELEVATION(FEET) = 1058.26 STREET LENGTH(FEET) = 238.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 i.+(� INSIDE STREET CROSSFALL(DECIMAL) = 0.020 t� L OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 2.04 Tc(MIN.) = 7.71 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.557 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "S-10 DWELLINGS/ACRE" B 0.56 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.56 SUBAREA RUNOFF(CFS) = 2.21 EFFECTIVE AREA(ACRES) = 0.70 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.79 FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 301.60 TO NODE 301.10 = 361.00 FEET. **#x##f«f#rr###xxf«rxf#xr###r#x#x###rr####«##««#+*#***+x*********#xxxxxx#«+« FLOW PROCESS FROM NODE 301.10 TO NODE 301.00 IS CODE = 31 ---------------------------------------------------------------------------- » » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- << >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<< < ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1047.93 DOWNSTREAM (FEET) = 1047.17 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.08 ❑ CREATEDATE 2/3/2005 2:10 PM 1] ❑ FILENAME F100AULB.RES0 ❑ PAGE 81-, ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.75 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 7.82 LONGEST FLOWPATH FROM NODE 301.60 TO NODE 301.00 = 401.00 FEET. FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL-------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.82 RAINFALL INTENSITY(INCH/HR) = 4.52 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 0.70 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.75 #*x**fff«#*x#*xx#x#f***#xxx***#«**x*#xx*f«f*f+*#f**««f«+#*++++«###ff##+#++++ FLOW PROCESS FROM NODE 301.40 TO NODE 301.30 IS CODE = 21 ---------------------------------------------------------------------------- » >>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00 ELEVATION DATA: UPSTREAM(FEET) = 1062.40 DOWNSTREAM(FEET) = 1060.46 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.606 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.592 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.30 0.45 0.50 76 7.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.18 #xx#***#r*x*#*#x#x#ff*******xx*#fx#*******x*xf««#*****#***f««#«««««#####++++ FLOW PROCESS FROM NODE 301.30 TO NODE 301.20 IS CODE = 61 ---------------------------------------------------------------------------- » >>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « » >>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1060.46 DOWNSTREAM ELEVATION(FEET) = 1058.48 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 4 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 2.91 Tc(MIN.) = 10.52 I 1 k A 9. ! k, I & I k I i 1 t 1 t 1 ❑ CREATEDATE 2/3/2005 2:10 PM❑ ❑ FILENAME F100AULB.RES❑ ❑ PAGE 90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) . 3.780 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 2.10 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap • 0.40 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) - 6.80 EFFECTIVE AREA(ACRES) = 2.40 AREA -AVERAGED Fm(INCH/HR) - 0.19 AREA -AVERAGED Fp(INCH/HR) . 0.45 AREA -AVERAGED Ap - 0.41 TOTAL AREA(ACRES) . 2.40 PEAK FLOW RATE(CFS) = 7.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) . 0.48 HALFSTREET FLOOD WIDTH(FEET) - 17.87 FLOW VELOCITY(FEET/SEC.) - 2.34 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 301.40 TO NODE 301.20 - 537.00 FEET. FLOW PROCESS FROM NODE 301.20 TO NODE 301.00 IS CODE - 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLAW) ««< ELEVATION DATA:s== UPSTREAM(FEET)•1051.15 DOWNSTREAM (FEET) _= 1047.17 FLOW LENGTH(FEET) . 27.00 MANNING'S N • 0.013 ESTIMATED PIPE DIAMET9;R(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.97 ESTIMATED PIPE DIAMETER(INCH) . 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) • 7.76 PIPE TRAVEL TIME(MIN.) - 0.03 Tc(MIN.) - 10.55 LONGEST FLOWPATH FROM NODE 301.40 TO NODE 301.00 = 564.00 FEET. t**}t##*#+tt*#**#f*}x#*x***k*t**f+**f++*f#***t+tf#f+*}}xx+*#f++#+++}#ff+*#R+ FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE - 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< .....= ... ............ ..... ...... =...=.... _--- =.... =........ _--:_____________ TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 10.55 RAINFALL INTENSITY(INCH/HR) . 3.77 AREA -AVERAGED Fm(INCH/HR) . 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap . 0.41 EFFECTIVE STREAM AREA(ACRES) - 2.40 TOTAL STREAM AREA(ACRES) - 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE • 7.76 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 16.19 9.39 4.048 0.45( 0.18) 0.40 4.2 300.50 1 16.22 9.58 3.998 0.45( 0.18) 0.40 4.3 300.90 1 15.88 10.19 3.853 0.45( 0.18) 0.40 4.4 300.70 2 2.75 7.82 4.518 0.45( 0.19) 0.42 0.7 301.60 3 7.76 10.55 3.775 0.45( 0.19) 0.41 2.4 301.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 24.82 7.82 4.518 0.45( 0.18) 0.41 6.0 301.60 I 1 t I t i AL I i A ok ❑ CREATEDATE 2/3/2005 2:10 PMO ❑ FILENAME F100AULB.RES0 2 26.08 9.39 4.048 0.45( 0.18) 0.41 7.1 3 26.13 9.58 3.998 0.45( 0.18) 0.41 7.2 4 25.87 10.19 3.853 0.45( 0.18) 0.41 7.4 5 25.58 10.55 3.775 0.45( 0.18) 0.41 7.5 ❑ PAGE 10❑ 300.50 300.90 300.70 301.40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) • 26.13 TC(MIN.) = 9.58 EFFECTIVE AREA(ACRES) - 7.19 AREA -AVERAGED PM(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) • 0.45 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) - 7.51 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 301.00 - 1191.00 FEET. +xf}***x#*xxf*}f}txff+tw*w#+xff++*#txw*f+*x#++x#+#f++##++++*#+++++++++++++++ FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 31 ---------------- ----------------------------------------------------------- » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) . 1047.17 DOWNSTREAM(FEET) = 1042.70 FLOW LENGTH(FEET) . 681.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) • 7.18 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 26.13 PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 11.17 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 302.00 = 1872.00 FEET. ##f+*}+++x#tw*}}fw**}t+w**f tff**ff**}ff**tf#**}*#++**#f++*}#w#++*####++**#*+ FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ===............. ===... --•_-... __---=---=a---------_-----__------------_----- TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) . 11.17 RAINFALL INTENSITY(INCH/HR) . 3.65 AREA -AVERAGED Fm(INCH/HR) - 0.18 AREA -AVERAGED Fp(INCH/HR) . 0.45 AREA -AVERAGED Ap - 0.41 EFFECTIVE STREAM AREA(ACRES) - 7.19 TOTAL STREAM AREA(ACRES) - 7.51 PEAK FLOW RATE(CFS) AT CONFLUENCE - 26.13 FLOW PROCESS FROM NODE 302.40 TO NODE 302.30 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 128.00 ELEVATION DATA: UPSTREAM(FEET) - 1060.20 DOWNSTREAM(FEET) = 1058.41 Tc . K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.364 * 100 YEAR RAINFALL INTENSITY(INCH/HR) - 5.111 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.15 0.45 0.50 76 6.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.50 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) • 0.15 PEAK FLOW RATE(CFS) = 0.66 *********R#*f*f#***xtt**x#+x*#*f****ffxw***k********#***#******ft***#*#***** FLOW PROCESS FROM NODE 302.30 TO NODE 302.10 IS CODE = 61 ❑ CREATEDATE 2/3/2005 2:10 PM Ll ❑ FILENAME F100AULB.RES❑ ❑ PAGE 11 ❑ ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA- -< >>>>>(STANDARD CURB SECTION USED) « << UPSTREAM ELEVATION(FEET) = 1058.41 DOWNSTREAM ELEVATION(FEET) = 1051.73 STREET LENGTH(FEET) = 619.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 l 1 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section (curb - to- curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 4.04 TC(MIN.) = 10.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.806 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.96 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.96 SUBAREA RUNOFF(CFS) = 6.40 EFFECTIVE AREA(ACRES) = 2.11 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) = 6.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.91 FLOW VELOCITY(FEET/SEC.) = 2.94 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 302.40 TO NODE 302.10 = 747.00 FEET. FLOW PROCESS FROM NODE 302.10 TO NODE 302.00 IS CODE = 31 ---------------------------------------------------------------------------- » ».COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-« >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « << ------------------------------ ----------- ---------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1046.41 DOWNSTREAM (FEET) = 1042.70 FLOW LENGTH(FEET) = 78.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.88 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 10.52 LONGEST FLOWPATH FROM NODE 302.40 TO NODE 302.00 = 825.00 FEET. FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.52 RAINFALL INTENSITY(INCH/HR) = 3.78 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.45 ❑ CREATEDATE 2/3/2005 2:10 PM ❑ FILENAME F100AULB.RES❑ ❑ PAGE 12❑ AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.11 TOTAL STREAM AREA(ACRES) = 2.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.88 FLOW PROCESS FROM NODE 302.60 TO NODE 302.50 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 176.00 ELEVATION DATA: UPSTREAM(FEET) = 1062.60 DOWNSTREAM(FEET) = 1060.75 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.653 1' 6 6 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.576 l SUBAREA Tc AND LOSS RATE DATA(AMC III): 1052.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL U I/ 115-7 DWELLINGS/ACRE" B 0.26 0.45 0.50 76 7.65 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 1.02 FLOW PROCESS FROM NODE 302.50 TO NODE 302.20 IS CODE = 61 ---------------------------------------------------------------------------- >>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « » » >(STANDARD CURB SECTION USED) « « UPSTREAM ELEVATION(FEET) = 1060.75 DOWNSTREAM ELEVATION(FEET) = 1052.00 STREET LENGTH(FEET) = 959.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 U I/ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 ` 1Q INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Mannings FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.25 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 6.05 Tc(MIN.) = 13.70 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.226 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 3.34 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 3.34 SUBAREA RUNOFF(CFS) = 9.15 EFFECTIVE AREA(ACRES) = 3.60 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 9.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.80 FLOW VELOCITY(FEET/SEC.) = 3.00 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 t A h A & A & A a A K r t i 1 i i l I 1 ❑ CREATEDATE 2/3/2005 2:10 PM❑ ❑ FILENAME F100AULB.RES❑ ❑ PAGE 130 LONGEST FLOWPATH FROM NODE 302.60 TO NODE 302.20 = 1135.00 FEET. FLOW PROCESS FROM NODE 302.20 TO NODE 302.00 IS CODE - 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ==ELEVATION DATA=UPSTREAM(FEET) 1046.68= DOWNSTREAM (FEET) = 1042.70 FLOW LENGTH(FEET) = 30.00 ' MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.47 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 9.86 PIPE TRAVEL TIME(MIN.) - 0.03 Tc(MIN.) = 13.73 LONGEST FLOWPATH FROM NODE 302.60 TO NODE 302.00 = 1165.00 FEET. FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ====•=3==.:::__:_ TOTAL NUMBER OF STREAMS= CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) - 13.73 RAINFALL INTENSITY(INCH/HR) = 3.22 AREA -AVERAGED FM(INCH/HR) - 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap - 0.41 EFFECTIVE STREAM AREA(ACRES) - 3.60 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE - 9.86 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 24.82 9.41 4.042 0.45( 0.18) 0.41 6.0 301.60 1 26.08 10.97 3.687 0.45( 0.18) 0.41 7.1 300.50 1 26.13 11.17 3.648 0.45( 0.18) 0.41 7.2 300.90 1 25.87 11.78 3.533 0.45( 0.18) 0.41 7.4 300.70 1 25.58 12.13 3.470 0.45( 0.18) 0.41 7.5 301.40 2 6.88 10.52 3.780 0.45( 0.18) 0.41 2.1 302.40 3 9.86 13.73 3.222 0.45( 0.18) 0.41 3.6 302.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp (Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.99 9.41 4.042 0.45( 0.18) 0.41 10.4 301.60 2 41.53 10.52 3.780 0.45( 0.18) 0.41 11.6 302.40 3 41.86 10.97 3.687 0.45( 0.18) 0.41 12.1 300.50 4 41.89 11.17 3.648 0.45( 0.18) 0.41 12.2 300.90 5 41.60 11.78 3.533 0.45( 0.18) 0.41 12.6 300.70 6 41.29 12.13 3.470 0.45( 0.18) 0.41 12.8 301.40 7 39.31 13.73 3.222 0.45( 0.18) 0.41 13.2 302.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 41.89 Tc(MIN.) = 11.17 EFFECTIVE AREA(ACRES) 12.23 AREA -AVERAGED Fm(INCH/HR) - 0.18 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap - 0.41 TOTAL AREA(ACRES) = 13.22 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 302.00 - 1872.00 FEET. i ! i L ! a l 1. A ■, i l ❑ CREATEDATE 2/3/2005 2:10 PM El ❑ FILENAME F100AULB.RES❑ ❑ PAGE 140 FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ........... = =_ ELEVATION DATA: UPSTREAM(FEET) = 1042.70 ...=DOWNSTREAM(FEET) = 1041 54 FLOW LENGTH(FEET) - 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.82 ESTIMATED PIPE DIAMETER(INCH) - 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.89 PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 11.80 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 303.00 = 2132.00 FEET. FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.80 RAINFALL INTENSITY(INCH/HR) = 3.53 AREA -AVERAGED Fm(INCH/HR) - 0.18 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap - 0.41 EFFECTIVE STREAM AREA(ACRES) - 12.23 TOTAL STREAM AREA(ACRES) = 13.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.89 FLOW PROCESS FROM NODE 303.60 TO NODE 303.50 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ______________________=___________=_=_____________:_______________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 177.00 ELEVATION DATA: UPSTREAM(FEET) - 1055.90 DOWNSTREAM(FEET) = 1054.15 Tc - K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 'J SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 7.765 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.536 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.26 0.45 0.50 76 7.76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) 0.26 PEAK FLOW RATE(CFS) = 1.01 FLOW PROCESS FROM NODE 303.50 TO NODE 303.10 IS CODE = 61 ---------------------------------------------------------------------------- » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » >>>(STANDARD CURB SECTION USED)<<<<< = = === = UPSTREAMELEVATION(FEET)= 1054 15DOWNSTREAMELEVATION(FEET) = 1051.81 STREET LENGTH(FEET) - 359.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 q INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 ❑ CREATEDATE 2/3/2005 2:10 PM ❑ FILENAME F100AULB.RES❑ ❑ PAGE 15❑ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 2.93 Tc(MIN.) = 10.69 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.744 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 118-10 DWELLINGS/ACRE" B 1.49 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 4.78 EFFECTIVE AREA(ACRES) = 1.75 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) - 0.45 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) = 5.60 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.19 FLOW VELOCITY(FEET/SEC.) - 2.31 DEPTH*VELOCITY(FT*FT/SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 303.60 TO NODE 303.10 = 536.00 FEET. **#*#**#tk**x**#xt**t#****x***r**rxt***x*##tx**t*****x#****#*#*****t******** FLOW PROCESS FROM NODE 303.10 TO NODE 303.00 IS CODE = 31 ---------------------------------------------------------------------------- » >>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< «< ------------------------------------------- ELEVATION DATA UPSTREAM(FEET) - 1046.48 DOWNSTREAM(FEET) = 1041.54 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.60 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 10.75 LONGEST FLOWPATH FROM NODE 303.60 TO NODE 303.00 = 582.00 FEET. FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 1 ---------------------------------------------------------------------------- > »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- -< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.75 RAINFALL INTENSITY(INCH/HR) = 3.73 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.75 TOTAL STREAM AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.60 FLOW PROCESS FROM NODE 303.40 TO NODE 303.30 IS CODE = 21 ---------------------------------------------------------------------------- > »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS- <<< -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ----------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 181.00 ❑ CREATEDATE 2/3/2005 2:10 PM I] ❑ FILENAME F100AULB.RES❑ �i PAGE 16❑ ELEVATION DATA: UPSTREAM(FEET) = 1056.00 DOWNSTREAM(FEET) = 1054.16 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 "(1 q SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.791 11 ll * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.527 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.24 0.45 0.50 76 7.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 0.93 FLOW PROCESS FROM NODE 303.30 TO NODE 303.20 IS CODE = 61 ---------------------------------------------------------------------------- » >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « > »>(STANDARD CURB SECTION USED)<< «< ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1054.16 DOWNSTREAM ELEVATION(FEET) = 1052.05 STREET LENGTH(FEET) = 384.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 U DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 l9 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 3.38 Tc(MIN.) = 11.17 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.646 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 118-10 DWELLINGS/ACRE" B 1.42 0.45 0.40 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.42 SUBAREA RUNOFF(CFS) = 4.43 EFFECTIVE AREA(ACRES) = 1.66 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) = 5.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.19 FLOW VELOCITY(FEET/SEC.) - 2.13 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 303.40 TO NODE 303.20 = 565.00 FEET. FLOW PROCESS FROM NODE 303.20 TO NODE 303.00 IS CODE = 31 ---------------------------------------------------------------------------- »> >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- «< >> »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1043.20 DOWNSTREAM(FEET) = 1041.54 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES a 5 19 1 a A a l ❑ CREATEDATE 2/3/2005 2:10 PMD ❑ FILENAME F100AULB.RES❑ ❑ PAGE 170 PIPE -FLOW VELOCITY(FEET/SEC.) - 9.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES . 1 PIPE-FLOW(CFS) - 5.17 PIPE TRAVEL TIME(MIN.) - 0.08 Tc(MIN.) = 11.26 LONGEST FLOWPATH FROM NODE 303.40 TO NODE 303.00 - 611.00 FEET. wxxtxxtfRtf xf xf#fx#+frf#+ff#Rwtwx#+xfttxf#x+xf#t#+xxxxr++wf##w+#tR#+RxRwxwRx FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ......=.... ...is3....................... TSTREAMS..............:._:___.__ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) . 11.26 RAINFALL INTENSITY(INCH/HR) . 3.63 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) . 0.45 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) 1.66 TOTAL STREAM AREA(ACRES) - 1.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.17 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.99 10.05 3.886 0.45( 0.18) 0.41 10.4 301.60 1 41.53 11.16 3.650 0.45( 0.18) 0.41 11.6 302.40 1 41.86 11.61 3.564 0.45( 0.18) 0.41 12.1 300.50 1 41.89 11.80 3.528 0.45( 0.18) 0.41 12.2 300.90 1 41.60 12.41 3.423 0.45( 0.18) 0.41 12.6 300.70 1 41.29 12.77 3.366 0.45( 0.18) 0.41 12.8 301.40 1 39.31 14.37 3.135 0.45( 0.18) 0.41 13.2 302.60 2 5.60 10.75 3.732 0.45( 0.19) 0.41 1.8 303.60 3 5.17 11.26 3.630 0.45( 0.19) 0.41 1.7 303.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 50.41 10.05 3.886 0.45( 0.19) 0.41 13.5 301.60 2 51.65 10.75 3.732 0.45( 0.19) 0.41 14.5 303.60 3 52.15 11.16 3.650 0.45( 0.19) 0.41 15.0 302.40 4 52.21 11.26 3.630 0.45( 0.19) 0.41 15.1 303.40 5 52.26 11.61 3.564 0.45( 0.19) 0.41 15.5 300.50 6 52.19 11.80 3.528 0.45( 0.19) 0.41 15.6 300.90 7 51.57 12.41 3.423 0.45( 0.19) 0.41 16.0 300.70 8 51.08 12.77 3.366 0.45( 0.19) 0.41 16.2 301.40 9 48.40 14.37 3.135 0.45( 0.18) 0.41 16.6 302.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 52.26 Tc(MIN.) . 11.61 EFFECTIVE AREA(ACRES) = 15.48 AREA -AVERAGED Fm(INCH/HR) - 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap . 0.41 TOTAL AREA(ACRES) . 16.63 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 303.00 - 2132.00 FEET. tx+wxf##R+#Rf##w#x###xxfttR*RRRxx##++x#fR+tx#xR++#xtRw*#RRRwfxRRRk+*fR##Rw++ FLOW PROCESS FROM NODE 303.00 TO NODE 400.00 IS CODE - 31 ---------------------------------------------------------------------------- >a»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< == ELEVATION DATA: UPSTREAM(FEET) . =1041.54 a = DOWNSTREAM(FEET)= 1040.50 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013 t ■ t A s, s' IL l ! 1 l I ■ A ❑ CREATEDATE 2/3/2005 2:10 PM❑ ❑ FILENAME F100AULB.RES❑ ❑ PAGE 180 DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) . 7.24 ESTIMATED PIPE DIAMETER(INCH) . 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.26 PIPE TRAVEL TIME(MIN.) - 0.53 Tc(MIN.) = 12.14 LONGEST FLOWPATH FROM NODE 300.70 TO NODE 400.00 - 2362.00 FEET. ..................... =.__...... __.___::__:.__ END OF STUDY SUMMARY: TOTAL AREA(ACRES) 16.63 TC(MIN.) = 12.14 EFFECTIVE AREA(ACRES) 15.48 AREA -AVERAGED Pm(INCH/HR)= 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.41 PEAK FLOW RATE(CFS) = 52.26 ** PEAK FLOW RATE TABLE -- STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 50.41 10.58 3.768 0.45( 0.19) 0.41 13.5 301.60 2 51.65 11.28 3.626 0.45( 0.19) 0.41 14.5 303.60 3 52.15 11.69 3.549 0.45( 0.19) 0.41 15.0 302.40 4 52.21 11.79 3.531 0.45( 0.19) 0.41 15.1 303.40 5 52.26 12.14 3.470 0.45( 0.19) 0.41 15.5 300.50 6 52.19 12.33 3.437 0.45( 0.19) 0.41 15.6 300.90 7 51.57 12.94 3.339 0.45( 0.19) 0.41 16.0 300.70 8 51.08 13.30 3.284 0.45( 0.19) 0.41 16.2 301.40 9 48.40 14.90 3.068 0.45( 0.18) 0.41 16.6 302.60 END OF RATIONAL METHOD ANALYSIS ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RESO ❑ PAGE 1 ❑ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1264 Analysis prepared by: RBF Consulting 14725 Alton Parkway Irvine, CA 92618 00000❑00000❑00 OODDE ❑❑O❑❑❑❑O❑❑❑❑❑❑❑❑❑❑❑❑❑❑DMDDD❑O❑❑❑❑7❑0❑❑❑0❑00❑❑❑❑❑❑❑❑❑❑0 ************************** DESCRIPTION OF STUDY ************************** * Ultimate B - Line A - 100 yr run S 0 LA%7o V_, ts- . iol;W PQ * * /13/04 N O E 'T Q3 FILE NAME: FONTBULB.DAT TIME/DATE OF STUDY: 11:17 02/03/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE (LOG (I; IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.3300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)- (Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 414.00 TO NODE 414.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED =VALUES =ARE AS FOLLOWS TK I'1 � „� ij vS • 4; pt ^K TC(MIN.) = 15.67 RAINFALL INTENSITY(INCH/HR) = 2.98 `,� R r EFFECTIVE AREA(ACRES) = 48.07 S1 O! Y TOTAL AREA(ACRES) = 49.55 PEAK FLOW RATE(CFS) = 140.14 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 20 FLOW PROCESS FROM NODE 414.00 TO NODE 460.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1055.62 DOWNSTREAM(FEET) = 1040.50 FLOW LENGTH(FEET) = 1355.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.05 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 140.14 PIPE TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) -= 17.40 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 460.00 = 1355.00 FEET. FLOW PROCESS FROM NODE 460.00 TO NODE 460.00 IS CODE = 1 -- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.40 RAINFALL INTENSITY(INCH/HR) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 48.07 TOTAL STREAM AREA(ACRES) = 49.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 140.14 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 645.00 TO NODE 640.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1068.61 DOWNSTREAM(FEET) = 1064.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.444 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.263 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 3.60 0.75 0.10 56 13.44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 10.33 TOTAL AREA(ACRES) 3.60 PEAK FLOW RATE(CFS) 10.33 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 640.00 TO NODE 460.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 1042.30 DOWNSTREAM(FEET) = 1040.50 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.10 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.33 PIPE TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 14.59 LONGEST FLOWPATH FROM NODE 645.00 TO NODE 460.00 = 1250.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 0 CREATEDATE 2/3/2005 11:17 AMO 0 FILENAME FONTBULB.RESO ❑ PAGE 30 FLOW PROCESS FROM NODE 460.00 TO NODE 460.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.59 RAINFALL INTENSITY(INCH/HR) = 3.11 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 3.60 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.33 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 140.14 17.40 2.795 0.75( 0.08) 0.10 48.1 414.00 10.33 14.59 3.107 0.75( 0.07) 0.10 3.6 645.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 141.29 14.59 3.107 0.75( 0.07) 0.10 43.9 645.00 149.41 17.40 2.795 0.75( 0.07) 0.10 51.7 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 149.41 Tc(MIN.) = 17.40 EFFECTIVE AREA(ACRES) = 51.67 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 53.15 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 460.00 = 1355.00 FEET. FLOW PROCESS FROM NODE 460.00 TO NODE 100.00 IS CODE = 31 .>» >>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1040.50 DOWNSTREAM(FEET) = 1038.00 FLOW LENGTH(FEET) = 625.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.06 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 149.41 PIPE TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 18.55 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 100.00 = 1980.00 FEET. FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 ---------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.55 RAINFALL INTENSITY(INCH/HR) = 2.69 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 51.67 TOTAL STREAM AREA(ACRES) = 53.15 ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ 0 PAGE 40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 149.41 FLOW PROCESS FROM NODE 100.30 TO NODE 100.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< - - -------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 128.00 ELEVATION DATA: UPSTREAM(FEET) = 1059.50 DOWNSTREAM(FEET) = 1057.28 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 I SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.095 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.245 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.20 0.75 0.50 56 6.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.88 FLOW PROCESS FROM NODE 100.20 TO NODE 100.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1057.28 DOWNSTREAM ELEVATION(FEET) = 1050.55 STREET LENGTH(FEET) = 565.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 l INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Secticn(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 3.59 Tc(MIN.) = 9.69 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.973 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.71 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.71 SUBAREA RUNOFF(CFS) = 5.65 EFFECTIVE AREA(ACRES) = 1.91 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.91 PEAK FLOW RATE(CFS) = 6.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.11 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 100.10 = 693.00 FEET. I i 1L. A lk I & .1 Ilr I IL A I I I I I I ! 1 11 I I I I I I [ 1 I I l i it A I i ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 50 FLOW PROCESS FROM NODE 100.10 TO NODE 100.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1044.22 DOWNSTREAM(FEET) = 1038.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.30 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.75 LONGEST FLOWPATH FROM NODE 100.30 TO NODE 100.00 = 748.00 FEET. FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.75 RAINFALL INTENSITY(INCH/HR) = 3.96 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.91 TOTAL STREAM AREA(ACRES) = 1.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.30 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 141.29 15.74 2.968 0.75( 0.07) 0.10 43.9 645.00 1 149.41 18.55 2.690 0.75( 0.07) 0.10 51.7 414.00 2 6.30 9.75 3.957 0.75( 0.31) 0.41 1.9 100.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 123.69 9.75 3.957 0.75( 0.09) 0.12 29.1 100.30 2 145.88 15.74 2.968 0.75( 0.08) 0.11 45.8 645.00 3 153.52 18.55 2.690 0.75( 0.08) 0.11 53.6 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 153.52 Tc(MIN.) = 18.55 EFFECTIVE AREA(ACRES) = 53.58 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.11 TOTAL AREA(ACRES) = 55.06 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 100.00 = 1980.00 FEET. FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< - - -- -- --- --------- ELEVATION DATA: UPSTREAM(FEET) = 1038.00 DOWNSTREAM(FEET) = 1037.27 FLOW LENGTH(FEET) = 168.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.43 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 60 PIPE-FLOW(CFS) = 153.52 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 18.85 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 101.00 = 2148.00 FEET. FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.85 RAINFALL INTENSITY(INCH/HR) = 2.66 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap - 0.11 EFFECTIVE STREAM AREA(ACRES) = 53.58 TOTAL STREAM AREA(ACRES) = 55.06 PEAK FLOW RATE(CFS) AT CONFLUENCE 153.52 FLOW PROCESS FROM NODE 101.40 TO NODE 101.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 129.00 ELEVATION DATA: UPSTREAM(FEET) = 1059.50 DOWNSTREAM(FEET) = 1057.29 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 ^f, SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.130 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.227 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.21 0.75 0.50 56 6.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.92 TOTAL AREA(ACRES) = 0.21 PEAK FLOW RATE(CFS) = 0.92 FLOW PROCESS FROM NODE 101.30 TO NODE 101.20 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) - 1057.29 DOWNSTREAM ELEVATION(FEET) = 1049.90 STREET LENGTH(FEET) = 691.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 n/ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.63 AVERAGE FLOW VELOCITY(FEET/SEC.) - 3.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.32 STREET FLOW TRAVEL TIME(MIN.) = 3.83 Tc(MIN.) = 9.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.907 11 CREATEDATE 2/3/2005 11:17 AMD D FILENAME FONTBULB.RESD D PAGE 7G SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 4.12 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 4.12 SUBAREA RUNOFF(CFS) = 13.38 EFFECTIVE AREA(ACRES) = 4.33 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 4.33 PEAK FLOW RATE(CFS) = 14.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.75 FLOW VELOCITY(FEET/SEC.) = 3.50 DEPTH*VELOCITY(FT*FT/SEC.) = 1.82 L314GEST FLOWPATH FROM NODE 101.40 TO NODE 101.20 = 820.00 FEET. FLOW PROCESS FROM NODE 101.20 TO NODE 101.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< --- ----- ----- ----- - ----------- ELEVATION DATA: UPSTREAM(FEET) = 1043.17 DOWNSTREAM(FEET) = 1037.27 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 25.73 ESTIMATED PIPE DIAIIIETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.05 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 9.97 LONGEST FLOWPATH FROM NODE 101.40 TO NODE 101.00 = 840.00 FEET. FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------- >»>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.97 RAINFALL INTENSITY(INCH/HR) = 3.90 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 4.33 TOTAL STREAM AREA(ACRES) = 4.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.05 FLOW PROCESS FROM NODE 101.60 TO NODE 101.50 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 48.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.90 DOWNSTREAM(FEET) = 1051.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 3 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.907 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.03 0.75 0.10 56 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 F1 CREATEDATE 2/3/2005 11:17 AMD D FILENAME FONTBULB.RESD [I PAGE 8F] SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) = 0.16 FLOW PROCESS FROM NODE 101.50 TO NODE 101.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1051.30 DOWNSTREAM ELEVATION(FEET) = 1049.90 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.32 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.31 STREET FLOW TRAVEL TIME(MIN.) = 3.04 Tc(MIN.) = 8.04 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.442 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.19 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.75 EFFECTIVE AREA(ACRES) = 0.22 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) = 0.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 6.96 FLOW VELOCITY(FEET/SEC.) = 1.44 DEPTH*VELOCITY(FT*FT/SEC.) = 0.38 LONGEST FLOWPATH FROM NODE 101.60 TO NODE 101.10 = 288.00 FEET. FLOW PROCESS FROM NODE 101.10 TO NODE 101.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1043.10 DOWNSTREAM(FEET) = 1037.27 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 16.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.86 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.12 LONGEST FLOWPATH FROM NODE 101.60 TO NODE 101.00 = 328.00 FEET. FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 k I & .i IL A lk./ IL A IL, i I I I I I I t I t 1. t i t 1 I I It 1 & l I► .1 k! lk A ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 90 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.12 RAINFALL INTENSITY(INCH/HR) = 4.42 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.22 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.86 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 123.69 10.06 3.884 0.75( 0.09) 0.12 29.1 100.30 1 145.88 16.04 2.935 0.75( 0.08) 0.11 45.8 645.00 1 153.52 18.85 2.664 0.75( 0.08) 0.11 53.6 414.00 2 14.05 9.97 3.904 0.75( 0.30) 0.40 4.3 101.40 3 0.86 8.12 4.417 0.75( 0.07) 0.10 0.2 101.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE -- STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 127.80 8.12 4.417 0.75( 0.12) 0.16 27.2 101.60 2 138.08 9.97 3.904 0.75( 0.12) 0.16 33.4 101.40 3 138.42 10.06 3.884 0.75( 0.12) 0.16 33.6 100.30 4 156.72 16.04 2.935 0.75( 0.10) 0.14 50.4 645.00 5 163.25 18.85 2.664 0.75( 0.10) 0.13 58.1 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 163.25 Tc(MIN.) = 18.85 EFFECTIVE AREA(ACRES) = 58.13 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 59.61 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 101.00 = 2148.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++++*++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) - 1037.27 DOWNSTREAM (FEET) = 1037.07 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.33 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 163.25 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 18.94 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 102.00 = 2198.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE - 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.94 RAINFALL INTENSITY(INCH/HR) = 2.66 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.13 EFFECTIVE STREAM AREA(ACRES) = 58.13 TOTAL STREAM AREA(ACRES) = 59.61 ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 100 PEAK FLOW RATE(CFS) AT CONFLUENCE = 163.25 FLOW PROCESS FROM NODE 102.30 TO NODE 102.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1057.10 DOWNSTREAM (FEET) = 1054.98 Tc - K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.041 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.442 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.27 0.75 0.50 56 8.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 0.27 PEAK FLOW RATE(CFS) = 0.99 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 102.20 TO NODE 102.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1054.98 DOWNSTREAM ELEVATION(FEET) = 1052.84 STREET LENGTH(FEET) = 337.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) - 2.55 Tc(MIN.) = 10.59 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.765 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 2.42 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 2.42 SUBAREA RUNOFF(CFS) = 7.55 EFFECTIVE AREA(ACRES) 2.69 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) - 2.69 PEAK FLOW RATE(CFS) = 8.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.87 FLOW VELOCITY(FEET/SEC.) = 2.53 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 102.10 = 537.00 FEET. ++++++++++++++++++++++++++*++++*++++++++++++++++++++++++++++++++++++++++++++ F1 CREATEDATE 2/3/2005 11:17 AMD D FILENAME FONTBULB.RESD ❑ PAGE 11 D FLOW PROCESS FROM NODE 102.10 TO NODE 102.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< -- ------------=====------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1043.51 DOWNSTREAM(FEET) = 1037.07 FLOW LENGTH(FEET) = 337.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.37 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 11.28 LONGEST FLOWPATH FROM NODE 102.30 TO NODE 102.00 = 874.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 1 ------------- ..:»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »�»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ----------------------------------=-------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TII4E OF CONCENTRATION(MIN.) = 11.28 PAINFALL INTENSITY(INCH/HR) = 3.63 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.69 TOTAL STREAM AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.37 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 127.80 8.21 4.386 0.75( 0.12) 0.16 27.2 101.60 1 138.08 10.06 3.882 0.75( 0.12) 0.16 33.4 101.40 1 138.42 10.15 3.862 0.75( 0.12) 0.16 33.6 100.30 I 156.72 16.13 2.925 0.75( 0.10) 0.14 50.4 645.00 1 163.25 18.94 2.657 0.75( 0.10) 0.13 58.1 414.00 8.37 11.28 3.626 0.75( 0.31) 0.41 2.7 102.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 135.29 8.21 4.386 0.75( 0.13) 0.17 29.2 101.60 146.13 10.06 3.882 0.75( 0.13) 0.17 35.8 101.40 146.49 10.15 3.862 0.75( 0.13) 0.17 36.1 100.30 4 150.24 11.28 3.626 0.75( 0.13) 0.17 39.5 102.30 5 163.32 16.13 2.925 0.75( 0.11) 0.15 53.0 645.00 6 169.18 16.94 2.657 0.75( 0.11) 0.15 60.8 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 169.18 Tc(MIN.) = 18.94 EFFECTIVE AREA(ACRES) = 60.82 AREA -AVERAGED Fm(INCH/HR) = 0.11 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.15 TOTAL AREA(ACRES) = 62.30 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 102.00 = 2198.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 --------------- »>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>=»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ❑ CREATEDATE 2/3/2005 11:17 AMD O FILENAME FONTBULB.RESD D PAGE 120 -- ------------------------------ ---- - ELEVATION DATA: UPSTREAM(FEET) = 1037.07 DOWNSTREAM(FEET) = 1036.93 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.35 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 169.18 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 19.00 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 103.00 = 2233.00 FEET. +*++++++++++*******************************+*****+*******I***+**+**+**+++*** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.00 RAINFALL INTENSITY(INCH/HR) = 2.65 AREA -AVERAGED Fm(INCH/HR) = 0.11 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.15 EFFECTIVE STREAM AREA(ACRES) = 60.82 TOTAL STREAM AREA(ACRES) = 62.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 169.18 FLOW PROCESS FROM NODE 103.70 TO NODE 103.60 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.70 DOWNSTREAM(FEET) = 1052.54 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20, SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.555 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.611 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.13 0.75 0.50 56 7.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.13 PEAK FLOW RATE(CFS) = 0.50 FLOW PROCESS FROM NODE 103.60 TO NODE 103.30 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< ------------------------------------------------------------ -- UPSTREAM ELEVATION(FEET) = 1052.59 DOWNSTREAM ELEVATION(FEET) = 1049.97 STREET LENGTH(FEET) = 719.00 CURB HEIGHT(INCHES) = 6.0 ^ STREET HALFWIDTH(FEET) = 20.00 T DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 11 tM l k I IL A &_ i i. A' t 1 11 E 1 i t 11 11 11 11 11 11 it i It. A It A ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 130 STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) - 6.40 Tc(MIN.) - 13.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.190 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 3.99 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 3.99 SUBAREA RUNOFF(CFS) = 10.38 EFFECTIVE AREA(ACRES) = 4.12 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 4.12 PEAK FLOW RATE(CFS) = 10.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.05 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 719.0 FT WITH ELEVATION -DROP = 2.6 FT, IS 9.5 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 103.30 LONGEST FLOWPATH FROM NODE 103.70 TO NODE 103.30 = 899.00 FEET. FLOW PROCESS FROM NODE 103.30 TO NODE 103.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1044.17 DOWNSTREAM(FEET) = 1036.93 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.32 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.71 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 14.03 LONGEST FLOWPATH FROM NODE 103.70 TO NODE 103.00 = 969.00 FEET. *+******+**+**+***++**+***+**+*******+***+****+**++******+++*+++**++**++***+ FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.03 RAINFALL INTENSITY(INCH/HR) - 3.18 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 4.12 TOTAL STREAM AREA(ACRES) = 4.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.71 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 135.29 8.28 4.365 0.75( 0.13) 0.17 29.2 101.60 1 146.13 10.13 3.868 0.75( 0.13) 0.17 35.8 101.40 1 146.49 10.22 3.848 0.75( 0.13) 0.17 36.1 100.30 1 150.24 11.34 3.613 0.75( 0.13) 0.17 39.5 102.30 1 163.32 16.19 2.918 0.75( 0.11) 0.15 53.0 645.00 ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 140 1 169.18 19.00 2.652 0.75( 0.11) 0.15 60.8 414.00 2 10.71 14.03 3.180 0.75( 0.30) 0.40 4.1 103.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 144.21 8.28 4.365 0.75( 0.14) 0.19 31.6 101.60 2 155.71 10.13 3.868 0.75( 0.14) 0.19 38.8 101.40 3 156.10 10.22 3.848 0.75( 0.14) 0.19 39.1 100.30 4 160.20 11.34 3.613 0.75( 0.14) 0.19 42.8 102.30 5 168.20 14.03 3.180 0.75( 0.13) 0.18 51.1 103.70 6 173.06 16.19 2.918 0.75( 0.13) 0.17 57.2 645.00 7 177.92 19.00 2.652 0.75( 0.12) 0.16 64.9 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 177.92 Tc(MIN.) = 19.00 EFFECTIVE AREA(ACRES) 64.94 AREA -AVERAGED Fm(INCH/HR) = 0.12 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 66.42 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 103.00 = 2233.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 103.01 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1036.93 DOWNSTREAM(FEET) = 1036.73 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 51.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.37 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 177.92 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 19.09 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 103.01 = 2283.00 FEET. FLOW PROCESS FROM NODE 103.01 TO NODE 103.01 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3= _ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.09 RAINFALL INTENSITY(INCH/HR) = 2.64 AREA -AVERAGED Fm(INCH/HR) = 0.12 AREA -AVERAGED Fp(INCH/HR) - 0.75 AREA -AVERAGED Ap = 0.16 EFFECTIVE STREAM AREA(ACRES) = 64.94 TOTAL STREAM AREA(ACRES) = 66.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 177.92 FLOW PROCESS FROM NODE 103.90 TO NODE 103.80 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 73.00 ELEVATION DATA: UPSTREAM(FEET) = 1053.50 DOWNSTREAM(FEET) = 1053.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 5 ' SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.280 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.715 U CREATEDATE 2/3/2005 11:17 AMD U FILENAME FONTBULB.RESU D PAGE 1511 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK B 0.04 0.75 0.85 56 7.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.04 PEAK FLOW RATE(CFS) = 0.15 FLOW PROCESS FROM NODE 103.80 TO NODE 103.10 IS CODE = 91 ---------------------------------------------------------------- CO[•1PUTE GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = 1053.00 DOWNSTREAM NODE ELEVATION(FEET) = 1050.48 CHANNEL LENGTH THRU SUBAREA(FEET) = 267.00 "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.200 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.169 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 1.37 0.75 0.85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.24 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.69 A'✓ERAGE FLOW DEPTH(FEET) = 0.28 FLOOD WIDTH(FEET) = 8.89 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 8.94 SUBAREA AREA(ACRES) = 1.37 SUBAREA RUNOFF(CFS) = 4.36 EFFECTIVE AREA(ACRES) = 1.41 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) = 4.48 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.34 FLOOD WIDTH(FEET) = 15.20 FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITY(FT*FT/SEC) = 0.96 LONGEST FLOWPATH FROM NODE 103.90 TO NODE 103.10 = 340.00 FEET. FLOW PROCESS FROM NODE 103.10 TO NODE 103.01 IS CODE = 31 >�>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< -» »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< =_===_= --------------- ELEVATION DATA: UPSTREAM(FEET) = 1044.15 DOWNSTREAM(FEET) = 1036.73 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.48 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 8.95 LONGEST FLOWPATH FROM NODE 103.90 TO NODE 103.01 = 360.00 FEET. FLOW PROCESS FROM NODE 103.01 TO NODE 103.01 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< -------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.95 RAINFALL INTENSITY(INCH/HR) = 4.16 11 CREATEDATE 2/3/2005 11:17 AMU D FILENAME FONTBULB.RESD D PAGE 16U AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.85 EFFECTIVE STREAM AREA(ACRES) = 1.41 TOTAL STREAM AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.48 FLOW PROCESS FROM NODE 103.50 TO NODE 103.40 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -------------------- -- INITIAL SUBAREA FLOW-LENGTH(FEET) - 181.00 ELEVATION DATA: UPSTREAM(FEET) = 1056.60 DOWNSTREAM(FEET) = 1054.79 To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.817 I * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.518 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.25 0.75 0.50 56 7.62 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.25 PEAK FLOW RATE(CFS) = 0.93 FLOW PROCESS FROM NODE 103.40 TO NODE 103.20 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STANDARD CURB SECTION USED) ««< -------------------------------------------- -- UPSTREAM ELEVATION(FEET) = 1054.79 DOWNSTREAM ELEVATION(FEET) = 1050.48 STREET LENGTH(FEET) = 662.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 G/ INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 5.49 Tc(MIN.) = 13.31 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.283 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.62 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.62 SUBAREA RUNOFF(CFS) = 4.35 EFFECTIVE AREA(ACRES) = 1.87 AREA -AVERAGED Fm(TNCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) = 5.00 END OF SUBAREA STREET FLOW HYDRAULICS: 1 I IL .A L, A & A' k .A IL i [ I t I t I t I i I k 1 If i Ii I f i It i !:. A IL 1 L i ❑ CREATEDATE 2/3/2005 11:17 AMC] ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 170 DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH (FEET) = 14.54 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 103.50 TO NODE 103.20 = 843.00 FEET. FLOW PROCESS FROM NODE 103.20 TO NODE 103.01 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1044.15 DOWNSTREAM(FEET) = 1037.07 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.00 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 13.34 LONGEST FLOWPATH FROM NODE 103.50 TO NODE 103.01 = 871.00 FEET. FLOW PROCESS FROM NODE 103.01 TO NODE 103.01 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< --------------- -- -- - TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.34 RAINFALL INTENSITY(INCH/HR) = 3.28 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.87 TOTAL STREAM AREA(ACRES) = 1.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.00 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 144.21 8.37 4.336 0.75( 0.14) 0.19 31.6 101.60 1 155.71 10.22 3.847 0.75( 0.14) 0.19 38.8 101.40 1 156.10 10.31 3.827 0.75( 0.14) 0.19 39.1 100.30 1 160.20 11.43 3.596 0.75( 0.14) 0.19 42.8 102.30 1 168.20 14.12 3.168 0.75( 0.13) 0.18 51.1 103.70 1 173.06 16.28 2.909 0.75( 0.13) 0.17 57.2 645.00 1 177.92 19.09 2.644 0.75( 0.12) 0.16 64.9 414.00 2 4.48 8.95 4.164 0.75( 0.64) 0.85 1.4 103.90 3 5.00 13.34 3.279 0.75( 0.31) 0.41 1.9 103.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 152.86 8.37 4.336 0.75( 0.17) 0.22 34.1 101.60 2 156.68 8.95 4.164 0.75( 0.17) 0.22 36.5 103.90 3 164.36 10.22 3.847 0.75( 0.17) 0.22 41.6 101.40 4 164.73 10.31 3.827 0.75( 0.17) 0.22 41.9 100.30 5 168.71 11.43 3.596 0.75( 0.16) 0.22 45.8 102.30 6 174.25 13.34 3.279 0.75( 0.16) 0.21 52.0 103.50 7 176.24 14.12 3.168 0.75( 0.15) 0.21 54.4 103.70 8 180.33 16.28 2.909 0.75( 0.14) 0.19 60.4 645.00 9 184.41 19.09 2.644 0.75( 0.14) 0.18 68.2 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 18❑ PEAK FLOW RATE(CFS) = 184.41 Tc(MIN.) = 19.09 EFFECTIVE AREA(ACRES) = 68.22 AREA -AVERAGED Fm(INCH/HR) = 0.14 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 69.70 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 103.01 = 2283.00 FEET. FLOW PROCESS FROM NODE 103.01 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1037.07 DOWNSTREAM(FEET) = 1035.63 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.65 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 184.41 PIPE TRAVEL TIME(MIN.) = 0.43 TC(MIN.) = 19.52 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 104.00 = 2558.00 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.52 RAINFALL INTENSITY(INCH/HR) = 2.61 AREA -AVERAGED Fm(INCH/HR) = 0.14 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.18 EFFECTIVE STREAM AREA(ACRES) = 68.22 TOTAL STREAM AREA(ACRES) = 69.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 184.41 FLOW PROCESS FROM NODE 105.50 TO NODE 105.40 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 176.00 ELEVATION DATA: UPSTREAM(FEET) = 1056.90 DOWNSTREAM(FEET) = 1055.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.695 q.2- Z* * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.561 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.26 0.75 0.50 56 7.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 0.98 FLOW PROCESS FROM NODE 105.40 TO NODE 105.30 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1055.10 DOWNSTREAM ELEVATION(FEET) = 1052.73 STREET LENGTH(FEET) = 589.00 CURB HEIGHT(INCHES) = 6.0 U CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ L) PAGE 19❑ STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Q INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ` OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.72 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 5.70 Tc(MIN.) = 13.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.270 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.90 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 5.08 EFFECTIVE AREA(ACRES) = 2.16 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA-AVEPAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 2.16 PEAK FLOW RATE(CFS) = 5.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.93 FLOW VELOCITY(FEET/SEC.) = 1.93 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 105.50 TO NODE 105.30 = 765.00 FEET. FLOW PROCESS FROM NODE 105.30 TO NODE 105.00 IS CODE = 61 ---------------------------------------------------------------------------- » »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>(STANDARD CURB SECTION USED)<<<<< __------ --------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1052.73 DOWNSTREAM ELEVATION(FEET) = 1050.29 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 15.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 4.03 Tc(MIN.) = 17.43 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.793 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 4.71 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 4.71 SUBAREA RUNOFF(CFS) = 10.57 ❑ CREATEDATE 2/3/2005 11:17 AME] ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 201-1 EFFECTIVE AREA(ACRES) = 6.87 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 6.87 PEAK FLOW RATE(CFS) = 15.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.23 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 105.50 TO NODE 105.00 = 1265.00 FEET. ******************+*******+*********************************+*** FLOW PROCESS FROM NODE 105.00 TO NODE 104.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ---------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1041.00 DOWNSTREAM(FEET) = 1035.63 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.40 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 17.74 LONGEST FLOWPATH FROM NODE 105.50 TO NODE 104.00 = 1465.00 FEET. FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< --------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.74 RAINFALL INTENSITY(INCH/HR) = 2.76 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 6.87 TOTAL STREAM AREA(ACRES) = 6.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.40 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 152.86 8.83 4.200 0.75( 0.17) 0.22 34.1 101.60 1 156.68 9.40 4.045 0.75( 0.17) 0.22 36.5 103.90 1 164.36 10.66 3.750 0.75( 0.17) 0.22 41.6 101.40 1 164.73 10.75 3.731 0.75( 0.17) 0.22 41.9 100.30 1 166.71 11.87 3.515 0.75( 0.16) 0.22 45.8 102.30 1 174.25 13.78 3.216 0.75( 0.16) 0.21 52.0 103.50 1 176.24 14.56 3.110 0.75( 0.15) 0.21 54.4 103.70 1 180.33 16.71 2.863 0.75( 0.14) 0.19 60.4 645.00 1 184.41 19.52 2.609 0.75( 0.14) 0.18 68.2 414.00 15.40 17.74 2.763 0.75( 0.30) 0.40 6.9 105.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 165.00 8.83 4.200 2 169.09 9.40 4.045 3 177.33 10.66 3.750 4 177.74 10.75 3.731 5 182.17 11.87 3.515 6 188.40 13.78 3.216 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.75( 0.18) 0.24 37.5 101.60 0.75( 0.18) 0.24 40.2 103.90 0.75( 0.18) 0.24 45.7 101.40 0.75( 0.18) 0.24 46.1 100.30 0.75( 0.18) 0.23 50.4 102.30 0.75( 0.17) 0.23 57.3 103.50 1 i k. A k A f A k A & .A t 1 t 1 k t i 1 I i 1 I i lk I & N t i 1L j IL .I k i ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 21 ❑ 7 190.66 14.56 3.110 0.75( 0.17) 0.22 60.0 103.70 8 195.43 16.71 2.863 0.75( 0.16) 0.21 66.9 645.00 9 197.23 17.74 2.763 0.75( 0.16) 0.21 70.2 105.50 10 198.85 19.52 2.609 0.75( 0.15) 0.20 75.1 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 198.85 Tc(MIN.) = 19.52 EFFECTIVE AREA(ACRES) = 75.09 AREA -AVERAGED Fm(INCH/HR) = 0.15 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 76.57 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 104.00 = 2558.00 FEET. +++*++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 104.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1035.63 DOWNSTREAM(FEET) = 1035.10 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.76 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 198.85 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 19.74 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 106.00 = 2688.00 FEET. +++++++++++++++++++++*+++++++*++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 -------------------------------------------------------- ------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.74 RAINFALL INTENSITY(INCH/HR) = 2.59 AREA -AVERAGED Fm(INCH/HR) = 0.15 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.20 EFFECTIVE STREAM AREA(ACRES) = 75.09 TOTAL STREAM AREA(ACRES) = 76.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 198.85 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 106.30 TO NODE 106.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 62.00 ELEVATION DATA: UPSTREAM(FEET) = 1053.50 DOWNSTREAM(FEET) = 1053.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)) -0.20 I O 'I SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.601 ` * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.000 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PUBLIC PARK B 0.04 0.75 0.85 56 6.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.04 PEAK FLOW RATE(CFS) 0.16 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 106.20 TO NODE 106.10 IS CODE = 91 ---------------------------------------------------------------------------- ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 220 »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1053.00 DOWNSTREAM NODE ELEVATION(FEET) = 1050.02 O CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 "V" GUTTER WIDTH(FEET) = 4.00 GUTTER HIKE(FEET) = 0.200 PAVEMENT LIP(FEET) = 0.030 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 1.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.219 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 1.40 0.75 0.85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.30 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.62 AVERAGE FLOW DEPTH(FEET) = 0.28 FLOOD WIDTH(FEET) = 9.34 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 8.76 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.51 EFFECTIVE AREA(ACRES) = 1.44 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) = 4.64 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.35 FLOOD WIDTH(FEET) = 15.96 FLOW VELOCITY(FEET/SEC.) = 2.71 DEPTH*VELOCITY(FT*FT/SEC) = 0.95 LONGEST FLOWPATH FROM NODE 106.30 TO NODE 106.10 = 402.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 106.10 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION =DATA: UPSTREAM(FEET) = 1041.61 DOWNSTREAM(FEET) = 1035.10 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.64 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.78 LONGEST FLOWPATH FROM NODE 106.30 TO NODE 106.00 = 420.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.78 RAINFALL INTENSITY(INCH/HR) = 4.21 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.85 EFFECTIVE STREAM AREA(ACRES) = 1.44 TOTAL STREAM AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.64 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 165.00 9.06 4.136 0.75( 0.18) 0.24 37.5 101.60 r- CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 230 1 169.09 9.63 3.986 0.75( 0.18) 0.24 40.2 103.90 1 177.33 10.89 3.702 0.75( 0.18) 0.24 45.7 101.40 1 177.74 10.98 3.685 0.75( 0.18) 0.24 46.1 100.30 1 182.17 12.10 3.476 0.75( 0.18) 0.23 50.4 102.30 1 188.40 14.00 3.185 0.75( 0.17) 0.23 57.3 103.50 1 190.66 14.78 3.082 0.75( 0.17) 0.22 60.0 103.70 1 195.43 16.94 2.841 0.75( 0.16) 0.21 66.9 645.00 1 197.23 17.97 2.742 0.75( 0.16) 0.21 70.2 105.50 1 198.85 19.74 2.591 0.75( 0.15) 0.20 75.1 414.00 4.64 8.78 4.214 0.75( 0.64) 0.85 1.4 106.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 167.72 8.78 4.214 0.75( 0.20) 0.26 37.8 106.30 169.54 9.06 4.136 0.75( 0.20) 0.26 39.0 101.60 3 173.44 9.63 3.986 0.75( 0.20) 0.26 41.6 103.90 4 181.30 10.89 3.702 0.75( 0.19) 0.26 47.2 101.40 5 181.69 10.98 3.685 0.75( 0.19) 0.26 47.5 100.30 F 185.86 12.10 3.476 0.75( 0.19) 0.25 51.9 102.30 7 191.71 14.00 3.185 0.75( 0.18) 0.24 58.7 103.50 8 193.84 14.78 3.082 0.75( 0.18) 0.24 61.5 103.70 9 198.29 16.94 2.841 0.75( 0.17) 0.23 68.4 645.00 10 199.96 17.97 2.742 0.75( 0.17) 0.22 71.6 105.50 11 201.38 19.74 2.591 0.75( 0.16) 0.22 76.5 114.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CPS) = 201.38 Tc(MIN.) = 19.74 EFFECTIVE AREA(ACRES) = 76.53 AREA -AVERAGED Fm(INCH/HR) = 0.16 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 78.01 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 106.00 = 2688.00 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>COMFUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ----------------------- --------------=------------ ELEVATION DATA: UPSTREAM(FEET) = 1035.10 DOWNSTREAM (FEET) = 1034.84 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 54.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.67 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 201.38 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 19.85 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 107.00 = 2753.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< --------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.85 RAINFALL INTENSITY(INCH/HR) = 2.58 AREA -AVERAGED Fm(INCH/HR) = 0.16 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.22 EFFECTIVE STREAM AREA(ACRES) = 76.53 TOTAL STREAM AREA(ACRES) = 78.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 201.38 ❑ CREATEDATE 2/3/2005 11:17 AME] ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 24❑ FLOW PROCESS FROM NODE 182.00 TO NODE 182.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< _____________------------------------ USER-SPECIFIED VALUES ARE AS FOLLOWS: ROM S C M O Rz AILL5 TC(MIN.) = 17.97 RAINFALL INTENSITY(INCH/HR) = 2.74 TIR 16014 4 EFFECTIVE AREA(ACRES) = 59.77 ^ TOTAL AREA(ACRES) = 70.28 PEAK FLOW RATE(CFS) = 160.84 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.47 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 182.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< «< -------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1035.38 DOWNSTREAM(FEET) = 1034.84 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.45 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 160.84 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 18.51 LONGEST FLOWPATH FROM NODE 182.00 TO NODE 107.00 = 660.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.51 RAINFALL INTENSITY(INCH/HR) = 2.69 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 59.77 TOTAL STREAM AREA(ACRES) = 70.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 160.84 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 167.72 8.89 4.181 0.75( 0.20) 0.26 37.8 106.30 1 169.54 9.17 4.104 0.75( 0.20) 0.26 39.0 101.60 1 173.44 9.74 3.958 0.75( 0.20) 0.26 41.6 103.90 1 181.30 11.00 3.680 0.75( 0.19) 0.26 47.2 101.40 1 181.69 11.09 3.662 0.75( 0.19) 0.26 47.5 100.30 1 185.86 12.21 3.457 0.75( 0.19) 0.25 51.9 102.30 1 191.71 14.11 3.169 0.75( 0.18) 0.24 58.7 103.50 1 193.84 14.90 3.068 0.75( 0.18) 0.24 61.5 103.70 1 198.29 17.05 2.830 0.75( 0.17) 0.23 68.4 645.00 1 199.96 18.08 2.732 0.75( 0.17) 0.22 71.6 105.50 1 201.38 19.85 2.583 0.75( 0.16) 0.22 76.5 414.00 160.84 18.51 2.694 0.47( 0.22) 0.47 59.8 182.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER it I ® A IIP. I IL A l A k A I I I I i I I I I I I I t I I I 1 I t II IL II & i Ii A ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 250 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 291.50 8.89 4.181 0.59( 0.21) 0.35 66.5 106.30 2 294.74 9.17 4.104 0.59( 0.21) 0.35 68.6 101.60 3 301.43 9.74 3.958 0.59( 0.21) 0.35 73.1 103.90 4 315.08 11.00 3.680 0.59( 0.20) 0.35 82.7 101.40 5 315.85 11.09 3.662 0.59( 0.20) 0.35 83.3 100.30 6 324.74 12.21 3.457 0.58( 0.20) 0.35 91.3 102.30 7 337.96 14.11 3.169 0.58( 0.20) 0.34 104.3 103.50 8 342.91 14.90 3.068 0.58( 0.20) 0.34 109.6 103.70 9 354.60 17.05 2.830 0.57( 0.19) 0.34 123.4 645.00 10 359.50 18.08 2.732 0.57( 0.19) 0.33 130.0 105.50 11 361.14 18.51 2.694 0.57( 0.19) 0.33 132.6 182.00 12 355.00 19.85 2.583 0.57( 0.19) 0.33 136.3 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 361.14 Tc(MIN.) = 18.51 EFFECTIVE AREA(ACRES) = 132.57 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 148.29 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 107.00 = 2753.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1034.84 DOWNSTREAM(FEET) = 1034.40 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 96.0 INCH PIPE IS 73.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.75 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 361.14 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 18.93 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 108.00 = 2973.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.93 RAINFALL INTENSITY(INCH/HR) = 2.66 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.33 EFFECTIVE STREAM AREA(ACRES) - 132.57 TOTAL STREAM AREA(ACRES) = 148.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 361.14 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 108.60 TO NODE 108.50 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 90.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.40 DOWNSTREAM(FEET) = 1051.04 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 U-1SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.548 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.549 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RESO 0 PAGE 260 COMMERCIAL B 0.09 0.75 0.10 56 5.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) - 0.09 PEAK FLOW RATE(CFS) = 0.44 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 108.50 TO NODE 108.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1051.04 DOWNSTREAM ELEVATION(FEET) = 1049.28 STREET LENGTH(FEET) = 331.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.47 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.45 STREET FLOW TRAVEL TIME(MIN.) = 3.65 Tc(MIN.) = 9.19 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.099 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.45 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.63 EFFECTIVE AREA(ACRES) - 0.54 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) = 1.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.28 FLOW VELOCITY(FEET/SEC.) = 1.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.55 LONGEST FLOWPATH FROM NODE 108.60 TO NODE 108.10 = 421.00 FEET. ++++++++++++++++++++++++++*+++++++++++*+++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 108.10 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1042.95 DOWNSTREAM(FEET) = 1034.40 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.96 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 9.25 LONGEST FLOWPATH FROM NODE 108.60 TO NODE 108.00 = 461.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< Li CREATEDATE 2/3/2005 11:17 AME ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 27;1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.25 RAINFALL INTENSITY(INCH/HR) = 4.08 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.54 TOTAL STREAM AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.96 FLOW PROCESS FROM NODE 108.40 TO NODE 108.30 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.40 DOWNSTREAM(FEET) = 1051.04 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.548 12 .( * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.549 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.14 0.75 0.10 56 5.55 SUBAREA AVERAGE PEPVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.69 FLOW PROCESS FROM NODE 108.30 TO NODE 108.20 IS CODE = 61 ---------------------------------------------------------------------------- .» >>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ,>,--(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1051.04 DOWNSTREAM ELEVATION(FEET) = 1049.28 STREET LENGTH(FEET) = 331.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 L OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TI14E COMPUTED USING ESTIMATED FLOW(CFS) = 1.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.45 STREET FLOW TRAVEL TIME(MIN.) = 3.68 Tc(MIN.) = 9.23 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.090 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.32 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 1.16 EFFECTIVE AREA(ACRES) = 0.46 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 ❑ CREATEDATE 2/3/2005 11:17 AMU ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 2811 TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 1.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.56 FLOW VELOCITY(FEET/SEC.) = 1.61 DEPTH*VELOCITY(FT*FT/SEC.) = 0.51 LONGEST FLOWPATH FROM NODE 108.40 TO NODE 108.20 = 421.00 FEET. FLOW PROCESS FROM NODE 108.20 TO NODE 108.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< --------------------------------------------- ----- ELEVATION DATA: UPSTREAM(FEET) = 1042.94 DOWNSTREAM(FEET) = 1034.40 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.66 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.25 LONGEST FLOWPATH FROM NODE 108.40 TO NODE 108.00 = 446.00 FEET. ++++++++++**++++***+*+++++++***+++*+*****+********************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREA14 FOR CONFLUENCE<c«< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< -------------------------- -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.25 RAINFALL INTENSITY(INCH/HR) = 4.08 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.46 TOTAL STREAM AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.66 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 291.50 9.34 4.060 0.59( 0.21) 0.35 66.5 106.30 1 294.74 9.62 3.989 0.59( 0.21) 0.35 68.6 101.60 1 301.43 10.18 3.855 0.59( 0.21) 0.35 73.1 103.90 1 315.08 11.44 3.595 0.59( 0.20) 0.35 82.7 101.40 1 315.85 11.53 3.578 0.59( 0.20) 0.35 83.3 100.30 1 324.74 12.65 3.385 0.58( 0.20) 0.35 91.3 102.30 1 337.96 14.54 3.113 0.58( 0.20) 0.34 104.3 103.50 1 342.91 15.32 3.017 0.58( 0.20) 0.34 109.6 103.70 1 354.60 17.48 2.788 0.57( 0.19) 0.34 123.4 645.00 1 359.50 18.50 2.694 0.57( 0.19) 0.33 130.0 105.50 1 361.14 18.93 2.658 0.57( 0.19) 0.33 132.6 182.00 1 355.00 20.26 2.550 0.57( 0.19) 0.33 136.3 414.00 2 1.96 9.25 4.085 0.75( 0.07) 0.10 0.5 108.60 3 1.66 9.25 4.083 0.75( 0.07) 0.10 0.5 108.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 294.05 9.25 4.085 0.59( 0.21) 0.35 66.9 108.60 2 294.14 9.25 4.083 0.59( 0.21) 0.35 66.9 108.40 3 295.10 9.34 4.060 0.59( 0.21) 0.35 67.5 106.30 a i IL A & A lk I K. I t i 1 i I i I 1 M 1 t i 1 1 E 1 t I i A t i a A t I a A ❑ CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 290 4 298.27 9.62 3.989 0.59( 0.21) 0.35 69.6 101.60 5 304.84 10.18 3.855 0.59( 0.20) 0.35 74.1 103.90 6 318.25 11.44 3.595 0.59( 0.20) 0.35 83.7 101.40 7 319.01 11.53 3.578 0.59( 0.20) 0.35 84.3 100.30 8 327.72 12.65 3.385 0.59( 0.20) 0.34 92.3 102.30 9 340.70 14.54 3.113 0.58( 0.20) 0.34 105.3 103.50 10 345.57 15.32 3.017 0.58( 0.20) 0.34 110.6 103.70 11 357.05 17.48 2.788 0.57( 0.19) 0.33 124.4 645.00 12 361.86 18.50 2.694 0.57( 0.19) 0.33 131.0 105.50 13 363.47 18.93 2.658 0.57( 0.19) 0.33 133.6 182.00 14 357.24 20.28 2.550 0.57( 0.19) 0.33 137.3 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 363.47 Tc(MIN.) = 18.93 EFFECTIVE AREA(ACRES) = 133.57 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 149.29 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 108.00 = 2973.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1034.40 DOWNSTREAM(FEET) = 1033.84 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 96.0 INCH PIPE IS 73.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.75 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 363.47 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 19.46 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 109.00 = 3253.00 FEET. FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.46 RAINFALL INTENSITY(INCH/HR) = 2.61 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.33 EFFECTIVE STREAM AREA(ACRES) = 133.57 TOTAL STREAM AREA(ACRES) = 149.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 363.47 FLOW PROCESS FROM NODE 109.20 TO NODE 109.10 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 265.00 ELEVATION DATA: UPSTREAM(FEET) = 1050.42 DOWNSTREAM(FEET) = 1048.92 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.973 13 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.465 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.45 0.75 0.10 56 7.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 30❑ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) - 0.45 PEAK FLOW RATE(CFS) = 1.78 FLOW PROCESS FROM NODE 109.10 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1048.87 DOWNSTREAM(FEET) = 1033.84 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.78 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.99 LONGEST FLOWPATH FROM NODE 109.20 TO NODE 109.00 = 286.00 FEET. FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.99 RAINFALL INTENSITY(INCH/HR) = 4.46 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.45 TOTAL STREAM AREA(ACRES) - 0.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.78 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 294.05 9.81 3.941 0.59( 0.21) 0.35 66.9 108.60 1 294.14 9.82 3.939 0.59( 0.21) 0.35 66.9 108.40 1 295.10 9.91 3.919 0.59( 0.21) 0.35 67.5 106.30 1 298.27 10.18 3.856 0.59( 0.21) 0.35 69.6 101.60 1 304.84 10.74 3.734 0.59( 0.20) 0.35 74.1 103.90 1 318.25 12.00 3.494 0.59( 0.20) 0.35 83.7 101.40 1 319.01 12.08 3.479 0.59( 0.20) 0.35 84.3 100.30 1 327.72 13.19 3.300 0.59( 0.20) 0.34 92.3 102.30 1 340.70 15.08 3.045 0.58( 0.20) 0.34 105.3 103.50 1 345.57 15.87 2.954 0.58( 0.20) 0.34 110.6 103.70 1 357.05 18.01 2.738 0.57( 0.19) 0.33 124.4 645.00 1 361.86 19.03 2.649 0.57( 0.19) 0.33 131.0 105.50 1 363.47 19.46 2.614 0.57( 0.19) 0.33 133.6 182.00 1 357.24 20.81 2.510 0.57( 0.19) 0.33 137.3 414.00 2 1.78 7.99 4.458 0.75( 0.07) 0.10 0.4 109.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 274.36 7.99 4.458 0.59( 0.20) 0.35 54.9 109.20 2 295.62 9.81 3.941 0.59( 0.20) 0.35 67.3 108.60 3 295.71 9.82 3.939 0.59( 0.20) 0.35 67.4 108.40 4 296.66 9.91 3.919 0.59( 0.20) 0.35 68.0 106.30 5 299.81 10.18 3.856 0.59( 0.20) 0.35 70.0 101.60 J CREATEDATE 2/3/2005 11:17 AME] ❑ FILENAME FONTBULB.RES[I ❑ PAGE 31 F] 6 306.33 10.74 3.734 0.59( 0.20) 0.35 74.5 103.90 7 319.64 12.00 3.494 0.59( 0.20) 0.34 84.2 101.40 8 320.39 12.08 3.479 0.59( 0.20) 0.34 84.8 100.30 9 329.03 13.19 3.300 0.59( 0.20) 0.34 92.7 102.30 10 341.90 15.08 3.045 0.58( 0.20) 0.34 105.8 103.50 11 346.74 15.87 2.954 0.58( 0.20) 0.34 111.0 103.70 12 358.13 18.01 2.738 0.58( 0.19) 0.33 124.9 645.00 13 362.91 19.03 2.649 0.57( 0.19) 0.33 131.5 105.50 14 364.50 19.46 2.614 0.57( 0.19) 0.33 134.0 182.00 15 358.22 20.81 2.510 0.57( 0.19) 0.32 137.8 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 364.50 Tc(MIN.) = 19.46 EFFECTIVE APEA(ACRES) = 134.02 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 149.74 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 109.00 = 3253.00 FEET. FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- :,>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -, »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1033.84 DOWNSTREAM(FEET) = 1033.74 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 96.0 INCH PIPE IS 74.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.75 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 364.50 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 19.55 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 110.00 = 3303.00 FEET. FLJW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 10 ---------------------------------------------------------------------------- ..>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< --------------- FLOW PROCESS FROM NODE 150.60 TO NODE 150.50 IS CODE = 21 ------------------------------------------------------------------ >>>>,RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< - ------- >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 166.00 ELEVATION DATA: UPSTREAM(FEET) - 1057.80 DOWNSTREAM(FEET) = 1055.92 Tc = K+'(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 / SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.365 3 �.JI * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.682 ttttUUUU SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.23 0.75 0.50 56 7.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 0.89 FLOW PROCESS FROM NODE 150.50 TO NODE 150.20 IS CODE = 61 ---------------------------------------------------------------------------- >>»;COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >» >>(STANDARD CURB SECTION USED)<<<<< ❑ CREATEDATE 2/3/2005 11:17 AME] ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 32LI UPSTREAM ELEVATION(FEET) = 1055.92 DOWNSTREAM ELEVATION(FEET) = 1050.67 STREET LENGTH(FEET) = 477.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ^�{ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 �+ INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.58 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 3.10 Tc(MIN.) = 10.47 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.792 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "B-10 DWELLINGS/ACRE" B 1.80 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.66 EFFECTIVE AREA(ACRES) = 2.03 AREA -AVERAGED Fm(INCH/HR) = 0.'1 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) = 6.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.40 FLOW VELOCITY(FEET/SEC.) = 2.90 DEPTH*VELOCITY(FT*FT/SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 150.20 = 643.00 FEET. FLOW PROCESS FROM NODE 150.20 TO NODE 150.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< «< ------------------------------------------------- ---- ELEVATION DATA: UPSTREAM(FEET) = 1043.25 DOWNSTREAM(FEET) = 1042.19 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.37 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 10.68 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 150.00 = 728.00 FEET. FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.68 RAINFALL INTENSITY(INCH/HR) = 3.75 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.03 TOTAL STREAM AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.37 i® IL I k. I i! i I A lk � �! � f i >t ! i t i t i t 1 t i t i [ i lk ! I t ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 330 +++++++++++++++++++++++++++++++++++++++++++++++++++++++**+++++++++++++++++++ FLOW PROCESS FROM NODE 150.40 TO NODE 150.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 188.00 ELEVATION DATA: UPSTREAM(FEET) = 1057.80 DOWNSTREAM(FEET) = 1055.99 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) ]**0.20 5 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.997 3.1 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.457 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 115-7 DWELLINGS/ACRE" B 0.29 0.75 0.50 56 8.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) = 1.07 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 150.30 TO NODE 150.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1055.99 DOWNSTREAM ELEVATION(FEET) = 1050.80 STREET LENGTH(FEET) = 399.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 3 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.90 STREET FLOW TRAVEL TIME(MIN.) = 2.49 Tc(MIN.) = 10.49 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.787 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "B-10 DWELLINGS/ACRE" B 1.44 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 4.52 EFFECTIVE AREA(ACRES) = 1.73 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap - 0.42 TOTAL AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) = 5.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.03 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 150.40 TO NODE 150.10 = 587.00 FEET. FLOW PROCESS FROM NODE 150.10 TO NODE 150.00 IS CODE = 31 ❑ CREATEDATE 2/3/200511:17 AMD D FILENAME FONTBULB.RES❑ ❑ PAGE 3413 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAR EA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1044.47 DOWNSTREAM(FEET) = 1042.19 FLOW LENGTH(FEET) - 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.48 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.41 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 10.65 LONGEST FLOWPATH FROM NODE 150.40 TO NODE 150.00 = 667.00 FEET. FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 10.65 RAINFALL INTENSITY(INCH/HR) = 3.75 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 1.73 TOTAL STREAM AREA(ACRES) = 1.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.41 ** CONFLUENCE DATA - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.37 10.68 3.745 0.75( 0.31) 0.41 2.0 150.60 2 5.41 10.65 3.753 0.75( 0.31) 0.42 1.7 150.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.77 10.65 3.753 0.75( 0.31) 0.41 3.8 150.40 2 11.76 10.68 3.745 0.75( 0.31) 0.41 3.8 150.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.77 Tc(MIN.) = 10.65 EFFECTIVE AREA(ACRES) = 3.75 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 3.76 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 150.00 = 728.00 FEET. FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: =UPSTREAM(FEET) = 1042.19 DOWNSTREAM(FEET) - 1040.73 FLOW LENGTH(FEET) - 365.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.87 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 11.77 PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 11.90 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 151.00 = 1093.00 FEET. O CREATEDATE 2/3/2005 11:17 AMO O FILENAME FONTBULB.RES❑ O PAGE 350 FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 10 ---------------------------------------------------------------------------- . >»MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< FLOW PROCESS FROM NODE 151.70 TO NODE 151.60 IS CODE = 21 ---------------------------------------------------------------------------- >>>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< :,-,USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 125.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.90 DOWNSTREAM(FEET) = 1052.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)) --0.20 /''' SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.136 5 4 "1 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.224 UU SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.14 0.75 0.50 56 6.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.61 +*x#**+#+++#++++*#####+#+***######x*xx##+x+xxx+xxxxxxx+x*xx#xx##+#x#x#x+++++ FLOW PROCESS FROM NODE 151.60 TO NODE 151.50 IS CODE = 61 ---------------------------------------------------------------------------- >_ ,>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1052.90 DOWNSTREAM ELEVATION(FEET) = 1050.14 STREET LENGTH(FEET) = 475.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 R INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.56 STREET FLOW TRAVEL TIME(MIN.) = 4.64 Tc(MIN.) = 10.78 x 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.726 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 0.84 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 2.59 EFFECTIVE AREA(ACRES) = 0.98 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 0.98 PEAK FLOW RATE(CFS) = 3.01 END OF SUBAREA STREET FLOW HYDRAULICS: O CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RESO O PAGE 360 DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.09 FLOW VELOCITY(FEET/SEC.) = 1.91 DEPTH*VELOCITY(FT*FT/SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 151.70 TO NODE 151.50 = 600.00 FEET. FLOW PROCESS FROM NODE 151.50 TO NODE 151.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1050.14 DOWNSTREAM ELEVATION(FEET) = 1049.60 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 3S, , 3 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.31 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.50 STREET FLOW TRAVEL TIME(MIN.) = 2.67 Tc(MIN.) = 13.44 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.263 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" B 1.27 0.75 0.50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.27 SUBAREA RUNOFF(CFS) = 3.30 EFFECTIVE AREA(ACRES) = 2.25 AREA -AVERAGED Fm(INCH/HR) = 0.35 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) = 5.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.18 FLOW VELOCITY(FEET/SEC.) = 1.39 DEPTH*VELOCITY(FT*FT/SEC.) = 0.57 LONGEST FLOWPATH FROM NODE 151.70 TO NODE 151.10 = 810.00 FEET. xx#x###x###****#**xxxxxxxxx#x*##x++xx###xx#xxxxxxx*+*#***xx**xxx FLOW PROCESS FROM NODE 151.10 TO NODE 151.10 IS CODE = 1 ---------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.44 RAINFALL INTENSITY(INCH/HR) = 3.26 AREA -AVERAGED Fm(INCH/HR) = 0.35 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.46 EFFECTIVE STREAM AREA(ACRES) = 2.25 TOTAL STREAM AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.91 #*xx*xxxxxx*#+******x*xxxxxxxx###*#*#**#********####++##+*+###*#+##+*###+++# FLOW PROCESS FROM NODE 151.40 TO NODE 151.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< I 1 IL A iL A IL i k 1 IL :A t I 1 i t i k i w i t i t i t i t i t i I A I A I A ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 37❑ INITIAL SUBAREA FLOW-LENGTH(FEET) = 125.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.90 DOWNSTREAM(FEET) = 1053.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) )**0.20 -38,2- A SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.199 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.192 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.14 0.75 0.50 56 6.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) 0.61 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.61 +*++++++++++++++++++++++++++++++++++++++++++++++++*+++++++++++++*+++++++++++ FLOW PROCESS FROM NODE 151.30 TO NODE 151.20 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1053.00 DOWNSTREAM ELEVATION(FEET) = 1050.85 STREET LENGTH(FEET) = 355.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 (1� INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.83 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 3.23 Tc(MIN.) = 9.43 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.036 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.04 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 3.50 EFFECTIVE AREA(ACRES) = 1.18 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.18 PEAK FLOW RATE(CFS) = 3.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.39 FLOW VELOCITY(FEET/SEC.) = 2.07 DEPTH*VELOCITY(FT*FT/SEC.) - 0.82 LONGEST FLOWPATH FROM NODE 151.40 TO NODE 151.20 = 480.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++*+++++++++++++++*+++ FLOW PROCESS FROM NODE 151.20 TO NODE 151.10 IS CODE = 61 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1050.85 DOWNSTREAM ELEVATION(FEET) = 1049.60 STREET LENGTH(FEET) = 345.00 CURB HEIGHT(INCHES) = 6.0 ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ Cl PAGE 380 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 3 b v o OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.47 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 12.87 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.350 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 2.50 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 6.86 EFFECTIVE AREA(ACRES) = 3.68 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 3.68 PEAK FLOW RATE(CFS) = 10.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.35 FLOW VELOCITY(FEET/SEC.) = 1.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 151.40 TO NODE 151.10 = 825.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 151.10 TO NODE 151.10 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS == 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.87 RAINFALL INTENSITY(INCH/HR) = 3.35 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 3.68 TOTAL STREAM AREA(ACRES) = 3.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.09 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.91 13.44 3.263 0.75( 0.35) 0.46 2.2 151.70 2 10.09 12.87 3.350 0.75( 0.30) 0.40 3.7 151.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.92 12.87 3.350 0.75( 0.32) 0.43 5.8 151.40 2 15.71 13.44 3.263 0.75( 0.32) 0.43 5.9 151.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 7 CREATEDATE 2/3/2005 11:17 AMC 0 FILENAME FONTBULB.RES❑ ❑ PAGE 390 PEAK FLOW RATE(CFS) = 15.92 Tc(MIN.) = 12.87 EFFECTIVE AREA(ACRES) = 5.83 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 5.93 LONGEST FLOWPATH FROM NODE 151.40 TO NODE 151.10 = 825.00 FEET. FLOW PROCESS FROM NODE 151.10 TO NODE 151.00 IS CODE = 31 )»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< =====_­_= ---------------- ELEVATI -- --- =ELEVATION DATA: UPSTREAM(FEET) = 1041.40 DOWNSTREAM(FEET) = 1040.73 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.13 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.92 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.92 LONGEST FLOWPATH FROM NODE 151.40 TO NODE 151.00 = 855.00 FEET. FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 11 ---------------------------------------------------------------------------- »)CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAtd Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBEP. (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.92 12.92 3.342 0.75( 0.32) 0.43 5.8 151.40 2 15.71 13.49 3.256 0.75( 0.32) 0.43 5.9 151.70 LONGEST FLOWPATH FROM NODE 151.40 TO NODE 151.00 = 855.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.77 11.90 3.511 0.75( 0.31) 0.41 3.8 150.40 11.76 11.94 3.505 0.75( 0.31) 0.41 3.8 150.60 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 151.00 = 1093.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER. (CFS) (MIN.) (INCH/HR) 1 27.25 11.90 3.511 27.26 11.94 3.505 3 27.08 12.92 3.342 4 26.56 13.49 3.256 TOTAL AREA(ACRES) = 9.69 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.75( 0.31) 0.42 9.1 150.40 0.75( 0.31) 0.42 9.2 150.60 0.75( 0.31) 0.42 9.6 151.40 0.75( 0.32) 0.42 9.7 151.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.26 Tc(MIN.) = 11.936 EFFECTIVE AREA(ACRES) = 9.15 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 9.69 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 151.00 = 1093.00 FEET. FLOW PROCESS FROM NODE 151.00 TO NODE 151.00 IS CODE = 12 ---------------------------------------------------------------------------- >>»>CLEAR MEMORY BANK # 3 <<<<< FLOW FROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 31 ---------------------------------------------------------------------------- %» )COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 0 CREATEDATE 2/3/2005 11:17 AMC) 0 FILENAME FONTBULB.RESO 0 PAGE 400 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1040.73 DOWNSTREAM(FEET) = 1039.45 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.01 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.26 PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 12.82 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 152.00 = 1413.00 FEET. +***+***+**++*+*+**+*+******+++++*****************+****+******** FLOW PROCESS FROM NODE 152.00 TO NODE 152.00 IS CODE = 1 ---------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.82 RAINFALL INTENSITY(INCH/HR) = 3.36 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 9.15 TOTAL STREAM AREA(ACRES) = 9.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.26 **+***+*+*********************************+**************+******++*+******+* FLOW PROCESS FROM NODE 152.40 TO NODE 152.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ----------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 144.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.40 DOWNSTREAM(FEET) = 1052.27 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.596 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.002 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.19 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.79 qo.1 Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 56 6.60 0.75 TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) = 0.79 FLOW PROCESS FROM NODE 152.30 TO NODE 152.20 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« <<< »»>(STANDARD CURB SECTION USED) ««< ------=----=--------------------- -- -- -- -- ----- --- UPSTREAM ELEVATION(FEET) = 1052.27 DOWNSTREAM ELEVATION(FEET) = 1049.11 STREET LENGTH(FEET) = 485.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.62 I/ k A k A k A & A & I I 1 I I I I I i I I E I I I I I I I I I t I t i & A ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 41 ❑ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 3.88 Tc(MIN.) = 10.48 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.789 SUBAREA LOSS RATE DATA(AMC II). DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.78 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 5.59 EFFECTIVE AREA(ACRES) = 1.97 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) = 6.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.77 FLOW VELOCITY(FEET/SEC.) = 2.37 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 152.40 TO NODE 152.20 = 629.00 FEET. FLOW PROCESS FROM NODE 152.20 TO NODE 152.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1040.62 DOWNSTREAM(FEET) = 1039.45 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.17 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 10.54 LONGEST FLOWPATH FROM NODE 152.40 TO NODE 152.00 = 662.00 FEET. FLOW PROCESS FROM NODE 152.00 TO NODE 152.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.54 RAINFALL INTENSITY(INCH/HR) = 3.78 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.97 TOTAL STREAM AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.17 FLOW PROCESS FROM NODE 152.60 TO NODE 152.50 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 30.00 ELEVATION DATA: UPSTREAM(FEET) = 1050.35 DOWNSTREAM(FEET) = 1050.05 Tc = K*[(LENGTH** 3.00)/ (ELEVATION CHANGE)]**0.20 3 1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ 0 PAGE 4211 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.907 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.05 0.75 0.10 56 5.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.05 PEAK FLOW RATE(CFS) = 0.26 FLOW PROCESS FROM NODE 152.20 TO NODE 152.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1050.05 DOWNSTREAM ELEVATION(FEET) = 1049.11 STREET LENGTH(FEET) = 101.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) - 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 [� INSIDE STREET CROSSFALL(DECIMAL) 0.020 -j OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.40 STREET FLOW TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 6.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.294 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.19 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.89 EFFECTIVE AREA(ACRES) = 0.24 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 1.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.03 FLOW VELOCITY(FEET/SEC.) = 1.84 DEPTH*VELOCITY(FT*FT/SEC.) = 0.49 LONGEST FLOWPATH FROM NODE 152.60 TO NODE 152.10 = 131.00 FEET. FLOW PROCESS FROM NODE 152.10 TO NODE 152.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1042.78 DOWNSTREAM(FEET) = 1039.45 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.07 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.13 PIPE TRAVEL TIME(MIN.) - 0.03 Tc(MIN.) = 6.03 LONGEST FLOWPATH FROM NODE 152.60 TO NODE 152.00 = 151.00 FEET. CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RES❑ 0 PAGE 430 FLOW PROCESS FROM NODE 152.00 TO NODE 152.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.03 RAINFALL INTENSITY(INCH/HR) = 5.28 AREA -AVERAGED Fm(INCH/HR) = 0.07 APEA-AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.24 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.13 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 27.25 12.79 3.363 0.75( 0.31) 0.42 9.1 150.40 1 27.26 12.82 3.357 0.75( 0.31) 0.42 9.2 150.60 1 27.08 13.81 3.211 0.75( 0.31) 0.42 9.6 151.40 1 26.56 14.38 3.133 0.75( 0.32) 0.42 9.7 151.70 6.17 10.54 3.777 0.75( 0.31) 0.41 2.0 152.40 3 1.13 6.03 5.277 0.75( 0.07) 0.10 0.2 152.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) 140DE 1 27.13 6.03 5.277 0.75( 0.30) 0.40 5.7 152.60 32.48 10.54 3.777 0.75( 0.31) 0.41 9.7 152.40 3 33.40 12.79 3.363 0.75( 0.31) 0.41 11.3 150.40 4 33.40 12.82 3.357 0.75( 0.31) 0.41 11.4 150.60 5 32.93 13.81 3.211 0.75( 0.31) 0.41 11.8 151.40 6 32.26 14.38 3.133 0.75( 0.31) 0.41 11.9 151.70 C014PUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.40 Tc(MIN.) = 12.82 EFFECTIVE AREA(ACRES) = 11.36 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 11.90 L014GEST FLOWPATH FROM NODE 150.60 TO NODE 152.00 = 1413.00 FEET. FLOW PROCESS FROM NODE 152.00 TO NODE 119.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------- ----------- --------------------- ELEVATION DATA: UPSTREAM(FEET) = 1039.45 DOWNSTREAM(FEET) = 1039.22 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.02 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.40 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 13.00 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 119.00 = 1478.00 FEET. FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 10 ---------------------------------------------------------------------------- >MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< 0 CREATEDATE 2/3/2005 11:17 AMO 0 FILENAME FONTBULB.RESO E PAGE 440 FLOW PROCESS FROM NODE 118.60 TO NODE 118.50 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------------------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 58.00 ELEVATION DATA: UPSTREAM(FEET) = 1050.20 DOWNSTREAM(FEET) = 1049.97 To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.907 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL B 0.05 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.26 So•1 Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 56 5.00 0.75 TOTAL AREA(ACRES) = 0.05 PEAK FLOW RATE(CFS) = 0.26 *++*+**********************************+*********+************+*****++*+*+++ FLOW PROCESS FROM NODE 118.50 TO NODE 118.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STANDARD CURB SECTION USED) ««< --------------------------------------------------------- ---- UPSTREAM ELEVATION(FEET) = 1049.97 DOWNSTREAM ELEVATION(FEET) = 1049.15 STREET LENGTH(FEET) = 101.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.38 STREET FLOW TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 6.06 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.262 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.19 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.89 EFFECTIVE AREA(ACRES) = 0.24 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 1.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.25 FLOW VELOCITY(FEET/SEC.) = 1.74 DEPTH*VELOCITY(FT*FT/SEC.) = 0.47 LONGEST FLOWPATH FROM NODE 118.60 TO NODE 118.10 = 159.00 FEET. +*****************+**********+***++****+*+*******++*****+********+*+*+++*+** FLOW PROCESS FROM NODE 118.10 TO NODE 118.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< i i&L A IL A OL A IL! IL I i i I I t 1 t! t 1 t f E 1 t i t I 1 k A 1. A l I ❑ CREATEDATE 2/3/2005 11:17 AM ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 450 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1041.32 DOWNSTREAM(FEET) = 1041.10 FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.12 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 6.19 LONGEST FLOWPATH FROM NODE 118.60 TO NODE 118.00 = 185.00 FEET. FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.19 RAINFALL INTENSITY(INCH/HR) = 5.20 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.24 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.12 FLOW PROCESS FROM NODE 118.30 TO NODE 118.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 165.00 ELEVATION DATA: UPSTREAM(FEET) = 1451.79 DOWNSTREAM(FEET) = 1448.84 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.241 ll * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.743 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.26 0.75 0.10 56 5.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 1.33 FLOW PROCESS FROM NODE 118.20 TO NODE 118.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1043.82 DOWNSTREAM(FEET) = 1041.10 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.24 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.33 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.31 LONGEST FLOWPATH FROM NODE 118.30 TO NODE 118.00 = 198.00 FEET. FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 1 ❑ CREATEDATE 2/3/200511:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 460 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.31 RAINFALL INTENSITY(INCH/HR) = 5.70 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.26 TOTAL STREAM AREA(ACRES) - 0.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.33 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.12 6.19 5.199 0.75( 0.07) 0.10 0.2 118.60 2 1.33 5.31 5.699 0.75( 0.07) 0.10 0.3 118.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.38 5.31 5.699 0.75( 0.07) 0.10 0.5 118.30 2 2.33 6.19 5.199 0.75( 0.07) 0.10 0.5 118.60 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 2.38 Tc(MIN.) = 5.31 EFFECTIVE AREA(ACRES) = 0.47 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.50 LONGEST FLOWPATH FROM NODE 118.30 TO NODE 118.00 = 198.00 FEET. -FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 31 ---------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1041.10 DOWNSTREAM(FEET) = 1039.22 FLOW LENGTH(FEET) - 155.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.97 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.38 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 5.83 LONGEST FLOWPATH FROM NODE 118.30 TO NODE 119.00 = 353.00 FEET. FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.38 5.83 5.388 0.75( 0.07) 0.10 0.5 118.30 2 2.33 6.71 4.951 0.75( 0.07) 0.10 0.5 118.60 LONGEST FLOWPATH FROM NODE 118.30 TO NODE 119.00 = 353.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** 1 CREATEDATE 2/3/2005 11:17 AME U FILENAME FONTBULB.RESU U PAGE 470 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 27.13 6.22 5.179 0.75( 0.30) 0.40 5.7 152.60 32.48 10.72 3.738 0.75( 0.31) 0.41 9.7 152.40 3 33.40 12.97 3.335 0.75( 0.31) 0.41 11.3 150.40 4 33.40 13.00 3.329 0.75( 0.31) 0.41 11.4 150.60 5 32.93 13.99 3.186 0.75( 0.31) 0.41 11.8 151.40 6 32.26 14.56 3.110 0.75( 0.31) 0.41 11.9 151.70 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 119.00 = 1478.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 28.87 5.83 5.388 0.75( 0.28) 0.38 5.8 118.30 2 29.48 6.22 5.179 0.75( 0.29) 0.38 6.2 152.60 3 30.03 6.71 4.951 0.75( 0.29) 0.38 6.6 118.60 4 34.23 10.72 3.738 0.75( 0.30) 0.40 10.2 152.40 5 34.96 12.97 3.335 0.75( 0.30) 0.40 11.8 150.40 6 34.95 13.00 3.329 0.75( 0.30) 0.40 11.9 150.60 7 34.42 13.99 3.186 0.75( 0.30) 0.40 12.3 151.40 8 33.71 14.56 3.110 0.75( 0.30) 0.40 12.4 151.70 TOTAL AREA(ACRES) = 12.40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.96 Tc(MIN.) = 12.967 EFFECTIVE AREA(ACRES) = 11.84 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 12.40 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 119.00 = 1478.00 FEET. FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>»CLEAR MEMORY BANK # 3 ««< FLOW PROCESS FROM NODE 119.00 TO NODE 117.00 IS CODE = 31 >;>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >: »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ------------------- --------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1039.22 DOWNSTREAM(FEET) = 1038.13 FLOW LENGTH(FEET) = 275.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.36 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.96 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 13.69 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 117.00 = 1753.00 FEET. FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.69 RAINFALL INTENSITY(INCH/HR) = 3.23 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 EFFECTIVE STREA14 AREA(ACRES) = 11.84 TOTAL STREAM AREA(ACRES) = 12.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.96 U CREATEDATE 2/3/2005 11:17 AMU ❑ FILENAME FONTBULB.RESU U PAGE 48U FLOW PROCESS FROM NODE 117.30 TO NODE 117.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) - 255.00 ELEVATION DATA: UPSTREAM(FEET) = 1050.42 DOWNSTREAM(FEET) = 1048.54 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.447 `CJ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.651 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CH (MIN.) COMMERCIAL B 0.45 0.75 0.10 56 7.45 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.85 TOTAL AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) = 1.85 FLOW PROCESS FROM NODE 117.20 TO NODE 117.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « <<< ------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1039.92 DOWNSTREAM(FEET) = 1038.13 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.85 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 7.52 LONGEST FLOWPATH FROM NODE 117.30 TO NODE 117.00 = 286.00 FEET. FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 1 ---------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.52 RAINFALL INTENSITY(INCH/HR) = 4.63 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.45 TOTAL STREAM AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.85 FLOW PROCESS FROM NODE 117.60 TO NODE 117.10 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 240.00 ELEVATION DATA: UPSTREAM(FEET) = 1050.42 DOWNSTREAM(FEET) = 1048.75 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.353 33.2- * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.687 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 11IL A & A lk A I A IL A k 1 I i t 1 I i t l t i i! t i t l t 1 t l E 1 & I ❑ GREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 490 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.51 0.75 0.10 56 7.35 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.12 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 2.12 FLOW PROCESS FROM NODE 117.10 TO NODE 117.00 IS CODE - 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA UPSTREAM(FEET) - 1042.92 DOWNSTREAM (FEET) = 1038.13 FLOW LENGTH(FEET) = 22.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.12 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.38 LONGEST FLOWPATH FROM NODE 117.60 TO NODE 117.00 = 262.00 FEET. *+*++*+**+**+++++++*++++*+++++++*+++++++++++++++++**+++*+++*+++++++*++++++*+ FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.38 RAINFALL INTENSITY(INCH/HR) = 4.68 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.51 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 28.87 6.59 5.006 0.75( 0.28) 0.38 5.8 118.30 1 29.48 6.98 4.834 0.75( 0.29) 0.38 6.2 152.60 1 30.03 7.47 4.643 0.75( 0.29) 0.38 6.6 118.60 1 34.23 11.44 3.595 0.75( 0.30) 0.40 10.2 152.40 1 34.96 13.69 3.228 0.75( 0.30) 0.40 11.8 150.40 1 34.95 13.72 3.223 0.75( 0.30) 0.40 11.9 150.60 1 34.42 14.71 3.092 0.75( 0.30) 0.40 12.3 151.40 1 33.71 15.29 3.021 0.75( 0.30) 0.40 12.4 151.70 2 1.85 7.52 4.625 0.75( 0.07) 0.10 0.4 117.30 3 2.12 7.38 4.676 0.75( 0.07) 0.10 0.5 117.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 32.65 6.59 5.006 0.75( 0.26) 0.34 6.6 118.30 2 33.36 6.98 4.834 0.75( 0.26) 0.35 7.1 152.60 3 33.89 7.38 4.676 0.75( 0.26) 0.35 7.5 117.60 4 33.98 7.47 4.643 0.75( 0.26) 0.35 7.6 118.60 5 34.03 7.52 4.625 0.75( 0.26) 0.35 7.6 117.30 6 37.28 11.44 3.595 0.75( 0.28) 0.37 11.2 152.40 7 37.69 13.69 3.228 0.75( 0.28) 0.38 12.8 150.40 ❑ GREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 500 8 37.68 13.72 3.223 0.75( 0.28) 0.38 12.8 150.60 9 37.03 14.71 3.092 0.75( 0.28) 0.38 13.3 151.40 10 36.26 15.29 3.021 0.75( 0.28) 0.38 13.4 151.70 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 37.69 Tc(MIN.) = 13.69 EFFECTIVE AREA(ACRES) = 12.80 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 13.36 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 117.00 = 1753.00 FEET. FLOW PROCESS FROM NODE 117.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1038.13 DOWNSTREAM(FEET) = 1033.74 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.02 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.69 PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 14.56 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 110.00 = 2223.00 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 32.65 7.50 4.633 0.75( 0.26) 0.34 6.6 118.30 2 33.36 7.89 4.493 0.75( 0.26) 0.35 7.1 152.60 3 33.89 8.28 4.363 0.75( 0.26) 0.35 7.5 117.60 4 33.98 8.37 4.336 0.75( 0.26) 0.35 7.6 118.60 5 34.03 8.42 4.321 0.75( 0.26) 0.35 7.6 117.30 6 37.28 12.34 3.435 0.75( 0.28) 0.37 11.2 152.40 7 37.69 14.56 3.111 0.75( 0.28) 0.38 12.8 150.40 8 37.68 14.59 3.106 0.75( 0.28) 0.38 12.8 150.60 9 37.03 15.61 2.984 0.75( 0.28) 0.38 13.3 151.40 10 36.26 16.19 2.919 0.75( 0.28) 0.38 13.4 151.10 LONGEST FLOWPATH FROM NODE 150.60 TO NODE 110.00 = 2223.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 274.36 8.09 4.425 0.59( 0.20) 0.35 54.9 109.20 2 295.62 9.92 3.917 0.59( 0.20) 0.35 67.3 108.60 3 295.71 9.92 3.915 0.59( 0.20) 0.35 67.4 108.40 4 296.66 10.01 3.895 0.59( 0.20) 0.35 68.0 106.30 5 299.81 10.28 3.834 0.59( 0.20) 0.35 70.0 101.60 6 306.33 10.84 3.713 0.59( 0.20) 0.35 74.5 103.90 7 319.64 12.10 3.477 0.59( 0.20) 0.34 84.2 101.40 8 320.39 12.18 3.462 0.59( 0.20) 0.34 84.8 100.30 9 329.03 13.29 3.286 0.59( 0.20) 0.34 92.7 102.30 10 341.90 15.18 3.034 0.58( 0.20) 0.34 105.8 103.50 11 346.74 15.96 2.943 0.58( 0.20) 0.34 111.0 103.70 12 358.13 18.10 2.729 0.58( 0.19) 0.33 124.9 645.00 13 362.91 19.13 2.641 0.57( 0.19) 0.33 131.5 105.50 14 364.50 19.55 2.606 0.57( 0.19) 0.33 134.0 182.00 15 358.22 20.91 2.504 0.57( 0.19) 0.32 137.8 414.00 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 110.00 = 3303.00 FEET. E CREATEDATE 2/3/2005 11:17 AMD D FILENAME FONTBULB.RESD D PAGE 51 D ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 299.30 7.50 4.633 0.61( 0.21) 0.35 57.5 118.30 305.11 7.89 4.493 0.61( 0.21) 0.35 60.6 152.60 3 307.99 8.09 4.425 0.61( 0.21) 0.35 62.2 109.20 4 310.47 8.28 4.363 0.61( 0.21) 0.35 63.7 117.60 311.58 8.37 4.336 0.61( 0.21) 0.35 64.4 118.60 6 312.20 8.42 4.321 0.61( 0.21) 0.35 64.7 117.30 7 330.89 9.92 3.917 0.61( 0.21) 0.35 76.3 108.60 8 330.99 9.92 3.915 0.61( 0.21) 0.35 76.3 108.40 9 332.01 10.01 3.895 0.61( 0.21) 0.35 77.0 106.30 10 335.38 10.26 3.834 0.61( 0.21) 0.35 79.3 101.60 11 342.37 10.84 3.713 0.61( 0.21) 0.35 84.4 103.90 12 356.72 12.10 3.477 0.61( 0.21) 0.35 95.1 101.40 13 357.55 12.16 3.462 0.61( 0.21) 0.35 95.8 100.30 14 358.89 12.34 3.435 0.61( 0.21) 0.35 97.1 152.40 15 366.49 13.29 3.286 0.61( 0.21) 0.35 104.6 102.30 16 375.34 14.56 3.111 0.60( 0.21) 0.34 114.3 150.40 17 375.59 14.59 3.106 0.60( 0.21) 0.34 114.5 150.60 18 379.21 15.18 3.034 0.60( 0.21) 0.34 118.9 103.50 19 381.57 15.61 2.984 0.60( 0.21) 0.34 121.9 151.40 20 383.29 15.96 2.943 0.60( 0.20) 0.34 124.4 103.70 21 384.19 16.19 2.919 0.60( 0.20) 0.34 125.8 151.70 _2 391.78 18.10 2.729 0.59( 0.20) 0.34 138.2 645.00 23 395.34 19.13 2.641 0.59( 0.20) 0.34 144.8 105.50 24 396.46 19.55 2.606 0.59( 0.20) 0.34 147.4 182.00 25 388.77 20.91 2.504 0.59( 0.19) 0.33 151.1 414.00 TOTAL AREA(ACRES) = 163.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 396.46 Tc(MIN.) = 19.554 EFFECTIVE AREA(ACRES) = 147.38 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.59 AREA -AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 163.10 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 110.00 = 3303.00 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 12 -------- >» >>CLEAR MEMORY BANK # 2 <<<<< --------------- FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 31 >>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »;>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ========= ------------- ELEVATION DATA: UPSTREAM(FEET) = 1033.74 DOWNSTREAM (FEET) = 1033.55 FLOW LENGTH(FEET) = 97.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 102.0 INCH PIPE IS 74.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.95 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 396.46 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 19.73 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 111.00 = 3400.00 FEET. FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.73 RAINFALL INTENSITY(INCH/HR) = 2.59 ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RESD ❑ PAGE 52E AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.59 AREA -AVERAGED Ap = 0.34 EFFECTIVE STREAM AREA(ACRES) = 147.38 TOTAL STREAM AREA(ACRES) = 163.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 396.46 FLOW PROCESS FROM NODE 111.30 TO NODE 111.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< - ------------------------------------------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 153.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.90 DOWNSTREAM(FEET) = 1050.33 To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.271 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.718 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.26 0.75 0.50 56 7.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 0.26 PEAK FLOW RATE(CFS) = 1.02 +*++++++++++r*..*r++**+*+**++**+*++++*++*+*r.+r****++++*+*++++++++*+++++rr++ FLOW PROCESS FROM NODE 111.20 TO NODE 111.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STANDARD CURB SECTION USED) ««< ------------------------------ -- -- ------------------------------ UPSTREAM ELEVATION(FEET) = 1050.33 DOWNSTREAM ELEVATION(FEET) = 1046.79 STREET LENGTH(FEET) = 322.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 ' 1J INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 2.28 Tc(MIN.) = 9.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.005 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 0.98 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.98 SUBAREA RUNOFF(CFS) = 3.27 EFFECTIVE AREA(ACRES) = 1.24 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) = 4.12 END OF SUBAREA STREET FLOW HYDRAULICS: I i &A I A i 1 kA & A i t 11 E I 1 1 I 1 1 1 i l 1 1 ! 1 i A t I k A & i ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 53❑ DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.09 FLOW VELOCITY(FEET/SEC.) = 2.61 DEPTH*VELOCITY(FT*FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 111.30 TO NODE 111.10 = 475.00 FEET. FLOW PROCESS FROM NODE 111.10 TO NODE 111.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1041.87DOWNSTREAM (FEET) = 1033.55 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.12 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 9.57 LONGEST FLOWPATH FROM NODE 111.30 TO NODE 111.00 = 493.00 FEET. FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.57 RAINFALL INTENSITY(INCH/HR) = 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 1.24 TOTAL STREAM AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.12 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 299.30 7.69 4.562 0.61( 0.21) 0.35 57.5 118.30 1 305.11 8.08 4.428 0.61( 0.21) 0.35 60.6 152.60 1 307.99 8.29 4.362 0.61( 0.21) 0.35 62.2 109.20 1 310.47 8.48 4.303 0.61( 0.21) 0.35 63.7 117.60 1 311.58 8.57 4.277 0.61( 0.21) 0.35 64.4 118.60 1 312.20 8.61 4.262 0.61( 0.21) 0.35 64.7 117.30 1 330.89 10.11 3.873 0.61( 0.21) 0.35 76.3 108.60 1 330.99 10.11 3.871 0.61( 0.21) 0.35 76.3 108.40 1 332.01 10.20 3.851 0.61( 0.21) 0.35 77.0 106.30 1 335.38 10.47 3.792 0.61( 0.21) 0.35 79.3 101.60 1 342.37 11.03 3.675 0.61( 0.21) 0.35 84.4 103.90 1 356.72 12.28 3.445 0.61( 0.21) 0.35 95.1 101.40 1 357.55 12.37 3.430 0.61( 0.21) 0.35 95.8 100.30 1 358.89 12.53 3.405 0.61( 0.21) 0.35 97.1 152.40 1 366.49 13.48 3.258 0.61( 0.21) 0.35 104.6 102.30 1 375.34 14.74 3.087 0.60( 0.21) 0.34 114.3 150.40 1 375.59 14.78 3.083 0.60( 0.21) 0.34 114.5 150.60 1 379.21 15.37 3.012 0.60( 0.21) 0.34 118.9 103.50 1 381.57 15.79 2.963 0.60( 0.21) 0.34 121.9 151.40 1 383.29 16.15 2.924 0.60( 0.20) 0.34 124.4 103.70 1 384.19 16.37 2.900 0.60( 0.20) 0.34 125.8 151.70 1 391.78 18.29 2.713 0.59( 0.20) 0.34 138.2 645.00 1 395.34 19.31 2.626 0.59( 0.20) 0.34 144.8 105.50 1 396.46 19.73 2.592 0.59( 0.20) 0.34 147.4 182.00 1 388.77 21.09 2.491 0.59( 0.19) 0.33 151.1 414.00 2 4.12 9.57 4.001 0.75( 0.31) 0.42 1.2 111.30 ❑ CREATEDATE 2/3/200511:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 54❑ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 303.11 7.69 4.562 0.61( 0.21) 0.35 58.5 118.30 2 308.99 8.08 4.428 0.61( 0.21) 0.35 61.6 152.60 3 311.90 8.29 4.362 0.61( 0.21) 0.35 63.2 109.20 4 314.42 8.48 4.303 0.61( 0.21) 0.35 64.8 117.60 5 315.54 8.57 4.277 0.61( 0.21) 0.35 65.5 118.60 6 316.17 8.61 4.262 0.61( 0.21) 0.35 65.8 117.30 7 328.29 9.57 4.001 0.61( 0.21) 0.35 73.4 111.30 8 334.87 10.11 3.873 0.61( 0.21) 0.35 77.5 108.60 9 334.96 10.11 3.871 0.61( 0.21) 0.35 77.6 108.40 10 335.96 10.20 3.851 0.61( 0.21) 0.35 78.3 106.30 11 339.26 10.47 3.792 0.61( 0.21) 0.35 80.6 101.60 12 346.12 11.03 3.675 0.61( 0.21) 0.35 85.6 103.90 13 360.22 12.28 3.445 0.61( 0.21) 0.35 96.4 101.40 14 361.03 12.37 3.430 0.61( 0.21) 0.35 97.1 100.30 15 362.34 12.53 3.405 0.61( 0.21) 0.35 98.3 152.40 16 369.78 13.48 3.258 0.61( 0.21) 0.35 105.9 102.30 17 378.44 14.74 3.087 0.61( 0.21) 0.34 115.5 150.40 18 378.68 14.78 3.083 0.61( 0.21) 0.34 115.8 150.60 19 382.22 15.37 3.012 0.60( 0.21) 0.34 120.1 103.50 20 384.52 15.79 2.963 0.60( 0.21) 0.34 123.1 151.40 21 386.21 16.15 2.924 0.60( 0.21) 0.34 125.6 103.70 22 387.07 16.37 2.900 0.60( 0.21) 0.34 127.1 151.70 23 394.46 18.29 2.713 0.60( 0.20) 0.34 139.5 645.00 24 397.92 19.31 2.626 0.59( 0.20) 0.34 146.1 105.50 25 399.00 19.73 2.592 0.59( 0.20) 0.34 148.6 182.00 26 391.20 21.09 2.491 0.59( 0.20) 0.33 152.4 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 399.00 Tc(MIN.) = 19.73 EFFECTIVE AREA(ACRES) = 148.62 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.59 AREA -AVERAGED Ap = 0.34 TOTAL AREA(ACRES) - 164.34 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 111.00 = 3400.00 FEET. FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION =DATA: UPSTREAM(FEET) == 1033.55 DOWNSTREAM(FEET) = 1032.81 FLOW LENGTH(FEET) = 375.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 102.0 INCH PIPE IS 74.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.99 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 399.00 PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 20.43 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 112.00 = 3775.00 FEET. FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.43 RAINFALL INTENSITY(INCH/HR) - 2.54 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.59 AREA -AVERAGED Ap - 0.34 11 CREATEDATE 2/3/2005 11:17 AM❑ n FILENAME FONTBULB.RES❑ ❑ PAGE 55❑ EFFECTIVE STREAM AREA(ACRES) = 148.62 TOTAL STREAM AREA(ACRES) = 164.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 399.00 FLOW PROCESS FROM NODE 112.40 TO NODE 112.30 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< _,>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 134.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1048.99 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.391 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.096 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.17 0.75 0.50 56 6.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) = 0.72 FLOW PROCESS FROM NODE 112.30 TO NODE 112.10 IS CODE = 61 ---------------------------------------------------------------------------- >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ., »>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1048.99 DOWNSTREAM ELEVATION(FEET) = 1046.40 STREET LENGTH(FEET) = 418.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.02 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 9.84 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.936 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.69 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.69 SUBAREA RUNOFF(CFS) = 5.53 EFFECTIVE AREA(ACRES) = 1.86 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.86 PEAK FLOW RATE(CFS) = 6.08 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.84 FLOW VELOCITY(FEET/SEC.) = 2.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02 LONGEST FLOWPATH FROM NODE 112.40 TO NODE 112.10 = 552.00 FEET. CREATEDATE 2/3/2005 11:17 AME] ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 561_i FLOW PROCESS FROM NODE 112.10 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1040.32 DOWNSTREAM(FEET) = 1032.81 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.08 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 9.86 LONGEST FLOWPATH FROM NODE 112.40 TO NODE 112.00 = 580.00 FEET. FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.86 RAINFALL INTENSITY(INCH/HR) = 3.93 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.86 TOTAL STREAM AREA(ACRES) = 1.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.08 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 303.11 8.44 4.314 0.61( 0.21) 0.35 58.5 118.30 1 308.99 8.83 4.199 0.61( 0.21) 0.35 61.6 152.60 1 311.90 9.04 4.141 0.61( 0.21) 0.35 63.2 109.20 1 314.42 9.23 4.090 0.61( 0.21) 0.35 64.8 117.60 1 315.54 9.31 4.067 0.61( 0.21) 0.35 65.5 118.60 1 316.17 9.36 4.054 0.61( 0.21) 0.35 65.8 117.30 1 328.29 10.30 3.828 0.61( 0.21) 0.35 73.4 111.30 1 334.87 10.84 3.713 0.61( 0.21) 0.35 77.5 108.60 1 334.96 10.85 3.712 0.61( 0.21) 0.35 77.6 108.40 1 335.96 10.93 3.694 0.61( 0.21) 0.35 78.3 106.30 1 339.26 11.20 3.641 0.61( 0.21) 0.35 80.6 101.60 1 346.12 11.76 3.536 0.61( 0.21) 0.35 85.6 103.90 1 360.22 13.00 3.329 0.61( 0.21) 0.35 96.4 101.40 1 361.03 13.09 3.316 0.61( 0.21) 0.35 97.1 100.30 1 362.34 13.24 3.293 0.61( 0.21) 0.35 98.3 152.40 1 369.78 14.19 3.159 0.61( 0.21) 0.35 105.9 102.30 1 378.44 15.46 3.001 0.61( 0.21) 0.34 115.5 150.40 1 378.68 15.50 2.996 0.61( 0.21) 0.34 115.8 150.60 1 382.22 16.08 2.930 0.60( 0.21) 0.34 120.1 103.50 1 384.52 16.49 2.887 0.60( 0.21) 0.34 123.1 151.40 1 386.21 16.64 2.850 0.60( 0.21) 0.34 125.6 103.70 1 387.07 17.07 2.828 0.60( 0.21) 0.34 127.1 151.70 1 394.46 18.98 2.653 0.60( 0.20) 0.34 139.5 645.00 1 397.92 20.00 2.571 0.59( 0.20) 0.34 146.1 105.50 1 399.00 20.43 2.539 0.59( 0.20) 0.34 148.6 182.00 1 391.20 21.79 2.443 0.59( 0.20) 0.33 152.4 414.00 2 6.08 9.86 3.930 0.75( 0.31) 0.41 1.9 112.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I LA L A k A k. A k i i I t! I! 1 1 I I I i f i i i t i t i i 1 j I t! ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 570 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 308.87 8.44 4.314 0.61( 0.22) 0.35 60.1 118.30 2 314.84 8.83 4.199 0.61( 0.22) 0.35 63.3 152.60 3 317.80 9.04 4.141 0.62( 0.22) 0.35 64.9 109.20 4 320.36 9.23 4.090 0.62( 0.22) 0.35 66.5 117.60 5 321.50 9.31 4.067 0.62( 0.22) 0.35 67.2 118.60 6 322.13 9.36 4.054 0.62( 0.22) 0.35 67.6 117.30 7 328.64 9.86 3.930 0.62( 0.22) 0.35 71.7 112.40 8 334.19 10.30 3.828 0.62( 0.22) 0.35 75.2 111.30 9 340.58 10.84 3.713 0.61( 0.22) 0.35 79.4 108.60 10 340.67 10.85 3.712 0.61( 0.22) 0.35 79.4 108.40 11 341.64 10.93 3.694 0.61( 0.22) 0.35 80.1 106.30 12 344.86 11.20 3.641 0.61( 0.22) 0.35 82.4 101.60 13 351.53 11.76 3.536 0.61( 0.22) 0.35 87.5 103.90 14 365.29 13.00 3.329 0.61( 0.21) 0.35 98.2 101.40 15 366.08 13.09 3.316 0.61( 0.21) 0.35 98.9 100.30 16 367.35 13.24 3.293 0.61( 0.21) 0.35 100.2 152.40 17 374.56 14.19 3.159 0.61( 0.21) 0.35 107.7 102.30 18 382.96 15.46 3.001 0.61( 0.21) 0.35 117.4 150.40 19 383.19 15.50 2.996 0.61( 0.21) 0.35 117.6 150.60 20 386.62 16.08 2.930 0.61( 0.21) 0.34 122.0 103.50 21 388.85 16.49 2.887 0.61( 0.21) 0.34 125.0 151.40 22 390.47 16.84 2.850 0.60( 0.21) 0.34 127.5 103.70 23 391.30 17.07 2.828 0.60( 0.21) 0.34 128.9 151.70 24 398.40 18.98 2.653 0.60( 0.20) 0.34 141.3 645.00 25 401.72 20.00 2.571 0.60( 0.20) 0.34 147.9 105.50 26 402.75 20.43 2.539 0.59( 0.20) 0.34 150.5 182.00 27 394.78 21.79 2.443 0.60( 0.20) 0.33 154.2 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 402.75 Tc(MIN.) = 20.43 EFFECTIVE AREA(ACRES) = 150.48 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.59 AREA -AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 166.20 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 112.00 = 3775.00 FEET. FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1032.81 DOWNSTREAM(FEET) = 1032.67 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 102.0 INCH PIPE IS 72.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.34 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 402.75 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 20.55 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 3840.00 FEET. FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< M C USER-SPECIFIED VALUES ARE =AS=FOLLOWS: - m Mo ty. sv (kV-. " iLQ TC(MIN.) = 17.36 RAINFALL INTENSITY(INCH/HR) = 2.80 -M,160--LA o CREATEDATE 2/3/200511:17 AMD o FILENAME FONTBULB.RES❑ ❑ PAGE 580 EFFECTIVE AREA(ACRES) - 54.59 TOTAL AREA(ACRES) - 57.98 PEAK FLOW RATE(CFS) = 145.55 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 415.00 TO NODE 116.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1034.92 DOWNSTREAM(FEET) = 1034.12 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.65 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 145.55 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 17.47 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 116.00 = 3922.00 FEET. FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.47 RAINFALL INTENSITY(INCH/HR) = 2.79 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap - 0.50 EFFECTIVE STREAM AREA(ACRES) = 54.59 TOTAL STREAM AREA(ACRES) - 57.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 145.55 FLOW PROCESS FROM NODE 116.40 TO NODE 116.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 149.00 ELEVATION DATA: UPSTREAM(FEET) = 1052.60 DOWNSTREAM(FEET) = 1050.57 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.798 cq,1 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.913 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.20 0.75 0.50 56 6.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.82 FLOW PROCESS FROM NODE 116.30 TO NODE 116.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1050.57 DOWNSTREAM ELEVATION(FEET) = 1046.69 CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 59❑ STREET LENGTH(FEET) = 582.00 CURB HEIGHT(INCHES) = 6.0 STREET RALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.71 STREETFLOW MODEL RESULTS USI14G ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 4.60 Tc(MIN.) = 11.39 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.603 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON RESIDENTIAL 118-10 DWELLINGS/ACRE" B 1.92 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 5.71 EFFECTIVE AREA(ACRES) = 2.12 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED AD = 0.41 TOTAL AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) = 6.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.84 FLOW VELOCITY(FEET/SEC.) = 2.39 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 116.40 TO NODE 116.10 = 731.00 FEET. FLOW PROCESS FROM NODE 116.10 TO NODE 116.00 IS CODE = 31 ., >, COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< v >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ------- -------------- =------------- ---- ELEVATION DATA: UPSTREAM(FEET) = 1039.86 DOWNSTREAM (FEET) = 1034.12 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.29 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 11.41 LONGEST FLOWPATH FROM NODE 116.40 TO NODE 116.00 = 751.00 FEET. FLOW PROCESS FROM NODE 116.00 TO NODE 116.00 IS CODE = 1 ---------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.41 RAINFALL INTENSITY(INCH/HR) = 3.60 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.12 TOTAL STREAM AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.29 ❑ CREATEDATE 2/3/2005 11:17 AMD D FILENAME FONTBULB.RES❑ ❑ PAGE 60C FLOW PROCESS FROM NODE 116.60 TO NODE 116.50 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 131.00 ELEVATION DATA: UPSTREAM(FEET) = 1047.92 DOWNSTREAM(FEET) = 1047.61 To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.163 ZO * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.107 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.16 0.75 0.50 56 9.16 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) = 0.54 FLOW PROCESS FROM NODE 116.50 TO NODE 116.20 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION (FEET) = 1047.61 DOWNSTREAM ELEVATION(FEET) = 1046.69 STREET LENGTH(FEET) = 86.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 7 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 !-- OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.05 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 9.86 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.930 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 0.56 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.56 SUBAREA RUNOFF(CFS) = 1.83 EFFECTIVE AREA(ACRES) = 0.72 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) = 2.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.56 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 116.60 TO NODE 116.20 = 217.00 FEET. FLOW PROCESS FROM NODE 116.20 TO NODE 116.00 IS CODE = 31 ---------------------------------------------------------------------------- ! 1 &A k i 11. A & i & A t 1 I I I I I I I I' I I I I I I 11 I I It A k A h A ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB,RES❑ ❑ PAGE 61 ❑ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1041.36 DOWNSTREAM(FEET) = 1034.12 FLOW LENGTH(FEET) = 28.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.61 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.34 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.69 LONGEST FLOWPATH FROM NODE 116.60 TO NODE 116.00 = 245.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 116.00 TO NODE 116,00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.89 RAINFALL INTENSITY(INCH/HR) = 3.92 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 0.72 TOTAL STREAM AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.34 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 145.55 17.47 2.789 0.47( 0.24) 0.50 54.6 414.00 2 6.29 11.41 3.600 0.75( 0.31) 0.41 2.1 116.40 3 2.34 9.89 3.922 0.75( 0.32) 0,42 0.7 116.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 127.36 9.89 3.922 0.49( 0.24) 0.49 33.5 116.60 2 133.73 11.41 3.600 0.49( 0.24) 0.49 38.5 116.40 3 151.90 17.47 2.789 0.48( 0.24) 0.50 57.4 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 151.90 Tc(MIN.) = 17.47 EFFECTIVE AREA(ACRES) = 57,43 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 60.82 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 116.00 = 3922.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 116.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION =DATA: UPSTREAM(FEET) = 1034.12 DOWNSTREAM(FEET) = 1033.51 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.75 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 151.90 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 17,69 ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 620 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 115.00 = 4052.00 FEET, FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17,69 RAINFALL INTENSITY(INCH/HR) - 2.77 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) - 0.48 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 57.43 TOTAL STREAM AREA(ACRES) = 60.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 151.90 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 115.30 TO NODE 115.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00 ELEVATION DATA: UPSTREAM(FEET) = 1052.70 DOWNSTREAM(FEET) = 1050.59 Tc - K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.636 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.984 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.18 0.75 0.50 56 6.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) 0.75 TOTAL AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) = 0.75 FLOW PROCESS FROM NODE 115.20 TO NODE 115.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1050.59 DOWNSTREAM ELEVATION(FEET) = 1047,20 STREET LENGTH(FEET) = 536.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 is INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 0.76 STREET FLOW TRAVEL TIME(MIN.) - 4.43 Tc(MIN.) _ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.667 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp 3.40 11.07 Ap SCS ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ 0 PAGE 6311 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "B-10 DWELLINGS/ACRE" B 1.72 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.72 SUBAREA RUNOFF(CFS) = 5.21 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 5.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.41 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 115.30 TO NODE 115.10 = 681.00 FEET. FLOW PROCESS FROM NODE 115.10 TO NODE 115.00 IS CODE = 31 >; »>COPlPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------====-=== ------------------ ELEVATION - - ELEVATION DATA: UPSTREAM(FEET) = 1039.62 DOWNSTREAM(FEET) = 1033.51 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.75 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.08 LONGEST FLOWPATH FROM NODE 115.30 TO NODE 115.00 - 696.00 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.08 RAINFALL INTENSITY(INCH/HR) = 3.66 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.90 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.75 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 127.36 10.13 3.867 0.49( 0.24) 0.49 33.5 116.60 1 133.73 11.64 3.558 0.49( 0.24) 0.49 38.5 116.40 1 151.90 17.69 2.768 0.48( 0.24) 0.50 57.4 414.00 2 5.75 11.08 3.664 0.75( 0.31) 0.41 1.9 115.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *+ PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 132.93 10.13 3.867 137.12 11.08 3.664 3 139.29 11.64 3.558 4 156.11 17.69 2.768 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.50( 0.24) 0.49 35.2 116.60 0.50( 0.24) 0.49 38.5 115.30 0.50( 0.24) 0.49 40.4 116.40 0.49( 0.24) 0.49 59.3 414.00 [i CREATEDATE 2/3/2005 11:17 AMD 0 FILENAME FONTBULB.RES❑ ❑ PAGE 640 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 156.11 Tc(MIN.) = 17.69 EFFECTIVE AREA(ACRES) = 59.33 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.49 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 62.72 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 115.00 = 4052.00 FEET. FLOW PROCESS FROM NODE 115.00 TO NODE 114.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< -------------------------------------------- --------------------- ELEVATION DATA: UPSTREAM(FEET) = 1033.51 DOWNSTREAM(FEET) = 1032.85 FLOW LENGTH(FEET) = 325.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 54.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.09 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 156.11 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 18.45 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 114.00 = 4377.00 FEET. FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 ---------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.45 RAINFALL INTENSITY(INCH/HR) = 2.70 AREA -AVERAGED FM(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.49 AREA -AVERAGED Ap = 0.49 EFFECTIVE STREAM AREA(ACRES) = 59.33 TOTAL STREAM AREA(ACRES) = 62.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 156.11 +++++*++++*+++++**+*++*++++*++*++++*++*++++++*******************++**+**+**** FLOW PROCESS FROM NODE 114.40 TO NODE 114.30 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 224.00 ELEVATION DATA: UPSTREAM(FEET) = 1052.00 DOWNSTREAM(FEET) = 1049.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.396 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.328 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.38 0.75 0.50 56 8.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.35 TOTAL AREA(ACRES) = 0.38 PEAK FLOW RATE(CFS) = 1.35 +********+*******************+**************+******+********************+*** FLOW PROCESS FROM NODE 114.30 TO NODE 114.10 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STANDARD CURB SECTION USED) ««< -------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1049.60 DOWNSTREAM ELEVATION(FEET) = 1046.27 I 1 LA kA k. A l A L_ i k 1 t i -- t i I i t I i 1 [I lk 1 & A i A L A l A %� ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 65❑ STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section (curb -to -curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 5.08 Tc(MIN.) = 13.47 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.259 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 2.40 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 6.39 EFFECTIVE AREA(ACRES) = 2.78 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 2.78 PEAK FLOW RATE(CFS) = 7.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.58 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 114.40 TO NODE 114.10 = 844.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 114.10 TO NODE 114.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1038.94 DOWNSTREAM (FEET) = 1032.85 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.38 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 13.49 LONGEST FLOWPATH FROM NODE 114.40 TO NODE 114.00 = 864.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.49 RAINFALL INTENSITY(INCH/HR) = 3.26 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.78 TOTAL STREAM AREA(ACRES) - 2.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.38 ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 660 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOWPROCESSFROM NODE 114.60 TO NODE 114.50 IS CODE = 21 -- - - »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< _ � - - - -- -- -- --- -------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 129.00 ELEVATION DATA: UPSTREAM(FEET) = 1049.70 DOWNSTREAM(FEET) = 1047.92 Tc - K*((LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.401 l l� * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.093 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.15 0.75 0.50 56 6.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) 0.64 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.64 FLOW PROCESS FROM NODE 114.50 TO NODE 114.20 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< --------------------------------------- UPSTREAM ELEVATION(FEET) = 1049.25 DOWNSTREAM ELEVATION(FEET) = 1032.85 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 L INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 1.37 STREET FLOW TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 7.28 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.716 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.41 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.41 SUBAREA RUNOFF(CFS) = 5.60 EFFECTIVE AREA(ACRES) = 1.56 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.56 PEAK FLOW RATE(CFS) = 6.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.92 FLOW VELOCITY(FEET/SEC.) = 5.62 DEPTH*VELOCITY(FT*FT/SEC.) = 1.82 LONGEST FLOWPATH FROM NODE 114.60 TO NODE 114.20 = 389.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 114.20 TO NODE 114.00 IS CODE = 31 ---------------------------------------------------------------------------- ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RESh 0 PAGE 675 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< --------------------------- --------------- ELEVATION DATA: UPSTREAM(FEET) = 1039.92 DOWNSTREAM(FEET) = 1032.85 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.19 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.31 LONGEST FLOWPATH FROM NODE 114.60 TO NODE 114.00 = 425.00 FEET. FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1 >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------------ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.31 RAINFALL INTENSITY(INCH/HR) = 4.70 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.56 TOTAL STREAM AREA(ACRES) = 1.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.19 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 132.93 10.92 3.697 0.50( 0.24) 0.49 35.2 116.60 1 137.12 11.87 3.516 0.50( 0.24) 0.49 38.5 115.30 1 139.29 12.43 3.421 0.50( 0.24) 0.49 40.4 116.40 1 156.11 18.45 2.698 0.49( 0.24) 0.49 59.3 414.00 7.36 13.49 3.257 0.75( 0.31) 0.41 2.8 114.40 3 6.19 7.31 4.702 0.75( 0.31) 0.41 1.6 114.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. - PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 127.10 7.31 4.702 144.57 10.92 3.697 3 148.71 11.67 3.516 4 150.86 12.43 3.421 5 153.79 13.49 3.257 6 165.46 18.45 2.698 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.52( 0.25) 0.48 26.6 114.60 0.52( 0.25) 0.48 39.0 116.60 0.52( 0.25) 0.48 42.6 115.30 0.52( 0.25) 0.48 44.5 116.40 0.52( 0.25) 0.48 48.1 114.40 0.50( 0.25) 0.49 63.7 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 165.46 Tc(MIN.) = 18.45 EFFECTIVE AREA(ACRES) = 63.67 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.50 AREA -AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 67.06 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 114.00 = 4377.00 FEET. FLOW PROCESS FROM NODE 114.00 TO NODE 113.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ----------------------------------- ------ ------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1032.85 DOWNSTREAM(FEET) = 1032.67 ❑ CREATEDATE 2/3/2005 11:17 AMD 0 FILENAME FONTBULB.RES❑ ❑ PAGE 6811 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.36 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 165.46 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 18.57 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 4437.00 FEET. FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY« «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 127.10 7.44 4.654 0.52( 0.25) 0.48 26.6 114.60 2 144.57 11.04 3.672 0.52( 0.25) 0.48 39.0 116.60 3 148.71 11.99 3.494 0.52( 0.25) 0.48 42.6 115.30 4 150.86 12.55 3.400 0.52( 0.25) 0.48 44.5 116.40 5 153.79 13.61 3.239 0.52( 0.25) 0.48 48.1 114.40 6 165.46 18.57 2.688 0.50( 0.25) 0.49 63.7 414.00 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 4437.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 308.87 8.57 4.276 0.61( 0.22) 0.35 60.1 118.30 2 314.84 8.96 4.163 0.61( 0.22) 0.35 63.3 152.60 3 317.80 9.16 4.107 0.62( 0.22) 0.35 64.9 109.20 4 320.36 9.35 4.057 0.62( 0.22) 0.35 66.5 117.60 5 321.50 9.44 4.035 0.62( 0.22) 0.35 67.2 118.60 6 322.13 9.49 4.022 0.62( 0.22) 0.35 67.6 117.30 7 328.64 9.98 3.901 0.62( 0.22) 0.35 71.7 112.40 8 334.19 10.43 3.800 0.62( 0.22) 0.35 75.2 111.30 9 340.58 10.96 3.688 0.61( 0.22) 0.35 79.4 108.60 10 340.67 10.97 3.687 0.61( 0.22) 0.35 79.4 108.40 11 341.64 11.05 3.670 0.61( 0.22) 0.35 80.1 106.30 12 344.86 11.32 3.617 0.61( 0.22) 0.35 82.4 101.60 13 351.53 11.88 3.514 0.61( 0.22) 0.35 87.5 103.90 14 365.29 13.12 3.311 0.61( 0.21) 0.35 98.2 101.40 15 366.08 13.21 3.298 0.61( 0.21) 0.35 98.9 100.30 16 367.35 13.37 3.275 0.61( 0.21) 0.35 100.2 152.40 17 374.56 14.31 3.143 0.61( 0.21) 0.35 107.7 102.30 18 382.96 15.58 2.987 0.61( 0.21) 0.35 117.4 150.40 19 383.19 15.62 2.983 0.61( 0.21) 0.35 117.6 150.60 20 386.62 16.20 2.917 0.61( 0.21) 0.34 122.0 103.50 21 388.85 16.61 2.874 0.61( 0.21) 0.34 125.0 151.40 22 390.47 16.96 2.838 0.60( 0.21) 0.34 127.5 103.70 23 391.30 17.19 2.816 0.60( 0.21) 0.34 128.9 151.70 24 398.40 19.10 2.643 0.60( 0.20) 0.34 141.3 645.00 25 401.72 20.12 2.562 0.60( 0.20) 0.34 147.9 105.50 26 402.75 20.55 2.530 0.59( 0.20) 0.34 150.5 182.00 27 394.78 21.90 2.435 0.60( 0.20) 0.33 154.2 414.00 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 3840.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 420.25 7.44 4.654 0.58( 0.23) 0.39 78.8 114.60 2 441.43 8.57 4.276 0.58( 0.23) 0.39 90.6 118.30 3 449.29 8.96 4.163 0.58( 0.23) 0.39 95.1 152.60 4 453.24 9.16 4.107 0.58( 0.23) 0.39 97.5 109.20 5 456.72 9.35 4.057 0.58( 0.23) 0.39 99.7 117.60 6 458.29 9.44 4.035 0.58( 0.23) 0.39 100.7 118.60 7 459.16 9.49 4.022 0.58( 0.23) 0.39 101.3 117.30 I I &A ILA &A &/ % A t l 11 till 11111111 till It i h A t. l ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 690 8 468.07 9.98 3.901 0.58( 0.23) 0.39 107.1 112.40 9 475.78 10.43 3.800 0.58( 0.23) 0.39 112.1 111.30 10 484.75 10.96 3.688 0.58( 0.23) 0.39 118.1 108.60 11 484.88 10.97 3.687 0.58( 0.23) 0.39 118.2 108.40 12 486.07 11.04 3.672 0.58( 0.23) 0.39 119.1 116.60 13 486.25 11.05 3.670 0.58( 0.23) 0.39 119.2 106.30 14 490.64 11.32 3.617 0.58( 0.23) 0.39 122.5 101.60 15 499.76 11.88 3.514 0.58( 0.23) 0.39 129.6 103.90 16 501.47 11.99 3.494 0.58( 0.23) 0.39 131.0 115.30 17 509.79 12.55 3.400 0.58( 0.23) 0.39 137.8 116.40 18 517.73 13.12 3.311 0.57( 0.23) 0.39 144.7 101.40 19 518.75 13.21 3.298 0.57( 0.23) 0.39 145.7 100.30 20 520.45 13.37 3.275 0.57( 0.22) 0.39 147.5 152.40 21 523.01 13.61 3.239 0.57( 0.22) 0.39 150.2 114.40 22 530.00 14.31 3.143 0.57( 0.22) 0.39 158.0 102.30 23 541.37 15.58 2.987 0.57( 0.22) 0.39 171.6 150.40 24 541.69 15.62 2.983 0.57( 0.22) 0.39 172.0 150.60 25 546.51 16.20 2.917 0.57( 0.22) 0.39 178.2 103.50 26 549.69 16.61 2.874 0.57( 0.22) 0.39 182.5 151.40 27 552.14 16.96 2.838 0.57( 0.22) 0.39 186.1 103.70 28 553.50 17.19 2.816 0.57( 0.22) 0.39 188.3 151.70 29 561.90 18.57 2.688 0.56( 0.22) 0.39 201.6 414.00 30 560.82 19.10 2.643 0.56( 0.22) 0.38 205.0 645.00 31 558.66 20.12 2.562 0.56( 0.21) 0.38 211.6 105.50 32 557.51 20.55 2.530 0.56( 0.21) 0.38 214.2 182.00 33 543.08 21.90 2.435 0.56( 0.21) 0.38 217.9 414.00 TOTAL AREA(ACRES) = 233.26 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 561.90 Tc(MIN.) = 18.574 EFFECTIVE AREA(ACRES) = 201.59 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 233.26 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 113.00 = 4437.00 FEET. +++++++++++++++*++++++++++++++*+++++++++++++++*+++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 113.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1032.67 DOWNSTREAM(FEET) = 1032.39 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 114.0 INCH PIPE IS 86.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.70 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 561.90 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 18.82 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.00 = 4580.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 200.60 TO NODE 200.50 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 700 INITIAL SUBAREA FLOW-LENGTH(FEET) = 132.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.40 DOWNSTREAM(FEET) = 1049.32 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 ��.� SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.290 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.147 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.23 0.75 0.50 56 6.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 0.99 FLOW PROCESS FROM NODE 200.50 TO NODE 200.10 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1049.32 DOWNSTREAM ELEVATION(FEET) = 1047.73 STREET LENGTH(FEET) = 209.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) - 20.00 7--2- 7 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 7- '(- INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.24 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.30 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.90 STREET FLOW TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) = 7.81 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.522 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.74 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) - 1.74 SUBAREA RUNOFF(CFS) = 6.61 EFFECTIVE AREA(ACRES) = 1.97 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.97 PEAK FLOW RATE(CFS) = 7.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.50 FLOW VELOCITY(FEET/SEC.) = 2.63 DEPTH*VELOCITY(FT*FT/SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 200.60 TO NODE 200.10 = 341.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 200.10 TO NODE 200.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------- - ELEVATION DATA: UPSTREAM (FEET) == 1041.34 DOWNSTREAM(FEET) = 1040.72 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.013 CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 71 ❑ ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.47 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.83 LONGEST FLOWPATH FROM NODE 200.60 TO NODE 200.00 = 358.00 FEET. FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 ---------------------------------------------------------------- ,>>:>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.83 RAINFALL INTENSITY(INCH/HR) = 4.51 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.97 TOTAL STREAM ARRA(ACRES) = 1.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.47 FLOW PROCESS FROM NODE 200.40 TO NODE 200.30 IS CODE = 21 ---------------------------------------------------------------------------- >>,RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -----=-=-------------=--------- INITIAL SUBAREA FLOW-LENGTH(FEET) - 144.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.80 DOWNSTREAM(FEET) = 1049.71 Tc = K+[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 Sr7BAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.621 * 100 YEAR. RAINFALL INTENSITY(INCH/HR) = 4.991 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS It LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.18 0.75 0.50 56 6.62 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) - 0.18 PEAK FLOW RATE(CFS) = 0.75 FLOW PROCESS FROM NODE 200.30 TO NODE 200.20 IS CODE = 61 ---------------------------------------------------------------------------- :>>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STANDARD CURB SECTION USED)<<<<< ------------------------------ UPSTREAM ELEVATION(FEET) = 1049.71 DOWNSTREAM ELEVATION (FEET) = 1047.76 STREET LENGTH(FEET) = 282.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Z -k INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.94 ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RESD a PAGE 72❑ AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 2.28 Tc(MIN.) = 8.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.180 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.39 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 4.85 EFFECTIVE AREA(ACRES) = 1.57 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) = 5.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.91 FLOW VELOCITY(FEET/SEC.) = 2.34 DEPTH*VELOCITY(FT*FT/SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 200.20 = 426.00 FEET. FLOW PROCESS FROM NODE 200.20 TO NODE 200.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< «< ---------------- ------- ELEVATION DATA: UPSTREAM(FEET) = 1041.38 DOWNSTREAM(FEET) = 1040.72 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.47 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.98 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 200.00 = 462.00 FEET. FLOW PROCESS FROM NODE 200.00 TO NODE 200.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.98 RAINFALL INTENSITY(INCH/HR) = 4.16 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.57 TOTAL STREAM AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.47 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.47 7.83 4.512 0.75( 0.31) 0.41 2.0 200.60 2 5.47 8.98 4.157 0.75( 0.31) 0.41 1.6 200.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.68 7.83 4.512 0.75( 0.31) 0.41 3.3 200.60 I I k i IL i k A k A & A 11 t i k I I a R! a 1 r 1 lk I l I k! & A k A i ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 730 2 12.31 8.98 4.157 0.75( 0.31) 0.41 3.5 200.40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.68 Tc(MIN.) = 7.83 EFFECTIVE AREA(ACRES) = 3.34 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 3.54 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 200.00 = 462.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++*+++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1040.72 DOWNSTREAM(FEET) = 1037.84 FLOW LENGTH(FEET) = 310.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.79 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.68 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 8.59 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 201.00 = 772.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< -------- --- -- - - -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.59 RAINFALL INTENSITY(INCH/HR) = 4.27 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap - 0.41 EFFECTIVE STREAM AREA(ACRES) = 3.34 TOTAL STREAM AREA(ACRES) = 3.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.68 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 201.40 TO NODE 201.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA-FLOW-LENGTH(FEET) = 132.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1049.03 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.359 .I * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.113 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.15 0.75 0.50 56 6.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.64 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 201.30 TO NODE 201.20 IS CODE - 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 740 UPSTREAM ELEVATION(FEET) = 1049.03 DOWNSTREAM ELEVATION(FEET) = 1047.89 STREET LENGTH(FEET) = 103.00 CURB HEIGHT(INCHES) = 6.0 STREET RALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Z 3 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.26 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.13 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.62 STREET FLOW TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 7.16 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.760 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 0.53 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 2.13 EFFECTIVE AREA(ACRES) = 0.68 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) = 2.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.14 FLOW VELOCITY(FEET/SEC.) = 2.37 DEPTH*VELOCITY(FT*FT/SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 201.40 TO NODE 201.20 = 235.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 201.20 TO NODE 201.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1043.56 DOWNSTREAM(FEET) - 1037.84 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.72 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.21 LONGEST FLOWPATH FROM NODE 201.40 TO NODE 201.00 = 270.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.21 RAINFALL INTENSITY(INCH/HR) = 4.74 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap - 0.42 EFFECTIVE STREAM AREA(ACRES) = 0.68 TOTAL STREAM AREA(ACRES) = 0.68 L CREATEDATE 2/3/2005 11:17 AMO 0 FILENAME FONTBULB.RES❑ 0 PAGE 750 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.72 FLOW PROCESS FROM NODE 201.60 TO NODE 201.50 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< --- ----- ----- ------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 130.00 ELEVATION DATA: UPSTREAM(FEET) = 1050.80 DOWNSTREAM(FEET) = 1048.82 To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 �I SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.295 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.145 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.14 0.75 0.50 56 6.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.60 FLOW PROCESS FROM NODE 201.50 TO NODE 201.10 IS CODE = 61 ---------------------------------------------------------------------------- »>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1048.82 DOWNSTREAM ELEVATION(FEET) = 1047.93 STREET LENGTH(FEET) = 70.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 1�1 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 -TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 6.83 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.899 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 0.41 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.41 SUBAREA RUNOFF(CFS) = 1.70 EFFECTIVE AREA(ACRES) = 0.55 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 2.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.05 FLOW VELOCITY(FEET/SEC.) = 2.42 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 201.60 TO NODE 201.10 = 200.00 FEET. 0 CREATEDATE 2/3/2005 11:17 AMC] 0 FILENAME FONTBULB.RES11 ❑ PAGE 76C FLOW PROCESS FROM NODE 201.10 TO NODE 201.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1041.60 DOWNSTREAM(FEET) = 1037.84 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.27 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 6.85 LONGEST FLOWPATH FROM NODE 201.60 TO NODE 201.00 = 220.00 FEET. FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 IS CODE = 1 --------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.85 RAINFALL INTENSITY(INCH/HR) = 4.89 AREA -AVERAGED Fm(INCH/HR) = 0.32 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.43 EFFECTIVE STREAM AREA(ACRES) = 0.55 TOTAL STREAM AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.27 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.68 8.59 4.268 0.75( 0.31) 0.41 3.3 200.60 1 12.31 9.74 3.958 0.75( 0.31) 0.41 3.5 200.40 2 2.72 7.21 4.742 0.75( 0.32) 0.42 0.7 201.40 3 2.27 6.85 4.888 0.75( 0.32) 0.43 0.6 201.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 16.64 6.85 4.888 0.75( 0.31) 0.42 3.9 201.60 2 16.83 7.21 4.742 0.75( 0.31) 0.42 4.0 201.40 3 17.07 8.59 4.268 0.75( 0.31) 0.41 4.6 200.60 4 16.36 9.74 3.958 0.75( 0.31) 0.41 4.8 200.40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.07 Tc(MIN.) = 8.59 EFFECTIVE AREA(ACRES) = 4.57 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 4.77 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 201.00 = 772.00 FEET. x++xx++++xx++++x++++++x+++++x+++xx+x++xx++++x++xxx++++++xx++x++x++r+++xr++xr FLOW PROCESS FROM NODE 201.00 TO NODE 202.01 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------------------------- -- ELEVATION DATA: UPSTREAM(FEET) = 1037.84 DOWNSTREAM(FEET) = 1037.52 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.5 INCHES I _i IL ,A %.A IL! IL A AL! 1 1 k 1 t i i It [ i t I i! i i 1 i t 1 t o [k A l� ❑ CREATEDATE 2/3/200511:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 770 PIPE -FLOW VELOCITY(FEET/SEC.) - 6.23 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.07 PIPE TRAVEL TIME(MIN.) - 0.13 Tc(MIN.) = 8.73 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 202.01 = 822.00 FEET. FLOW PROCESS FROM NODE 202.01 TO NODE 202.01 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.73 RAINFALL INTENSITY(INCH/HR) = 4.23 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 4.57 TOTAL STREAM AREA(ACRES) = 4.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.07 ++*++++*++++++++++*+++++++*+*++++++++++++++*++++++*++++*+++++++++++++*+++++* FLOW PROCESS FROM NODE 202.04 TO NODE 202.03 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1055.00 DOWNSTREAM(FEET) = 1054.23 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.695 26-02- * 6,O2- * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.561 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.30 0.75 0.10 56 7.69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.21 ++++++++++++++*+++++++++++++++++++++*+++++++*++++*+++++++++*++*+*+*+*++++*+* FLOW PROCESS FROM NODE 202.03 TO NODE 202.02 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1054.23 DOWNSTREAM ELEVATION(FEET) = 1048.93 STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ' DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) - 9.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 3.00 Tc(MIN.) = 10.69 ❑ CREATEDATE 2/3/200511:17 AM[] ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 780 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.744 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.68 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) - 0.68 SUBAREA RUNOFF(CFS) = 2.25 EFFECTIVE AREA(ACRES) = 0.98 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.98 PEAK FLOW RATE(CFS) = 3.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.64 FLOW VELOCITY(FEET/SEC.) - 2.59 DEPTH*VELOCITY(FT*FT/SEC.) = 0.88 LONGEST FLOWPATH FROM NODE 202.04 TO NODE 202.02 = 630.00 FEET. FLOW PROCESS FROM NODE 202.02 TO NODE 202.01 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = =1043 10=DOWNSTREAM(FEET)== =1037 52 FLOW LENGTH(FEET) = 74.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.40 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.24 PIPE TRAVEL TIME(MIN.) - 0.12 Tc(MIN.) = 10.81 LONGEST FLOWPATH FROM NODE 202.04 TO NODE 202.01 = 704.00 FEET. FLOW PROCESS FROM NODE 202.01 TO NODE 202.01 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.81 RAINFALL INTENSITY(INCH/HR) = 3.72 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.98 TOTAL STREAM AREA(ACRES) - 0.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.24 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 16.64 6.99 4.832 0.75( 0.31) 0.42 3.9 201.60 1 16.83 7.34 4.690 0.75( 0.31) 0.42 4.0 201.40 1 17.07 8.73 4.229 0.75( 0.31) 0.41 4.6 200.60 1 16.36 9.88 3.926 0.75( 0.31) 0.41 4.8 200.40 2 3.24 10.81 3.719 0.75( 0.07) 0.10 1.0 202.04 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 19.37 6.99 4.832 0.75( 0.28) 0.37 4.5 201.60 2 19.61 7.34 4.690 0.75( 0.28) 0.37 4.7 201.40 C] CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 791- 3 913 20.05 8.73 4.229 0.75( 0.28) 0.37 5.4 200.60 4 19.48 9.88 3.926 0.75( 0.27) 0.36 5.7 200.40 5 18.66 10.81 3.719 0.75( 0.27) 0.36 5.8 202.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.05 Tc(MIN.) = 8.73 EFFECTIVE AREA(ACRES) = 5.36 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 5.75 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 202.01 = 822.00 FEET. FLOW PROCESS FROM NODE 202.01 TO NODE 202.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< .,>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< -------------- ELEVATION DATA: UPSTREAM(FEET) = 1037.52 DOWNSTREAM(FEET) = 1037.01 FLOW LENGTH(FEET) = 123.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.67 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.05 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 9.09 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 202.00 = 945.00 FEET. FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 ---------------------------------------------------------------- >» >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.09 RAINFALL INTENSITY(INCH/HR) = 4.13 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.37 EFFECTIVE STREAM AREA(ACRES) = 5.36 TOTAL STREAM AREA(ACRES) = 5.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.05 FLOW PROCESS FROM NODE 202.60 TO NODE 202.50 IS CODE = 21 ---------------------------------------------------------------------------- » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< =========_== --------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 126.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1049.20 Tc = K+[(LENGTH** 3.00)/(ELEVATION CHANGE)] -10.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.297 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.144 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.14 0.75 0.50 56 6.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.60 FLOW PROCESS FROM NODE 202.50 TO NODE 202.20 IS CODE = 61 ---------------------------------------------------------------------------- ❑ CREATEDATE 2/3/2005 11:17 AMC] ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 80❑ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STANDARD CURB SECTION USED) ««< ---------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1049.20 DOWNSTREAM ELEVATION(FEET) = 1047.92 STREET LENGTH(FEET) = 167.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Z INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 7.66 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.572 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.01 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.01 SUBAREA RUNOFF(CFS) = 3.98 EFFECTIVE AREA(ACRES) = 1.15 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 4.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.39 FLOW VELOCITY(FEET/SEC.) = 2.31 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 202.60 TO NODE 202.20 = 293.00 FEET. ++*++++*+++++*+*+++++++++++++++++++++++++++++***********************++**I�+* FLOW PROCESS FROM NODE 202.20 TO NODE 202.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1042.15 DOWNSTREAM(FEET) = 1037.01 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.41 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 7.70 LONGEST FLOWPATH FROM NODE 202.60 TO NODE 202.00 = 323.00 FEET. FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 ---------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.70 RAINFALL INTENSITY(INCH/HR) = 4.56 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 I I ILA &A ILA ILA IL I I I I I 11 i II I I I i I I I I 1 1 I I I I I I ! I ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 81 ❑ EFFECTIVE STREAM AREA(ACRES) = 1.15 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.41 FLOW PROCESS FROM NODE 202.40 TO NODE 202.30 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 128.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1049.02 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.237 25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.173 .1 11 SUBAREA Tc AND LOSS RATE DATA(AMC II): Q Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL NUMBER "5-7 DWELLINGS/ACRE" B 0.14 0.75 0.50 56 6.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 NODE SUBAREA RUNOFF(CFS) = 0.60 19.37 7.35 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.60 FLOW PROCESS FROM NODE 202.30 TO NODE 202.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1049.02 DOWNSTREAM ELEVATION(FEET) = 1047.92 STREET LENGTH(FEET) = 115.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 ZS` INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 7.16 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.763 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 4-10 DWELLINGS/ACRE" B 0.67 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF(CFS) = 2.69 EFFECTIVE AREA(ACRES) = 0.81 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) = 3.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) - 11.22 FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH*VELOCITY(FT*FT/SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 202.40 TO NODE 202.10 = 243.00 FEET. ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 820 FLOW PROCESS FROM NODE 202.10 TO NODE 202.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1042.59 DOWNSTREAM(FEET) = 1037.01 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 3.24 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.18 LONGEST FLOWPATH FROM NODE 202.40 TO NODE 202.00 = 263.00 FEET. FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER =OF=STREAMS == g CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.18 RAINFALL INTENSITY(INCH/HR) = 4.76 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 0.81 TOTAL STREAM AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.24 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 19.37 7.35 4.687 0.75( 0.28) 0.37 4.5 201.60 1 19.61 7.71 4.556 0.75( 0.28) 0.37 4.7 201.40 1 20.05 9.09 4.127 0.75( 0.28) 0.37 5.4 200.60 1 19.48 10.24 3.842 0.75( 0.27) 0.36 5.7 200.40 1 18.66 11.19 3.643 0.75( 0.27) 0.36 5.8 202.04 2 4.41 7.70 4.560 0.75( 0.31) 0.41 1.1 202.60 3 3.24 7.18 4.755 0.75( 0.31) 0.42 0.8 202.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 26.75 7.18 4.755 0.75( 0.29) 0.38 6.3 202.40 2 26.91 7.35 4.687 0.75( 0.29) 0.38 6.4 201.60 3 27.12 7.70 4.560 0.75( 0.29) 0.38 6.7 202.60 4 27.12 7.71 4.556 0.75( 0.29) 0.38 6.7 201.40 5 26.80 9.09 4.127 0.75( 0.28) 0.38 7.3 200.60 6 25.73 10.24 3.842 0.75( 0.28) 0.38 7.6 200.40 7 24.55 11.19 3.643 0.75( 0.28) 0.37 7.7 202.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.12 Tc(MIN.) = 7.71 EFFECTIVE AREA(ACRES) = 6.66 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.38 TOTAL AREA(ACRES) - 7.71 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 202.00 = 945.00 FEET. Li CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES11 ❑ PAGE 830 FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------ -- -------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1037.01 DOWNSTREAM(FEET) = 1034.64 FLOW LENGTH(FEET) = 475.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.38 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.12 PIPE TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 8.95 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 203.00 = 1420.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------- >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.95 RAINFALL INTENSITY(INCH/HR) = 4.17 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.38 EFFECTIVE STREAM AREA(ACRES) = 6.66 TOTAL STREAM AREA(ACRES) = 7.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.12 FLOW PROCESS FROM NODE 203.40 TO NODE 203.30 IS CODE = 21 ---------------------------------------------------------------------------- »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >=USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 131.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1048.99 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.305 Z� * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.140 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.15 0.75 0.50 56 6.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) = 0.64 FLOW PROCESS FROM NODE 203.30 TO NODE 203.20 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1046.99 DOWNSTREAM ELEVATION(FEET) = 1046.81 STREET LENGTH(FEET) = 295.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ,^ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 L INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 0 CREATEDATE 2/3/2005 11:17 AMO ❑ FILENAME FONTBULB.RESO 0 PAGE 84LI Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.47 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 8.36 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.338 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON RESIDENTIAL "8-10 DWELLINGS/ACRE" B 2.54 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 2.54 SUBAREA RUNOFF(CFS) = 9.23 EFFECTIVE AREA(ACRES) = 2.69 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) = 9.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.45 FLOW VELOCITY(FEET/SEC.) = 2.77 DEPTH*VELOCITY(FT*FT/SEC.) = 1.37 LONGEST FLOWPATH FROM NODE 203.40 TO NODE 203.20 = 426.00 FEET. FLOW PROCESS FROM NODE 203.20 TO NODE 203.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ----------------- ELEVATION DATA: UPSTREAM(FEET) = 1035.39 DOWNSTREAM(FEET) = 1034.64 FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.77 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.42 LONGEST FLOWPATH FROM NODE 203.40 TO NODE 203.00 = 457.00 FEET. *****+++******+*+*+***+******+***********+************++*+***+** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.42 RAINFALL INTENSITY(INCH/HR) = 4.32 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.69 TOTAL STREAM AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.77 ++*+*+**********************************+******+**************+*******+**+*+ FLOW PROCESS FROM NODE 203.60 TO NODE 203.50 IS CODE _ 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< =========== ----------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 124.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1049.20 I I I I A, i IL I I. 'A lk I t I [ 1 t 1 11 t 1 I 1 1 I i t 1 [ 1 t 1 a I t o ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 850 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.237 r 2 g ,1 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.173 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.14 0.75 0.50 56 6.24 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) 0.14 PEAK FLOW RATE(CFS) = 0.60 FLOW PROCESS FROM NODE 203.50 TO NODE 203.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1049.20 DOWNSTREAM ELEVATION(FEET) = 1046.78 STREET LENGTH(FEET) = 262.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 Zg INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 8.45 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.312 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 0.59 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 2.13 EFFECTIVE AREA(ACRES) = 0.73 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) - 2.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.35 FLOW VELOCITY(FEET/SEC.) = 2.21 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 203.60 TO NODE 203.10 = 386.00 FEET. FLOW PROCESS FROM NODE 203.10 TO NODE 203.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1040.96 DOWNSTREAM (FEET) = 1034.64 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 860 PIPE-FLOW(CFS) - 2.63 PIPE TRAVEL TIME(MIN.) - 0.02 Tc(MIN.) = 8.47 LONGEST FLOWPATH FROM NODE 203.60 TO NODE 203.00 = 407.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.47 RAINFALL INTENSITY(INCH/HR) = 4.31 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap - 0.42 EFFECTIVE STREAM AREA(ACRES) = 0.73 TOTAL STREAM AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) AT CONFLUENCE - 2.63 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 26.75 8.42 4.321 0.75( 0.29) 0.38 6.3 202.40 1 26.91 8.59 4.268 0.75( 0.29) 0.38 6.4 201.60 1 27.12 8.94 4.169 0.75( 0.29) 0.38 6.7 202.60 1 27.12 8.95 4.166 0.75( 0.29) 0.38 6.7 201.40 1 26.80 10.33 3.822 0.75( 0.28) 0.38 7.3 200.60 1 25.73 11.49 3.586 0.75( 0.28) 0.38 7.6 200.40 1 24.55 12.44 3.419 0.75( 0.28) 0.37 7.7 202.04 2 9.77 8.42 4.321 0.75( 0.30) 0.41 2.7 203.40 3 2.63 8.47 4.305 0.75( 0.31) 0.42 0.7 203.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.14 8.42 4.321 0.75( 0.29) 0.39 9.7 202.40 2 39.14 8.42 4.321 0.75( 0.29) 0.39 9.7 203.40 3 39.16 8.47 4.305 0.75( 0.29) 0.39 9.7 203.60 4 39.15 8.59 4.268 0.75( 0.29) 0.39 9.8 201.60 5 39.06 8.94 4.169 0.75( 0.29) 0.39 10.1 202.60 6 39.05 8.95 4.166 0.75( 0.29) 0.39 10.1 201.40 7 37.66 10.33 3.822 0.75( 0.29) 0.39 10.7 200.60 8 35.86 11.49 3.586 0.75( 0.29) 0.39 11.0 200.40 9 34.17 12.44 3.419 0.75( 0.29) 0.38 11.1 202.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.16 Tc(MIN.) = 8.47 EFFECTIVE AREA(ACRES) = 9.73 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/HR) - 0.75 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 11.13 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 203.00 = 1420.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1034.64 DOWNSTREAM(FEET) = 1033.83 FLOW LENGTH(FEET) = 203.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.44 ❑ CREATEDATE 2/3/2005 11:17 AM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 8711 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.16 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 204.00 = 1623.00 FEET. FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 ---------------------------------------------------------------- - >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.99 RAINFALL INTENSITY(INCH/HR) = 4.15 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.39 EFFECTIVE STREAM AREA(ACRES) = 9.73 TOTAL STREAM AREA(ACRES) = 11.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.16 FLOW PROCESS FROM NODE 204.30 TO NODE 204.20 IS CODE = 21 ---------------------------------------------------------------------------- » »',RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >--USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.30 DOWNSTREAM(FEET) = 1049.16 To = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.480 S Z * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.056 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.24 0.75 0.50 56 6.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 1.01 FLOW PROCESS FROM NODE 204.20 TO NODE 204.10 IS CODE = 61 ---------------------------------------------------------------------------- X,>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1049.16 DOWNSTREAM ELEVATION(FEET) = 1046.79 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 5 1, INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 2.31 Tc(MIN.) = 8.79 CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 881:1 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.209 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.19 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.19 SUBAREA RUNOFF(CFS) = 4.19 EFFECTIVE AREA(ACRES) - 1.43 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) = 5.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.97 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 204.30 TO NODE 204.10 = 440.00 FEET. FLOW PROCESS FROM NODE 204.10 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW):« <c ------------------------------------ ------ - ---- - - - ELEVATION DATA: UPSTREAM(FEET) = 1041.96 DOWNSTREAM(FEET) = 1033.63 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.02 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.86 LONGEST FLOWPATH FROM NODE 204.30 TO NODE 204.00 = 500.00 FEET. FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS== 2 = CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.86 RAINFALL INTENSITY(INCH/HR) = 4.19 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.42 EFFECTIVE STREAM AREA(ACRES) = 1.43 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.02 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.14 8.94 4.167 0.75( 0.29) 0.39 9.7 202.40 1 39.14 8.94 4.167 0.75( 0.29) 0.39 9.7 203.40 1 39.16 8.99 4.153 0.75( 0.29) 0.39 9.7 203.60 1 39.15 9.12 4.119 0.75( 0.29) 0.39 9.8 201.60 1 39.06 9.46 4.029 0.75( 0.29) 0.39 10.1 202.60 1 39.05 9.47 4.026 0.75( 0.29) 0.39 10.1 201.40 1 37.66 10.86 3.710 0.75( 0.29) 0.39 10.7 200.60 1 35.86 12.01 3.491 0.75( 0.29) 0.39 11.0 200.40 1 34.17 12.97 3.334 0.75( 0.29) 0.38 11.1 202.04 2 5.02 8.86 4.190 0.75( 0.31) 0.42 1.4 204.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I l lL__ I IL, A Ik i I A h I l I l I 1 1 t i i I t I t I [ i I I [ I & 1 t 1 1 1 ❑ CREATEDATE 2/3/200511:17 AMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 890 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 44.03 8.86 4.190 0.75( 0.30) 0.40 11.0 204.30 2 44.13 8.94 4.167 0.75( 0.30) 0.40 11.1 202.40 3 44.13 8.94 4.167 0.75( 0.30) 0.40 11.1 203.40 4 44.12 8.99 4.153 0.75( 0.30) 0.40 11.2 203.60 5 44.08 9.12 4.119 0.75( 0.30) 0.40 11.3 201.60 6 43.87 9.46 4.029 0.75( 0.30) 0.40 11.5 202.60 7 43.86 9.47 4.026 0.75( 0.30) 0.40 11.5 201.40 8 42.06 10.86 3.710 0.75( 0.29) 0.39 12.2 200.60 9 39.97 12.01 3.491 0.75( 0.29) 0.39 12.5 200.40 10 38.08 12.97 3.334 0.75( 0.29) 0.39 12.6 202.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.13 Tc(MIN.) = 8.94 EFFECTIVE AREA(ACRES) = 11.12 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 12.56 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 204.00 = 1623.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1033.83 DOWNSTREAM(FEET) = 1033.11 FLOW LENGTH(FEET) - 178.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.78 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.13 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 9.38 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 205.00 = 1801.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.38 RAINFALL INTENSITY(INCH/HR) = 4.05 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 11.12 TOTAL STREAM AREA(ACRES) = 12.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.13 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++*++++ FLOW PROCESS FROM NODE 205.40 TO NODE 205.30 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 144.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.20 DOWNSTREAM(FEET) = 1049.30 Tc = K*((LENGTH** 3.00)/ (ELEVATION CHANGE)]**0.20 - Q 'f SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.749 G -f * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.934 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 9011 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.18 0.75 0.50 56 6.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.18 PEAK FLOW RATE(CFS) = 0.74 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 205.30 TO NODE 205.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1049.30 DOWNSTREAM ELEVATION(FEET) = 1046.36 STREET LENGTH(FEET) - 501.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 79 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.85 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 4.51 TC(MIN.) = 11.26 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.629 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.23 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) = 3.69 EFFECTIVE AREA(ACRES) = 1.41 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) - 1.41 PEAK FLOW RATE(CFS) = 4.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.82 FLOW VELOCITY(FEET/SEC.) = 2.08 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 205.40 TO NODE 205.10 = 645.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 205.10 TO NODE 205.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) - 1039.53 DOWNSTREAM(FEET) = 1033.11 FLOW LENGTH(FEET) = 20.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.21 PIPE TRAVEL TIME(MIN.) - 0.02 Tc(MIN.) = 11.28 LONGEST FLOWPATH FROM NODE 205.40 TO NODE 205.00 = 665.00 FEET. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 0 CREATEDATE 2/3/2005 11:17 AMD D FILENAME FONTBULB.RESD D PAGE 910 FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 -- ----- ---------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.28 RAINFALL INTENSITY(INCH/HR) = 3.63 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 1.41 TOTAL STREAM AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.21 +++++++++++xxx++++xxx+xx+xxxxxx++++x++++xxxxx++++++++xxxxxxx++++++xx+xxxx+++ FLOW PROCESS FROM NODE 205.60 TO NODE 205.50 IS CODE = 21 ------------------- >>»>RATIONAL 14ETHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.80 DOWNSTREAM(FEET) = 1049.77 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.548 30, Z ' 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.024 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 5-7 DWELLINGS/ACRE" B 0.16 0.75 0.50 56 6.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) = 0.67 +xxx+++++++x+xxxx++++++++xxxxxxxxx+++++xxxxxxxx+++++++++xxxxx+++++++++++++++ FLOW PROCESS FROM NODE 205.50 TO NODE 205.40 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >»%(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1049.77 DOWNSTREAM ELEVATION(FEET) = 1047.31 STREET LENGTH(FEET) = 443.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK (FEET) = 15.00 S O `� INSIDE STREET CROSSFALL(DECIMAL) = 0.020 J OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 planning's FRICTION FACTOR for Streetflow Section(curb-to-curb)= 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 3.85 Tc(MIN.) _ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.807 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.65 0.75 3.30 10.40 Ap SCS (DECIMAL) ON 0.40 56 D CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RESD 0 PAGE 92❑ SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 5.21 EFFECTIVE AREA(ACRES) = 1.81 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 1.61 PEAK FLOW RATE(CFS) = 5.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.77 FLOW VELOCITY(FEET/SEC.) = 2.19 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 205.60 TO NODE 205.40 = 583.00 FEET. xxxxx+++xxxxxxxxxx+xx+xxxxxxxxxxx++++x+xxxxxxx++x++++++xxxxx+x++x+++++xx+++x FLOW PROCESS FROM NODE 205.40 TO NODE 205.20 IS CODE = 61 -- ----- ----- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED)<<<<< ----------------- UPSTREAM ELEVATION(FEET) = 1047.31 DOWNSTREAM ELEVATION(FEET) = 1046.36 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 O INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.00 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 12.48 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.411 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.06 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF(CFS) = 2.97 EFFECTIVE AREA(ACRES) = 2.87 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 2.87 PEAK FLOW RATE(CFS) = 8.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.46 FLOW VELOCITY(FEET/SEC.) = 2.06 DEPTH'VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 205.60 TO NODE 205.20 = 833.00 FEET. *+xx+xxxxxxxxxxxxxxx+xxxxxxxxxx+xxxx+xxxxxxxxxxxxxxxxxxxxxxx+x+x FLOW PROCESS FROM NODE 205.20 TO NODE 205.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1038.53 DOWNSTREAM(FEET) = 1033.11 FLOW LENGTH(FEET) = 29.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 16.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.03 I 1 I .1 IL A i i &L A IL l I t! I It I I t 1 t 1 l i ! i a i i 1 t I i I 1. i & A ❑ CREATEDATE 2/3/2005 11:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 930 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.51 LONGEST FLOWPATH FROM NODE 205.60 TO NODE 205.00 = 862.00 FEET. +++*+++++++*++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------ - ----------------------- - - - ------------------------ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.51 RAINFALL INTENSITY(INCH/HR) = 3.41 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) = 2.87 TOTAL STREAM AREA(ACRES) = 2.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.03 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CES) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 44.03 9.30 4.070 0.75( 0.30) 0.40 11.0 204.30 1 44.13 9.38 4.050 0.75( 0.30) 0.40 11.1 202.40 1 44.13 9.38 4.049 0.75( 0.30) 0.40 11.1 203.40 1 44.12 9.43 4.036 0.75( 0.30) 0.40 11.2 203.60 1 44.08 9.56 4.005 0.75( 0.30) 0.40 11.3 201.60 1 43.87 9.90 3.921 0.75( 0.30) 0.40 11.5 202.60 1 43.86 9.91 3.918 0.75( 0.30) 0.40 11.5 201.40 1 42.06 11.30 3.622 0.75( 0.29) 0.39 12.2 200.60 1 39.97 12.47 3.413 0.75( 0.29) 0.39 12.5 200.40 1 38.08 13.43 3.265 0.75( 0.29) 0.39 12.6 202.04 2 4.21 11.28 3.626 0.75( 0.31) 0.41 1.4 205.40 3 8.03 12.51 3.407 0.75( 0.30) 0.41 2.9 205.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 55.22 9.30 4.070 0.75( 0.30) 0.40 14.3 204.30 2 55.35 9.38 4.050 0.75( 0.30) 0.40 14.4 202.40 3 55.35 9.38 4.049 0.75( 0.30) 0.40 14.4 203.40 4 55.36 9.43 4.036 0.75( 0.30) 0.40 14.5 203.60 5 55.37 9.56 4.005 0.75( 0.30) 0.40 14.6 201.60 6 55.30 9.90 3.921 0.75( 0.30) 0.40 15.0 202.60 7 55.29 9.91 3.918 0.75( 0.30) 0.40 15.0 201.40 8 54.04 11.28 3.626 0.75( 0.30) 0.40 16.2 205.40 9 54.02 11.30 3.622 0.75( 0.30) 0.40 16.2 200.60 10 51.94 12.47 3.413 0.75( 0.30) 0.39 16.7 200.40 11 51.86 12.51 3.407 0.75( 0.30) 0.39 16.8 205.60 12 49.50 13.43 3.265 0.75( 0.29) 0.39 16.8 202.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 55.37 Tc(MIN.) = 9.56 EFFECTIVE AREA(ACRES) = 14.64 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 16.84 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 205.00 = 1801.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++++++++++++*+++++++++++++*++++++ FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ❑ CREATEDATE 2/3/200511:17 AMD ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 940 ELEVATION DATA: UPSTREAM(FEET) = 1033.11 DOWNSTREAM(FEET) = 1032.39 FLOW LENGTH(FEET) - 110.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.2 INCHES PIPE -FLAW VELOCITY(FEET/SEC.) = 8.61 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.37 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 9.77 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 206.00 = 1911.00 FEET. FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 55.22 9.51 4.015 0.75( 0.30) 0.40 14.3 204.30 2 55.35 9.59 3.995 0.75( 0.30) 0.40 14.4 202.40 3 55.35 9.59 3.995 0.75( 0.30) 0.40 14.4 203.40 4 55.36 9.65 3.982 0.75( 0.30) 0.40 14.5 203.60 5 55.37 9.77 3.952 0.75( 0.30) 0.40 14.6 201.60 6 55.30 10.11 3.871 0.75( 0.30) 0.40 15.0 202.60 7 55.29 10.12 3.869 0.75( 0.30) 0.40 15.0 201.40 8 54.04 11.49 3.585 0.75( 0.30) 0.40 16.2 205.40 9 54.02 11.51 3.582 0.75( 0.30) 0.40 16.2 200.60 10 51.94 12.69 3.378 0.75( 0.30) 0.39 16.7 200.40 11 51.86 12.72 3.373 0.75( 0.30) 0.39 16.8 205.60 12 49.50 13.65 3.233 0.75( 0.29) 0.39 16.8 202.04 LONGEST FLOWPATH FROM NODE 200.40 TO NODE 206.00 = 1911.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 420.25 7.70 4.557 0.58( 0.23) 0.39 78.8 114.60 2 441.43 8.83 4.199 0.58( 0.23) 0.39 90.6 118.30 3 449.29 9.22 4.092 0.58( 0.23) 0.39 95.1 152.60 4 453.24 9.42 4.040 0.58( 0.23) 0.39 97.5 109.20 5 456.72 9.61 3.992 0.58( 0.23) 0.39 99.7 117.60 6 458.29 9.69 3.970 0.58( 0.23) 0.39 100.7 118.60 7 459.16 9.74 3.958 0.58( 0.23) 0.39 101.3 117.30 8 468.07 10.24 3.842 0.58( 0.23) 0.39 107.1 112.40 9 475.78 10.68 3.745 0.58( 0.23) 0.39 112.1 111.30 10 484.75 11.22 3.638 0.58( 0.23) 0.39 118.1 108.60 11 484.88 11.22 3.636 0.58( 0.23) 0.39 118.2 108.40 12 486.07 11.30 3.622 0.58( 0.23) 0.39 119.1 116.60 13 486.25 11.31 3.620 0.58( 0.23) 0.39 119.2 106.30 14 490.64 11.58 3.569 0.58( 0.23) 0.39 122.5 101.60 15 499.76 12.14 3.469 0.58( 0.23) 0.39 129.6 103.90 16 501.47 12.25 3.451 0.58( 0.23) 0.39 131.0 115.30 17 509.79 12.80 3.360 0.58( 0.23) 0.39 137.8 116.40 18 517.73 13.38 3.273 0.57( 0.23) 0.39 144.7 101.40 19 518.75 13.46 3.260 0.57( 0.23) 0.39 145.7 100.30 20 520.45 13.62 3.238 0.57( 0.22) 0.39 147.5 152.40 21 523.01 13.87 3.203 0.57( 0.22) 0.39 150.2 114.40 22 530.00 14.56 3.111 0.57( 0.22) 0.39 158.0 102.30 23 541.37 15.83 2.959 0.57( 0.22) 0.39 171.6 150.40 24 541.69 15.86 2.955 0.57( 0.22) 0.39 172.0 150.60 25 546.51 16.45 2.891 0.57( 0.22) 0.39 178.2 103.50 26 549.69 16.86 2.849 0.57( 0.22) 0.39 182.5 151.40 27 552.14 17.21 2.814 0.57( 0.22) 0.39 186.1 103.70 28 553.50 17.43 2.792 0.57( 0.22) 0.39 188.3 151.70 29 561.90 18.82 2.667 0.56( 0.22) 0.39 201.6 414.00 30 560.82 19.35 2.623 0.56( 0.22) 0.38 205.0 645.00 31 558.66 20.36 2.543 0.56( 0.21) 0.38 211.6 105.50 ❑ CREATEDATE 2/3/2005 11:17 AMO O FILENAME FONTBULB.RESD 0 PAGE 950 32 557.51 20.79 2.512 0.56( 0.21) 0.38 214.2 182.00 33 543.08 22.15 2.418 0.56( 0.21) 0.38 217.9 414.00 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.00 = 4580.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 471.49 7.70 4.557 0.60( 0.24) 0.39 90.4 114.60 2 495.22 8.83 4.199 0.60( 0.24) 0.39 103.9 118.30 3 503.90 9.22 4.092 0.60( 0.24) 0.39 109.0 152.60 4 508.26 9.42 4.040 0.60( 0.24) 0.39 111.7 109.20 510.21 9.51 4.015 0.60( 0.24) 0.39 112.9 204.30 6 511.80 9.59 3.995 0.60( 0.24) 0.39 114.0 202.40 7 511.83 9.59 3.995 0.60( 0.24) 0.39 114.0 203.40 8 512.08 9.61 3.992 0.60( 0.24) 0.39 114.2 117.60 9 512.76 9.65 3.982 0.60( 0.24) 0.39 114.7 203.60 10 513.65 9.69 3.970 0.60( 0.24) 0.39 115.3 118.60 11 514.5 9.74 3.958 0.60( 0.24) 0.39 115.9 117.30 12 514.97 9.77 3.952 0.60( 0.24) 0.39 116.2 201.60 13 521.07 10.11 3.871 0.60( 0.24) 0.39 120.6 202.60 1.1 521.26 10.12 3.869 0.60( 0.24) 0.39 120.7 201.40 15 523.26 10.24 3.842 0.60( 0.24) 0.39 122.2 112.40 16 530.56 10.68 3.745 0.60( 0.24) 0.39 127.6 111.30 17 539.05 11.22 3.638 0.60( 0.24) 0.39 134.1 108.60 18 539.17 11.22 3.636 0.60( 0.24) 0.39 134.2 108.40 14 540.29 11.30 3.622 0.60( 0.24) 0.39 135.1 116.60 20 540.47 11.31 3.620 0.60( 0.24) 0.39 135.2 106.30 21 543.30 11.49 3.585 0.60( 0.24) 0.39 137.6 205.40 11 543.57 11.51 3.582 0.60( 0.24) 0.39 137.9 200.60 23 544.54 11.58 3.569 0.60( 0.24) 0.39 138.7 101.60 24 552.67 12.14 3.469 0.60( 0.23) 0.39 146.1 103.90 25 554.18 12.25 3.451 0.60( 0.23) 0.39 147.5 115.30 26 559.97 12.69 3.378 0.59( 0.23) 0.39 153.1 200.40 27 560.46 12.72 3.373 0.59( 0.23) 0.39 153.6 205.60 28 561.45 12.80 3.360 0.59( 0.23) 0.39 154.5 116.40 29 567.92 13.38 3.273 0.59( 0.23) 0.39 161.5 101.40 30 568.73 13.46 3.260 0.59( 0.23) 0.39 162.5 100.30 31 570.03 13.62 3.238 0.59( 0.23) 0.39 164.3 152.40 32 570.28 13.65 3.233 0.59( 0.23) 0.39 164.6 202.04 33 572.00 13.87 3.203 0.59( 0.23) 0.39 167.1 114.40 34 577.43 14.56 3.111 0.59( 0.23) 0.39 174.8 102.30 35 586.25 15.83 2.959 0.59( 0.23) 0.39 188.5 150.40 36 586.50 15.86 2.955 0.59( 0.23) 0.39 188.9 150.60 37 590.24 16.45 2.891 0.58( 0.23) 0.39 195.0 103.50 36 592.72 16.86 2.849 0.58( 0.23) 0.39 199.3 151.40 39 594.57 17.21 2.814 0.58( 0.23) 0.39 202.9 103.70 40 595.56 17.43 2.792 0.58( 0.23) 0.39 205.1 151.70 41 601.86 18.82 2.667 0.58( 0.22) 0.39 218.4 414.00 42 600.04 19.35 2.623 0.58( 0.22) 0.39 221.8 645.00 43 596.53 20.36 2.543 0.57( 0.22) 0.38 228.4 105.50 44 594.85 20.79 2.512 0.57( 0.22) 0.38 231.0 182.00 45 578.85 22.15 2.418 0.57( 0.22) 0.38 234.7 414.00 TOTAL AREA(ACRES) = 250.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 601.86 Tc(MIN.) = 18.819 EFFECTIVE AREA(ACRES) = 218.43 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 250.10 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.00 = 4580.00 FEET. FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 3 ««< Ll CREATEDATE 2/3/2005 11:17 AM[] D FILENAME FONTBULB.RESO O PAGE 960 FLOW PROCESS FROM NODE 206.00 TO NODE 206.01 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< -- ---- ----- ------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1032.39 DOWNSTREAM(FEET) = 1032.30 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 114.0 INCH PIPE IS 90.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.95 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 601.86 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 18.89 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.01 = 4624.00 FEET. +*+*++++++.****++*++**+++*+*+*+++*+++**+++**++***+++++**+*+++*** FLOW PROCESS FROM NODE 206.01 TO NODE 206.01 IS CODE = 1 ---------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.89 RAINFALL INTENSITY(INCH/HR) = 2.66 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap = 0.39 EFFECTIVE STREAM AREA(ACRES) = 218.43 TOTAL STREAM AREA(ACRES) = 250.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 601.86 FLOW PROCESS FROM NODE 206.30 TO NODE 206.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------- - --- ----- - --- INITIAL SUBAREA FLOW-LENGTH(FEET) = 129.00 ELEVATION DATA: UPSTREAM(FEET) = 1051.90 DOWNSTREAM(FEET) = 1049.77 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 1' I SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.175 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.204 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 0.20 0.75 0.50 56 6.17 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.87 ***************************************************++*+*++*****+**++******** FLOW PROCESS FROM NODE 206.20 TO NODE 206.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< -------------------------------------------------- -------- - UPSTREAM ELEVATION(FEET) = 1049.77 DOWNSTREAM ELEVATION(FEET) = 1046.63 STREET LENGTH(FEET) = 495.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 3 1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 I 1 i t l l & A &/ IL l t 1 i 1 t 1 t 1 a l & )1 11 11 L_i & 1 I A k 1 6 i ❑ CREATEDATE 2/18/2005 5:43 PMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 97❑ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section (curb- to- curb) - 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.38 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.02 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) - 4.08 Tc(MIN.) = 10.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.840 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "8-10 DWELLINGS/ACRE" B 1.53 0.75 0.40 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.40 SUBAREA AREA(ACRES) - 1.53 SUBAREA RUNOFF(CFS) - 4.88 EFFECTIVE AREA(ACRES) - 1.73 AREA -AVERAGED Fm(INCH/HR) - 0.31 AREA -AVERAGED Fp(INCH/HR) - 0.75 AREA -AVERAGED Ap - 0.41 TOTAL AREA(ACRES) - 1.73 PEAK FLOW RATE(CFS) - 5.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.19 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 206.30 TO NODE 206.10 - 624.00 FEET. FLOW PROCESS FROM NODE 206.10 TO NODE 206.01 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) <<<< ELEVATION DATA UPSTREAM(FEET) = =1039 30 DOWNSTREAM (FEET) - 1032.29= FLOW LENGTH(FEET) - 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.33 ESTIMATED PIPE DIAMETER(INCH) - 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.50 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) - 10.27 LONGEST FLOWPATH FROM NODE 206.30 TO NODE 206.01 = 649.00 FEET. FLOW PROCESS FROM NODE 206.01 TO NODE 206.01 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< .................... =STREAMS == ==_ =:_____:___- ------- TOTAL NUMBER OF 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) - 10.27 RAINFALL INTENSITY(INCH/HR) = 3.83 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.41 EFFECTIVE STREAM AREA(ACRES) - 1.73 TOTAL STREAM AREA(ACRES) = 1.73 PEAL( FLOW RATE(CFS) AT CONFLUENCE = 5.50 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 471.49 7.78 4.530 0.60( 0.24) 0.39 90.4 114.60 1 495.22 8.91 4.177 0.60( 0.24) 0.39 103.9 118.30 1 503.90 9.30 4.071 0.60( 0.24) 0.39 109.0 152.60 ❑ CREATEDATE 2/18/2005 5:43 PM 1] ❑ FILENAME FONTBULB.RESo o PAGE 9811 1 508.26 9.49 4.020 0.60( 0.24) 0.39 111.7 109.20 1 510.21 9.59 3.996 0.60( 0.24) 0.39 112.9 204.30 1 511.80 9.67 3.976 0.60( 0.24) 0.39 114.0 202.40 1 511.83 9.67 3.976 0.60( 0.24) 0.39 114.0 203.40 1 512.08 9.68 3.973 0.60( 0.24) 0.39 114.2 117.60 1 512.76 9.72 3.964 0.60( 0.24) 0.39 114.7 203.60 1 513.65 9.77 3.952 0.60( 0.24) 0.39 115.3 118.60 1 514.52 9.82 3.940 0.60( 0.24) 0.39 115.9 117.30 1 514.97 9.84 3.934 0.60( 0.24) 0.39 116.2 201.60 1 521.07 10.19 3.854 0.60( 0.24) 0.39 120.6 202.60 1 521.26 10.20 3.851 0.60( 0.24) 0.39 120.7 201.40 1 523.26 10.32 3.825 0.60( 0.24) 0.39 122.2 112.40 1 530.56 10.76 3.729 0.60( 0.24) 0.39 127.6 111.30 1 539.05 11.29 3.623 0.60( 0.24) 0.39 134.1 108.60 1 539.17 11.30 3.622 0.60( 0.24) 0.39 134.2 108.40 1 540.29 11.37 3.608 0.60( 0.24) 0.39 135.1 116.60 1 540.47 11.38 3.606 0.60( 0.24) 0.39 135.2 106.30 1 543.30 11.57 3.571 0.60( 0.24) 0.39 137.6 205.40 1 543.57 11.58 3.568 0.60( 0.24) 0.39 137.9 200.60 1 544.54 11.65 3.556 0.60( 0.24) 0.39 138.7 101.60 1 552.67 12.21 3.457 0.60( 0.23) 0.39 146.1 103.90 1 554.18 12.32 3.438 0.60( 0.23) 0.39 147.5 115.30 1 559.97 12.76 3.367 0.59( 0.23) 0.39 153.1 200.40 1 560.46 12.80 3.361 0.59( 0.23) 0.39 153.6 205.60 1 561.45 12.88 3.348 0.59( 0.23) 0.39 154.5 116.40 1 567.92 13.45 3.262 0.59( 0.23) 0.39 161.5 101.40 1 568.73 13.54 3.249 0.59( 0.23) 0.39 162.5 100.30 1 570.03 13.69 3.227 0.59( 0.23) 0.39 164.3 152.40 1 570.28 13.72 3.223 0.59( 0.23) 0.39 164.6 202.04 1 572.00 13.94 3.193 0.59( 0.23) 0.39 167.1 114.40 1 577.43 14.63 3.101 0.59( 0.23) 0.39 174.8 102.30 1 586.25 15.90 2.951 0.59( 0.23) 0.39 188.5 150.40 1 586.50 15.94 2.947 0.59( 0.23) 0.39 188.9 150.60 1 590.24 16.52 2.883 0.58( 0.23) 0.39 195.0 103.50 1 592.72 16.93 2.841 0.58( 0.23) 0.39 199.3 151.40 1 594.57 17.28 2.807 0.58( 0.23) 0.39 202.9 103.70 1 595.56 17.51 2.785 0.58( 0.23) 0.39 205.1 151.70 1 601.86 18.89 2.660 0.58( 0.22) 0.39 218.4 414.00 1 600.04 19.42 2.617 0.58( 0.22) 0.39 221.8 645.00 1 596.53 20.44 2.538 0.57( 0.22) 0.38 228.4 105.50 1 594.85 20.87 2.507 0.57( 0.22) 0.38 231.0 182.00 1 578.85 22.23 2.413 0.57( 0.22) 0.38 234.7 414.00 2 5.50 10.27 3.835 0.75( 0.31) 0.41 1.7 206.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 476.47 7.78 4.530 0.60( 0.24) 0.39 91.7 114.60 2 500.45 8.91 4.177 0.60( 0.24) 0.39 105.4 118.30 3 509.22 9.30 4.071 0.60( 0.24) 0.39 110.6 152.60 4 513.61 9.49 4.020 0.60( 0.24) 0.39 113.3 109.20 5 515.58 9.59 3.996 0.60( 0.24) 0.39 114.6 204.30 6 517.19 9.67 3.976 0.60( 0.24) 0.39 115.6 202.40 7 517.21 9.67 3.976 0.60( 0.24) 0.39 115.6 203.40 8 517.46 9.68 3.973 0.60( 0.24) 0.39 115.8 117.60 9 518.15 9.72 3.964 0.60( 0.24) 0.39 116.3 203.60 10 519.06 9.77 3.952 0.60( 0.24) 0.39 116.9 118.60 11 519.94 9.82 3.940 0.60( 0.24) 0.39 117.6 117.30 12 520.39 9.84 3.934 0.60( 0.24) 0.39 117.9 201.60 13 526.56 10.19 3.854 0.60( 0.24) 0.39 122.3 202.60 14 526.75 10.20 3.851 0.60( 0.24) 0.39 122.4 201.40 15 528.01 10.27 3.835 0.60( 0.24) 0.39 123.4 206.30 16 528.74 10.32 3.825 0.60( 0.24) 0.39 123.9 112.40 17 535.90 10.76 3.729 0.60( 0.24) 0.39 129.4 111.30 ❑ CREATEDATE 2/18/2005 5:43 PM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 991i 18 544.22 11.29 3.623 0.60( 0.24) 0.39 135.8 108.60 19 544.33 11.30 3.622 0.60( 0.24) 0.39 135.9 108.40 20 545.44 11.37 3.608 0.60( 0.24) 0.39 136.8 116.60 21 545.61 11.38 3.606 0.60( 0.24) 0.39 136.9 106.30 22 548.39 11.57 3.571 0.60( 0.24) 0.39 139.4 205.40 23 548.66 11.58 3.568 0.60( 0.24) 0.39 139.6 200.60 24 549.61 11.65 3.556 0.60( 0.24) 0.39 140.4 101.60 25 557.58 12.21 3.457 0.60( 0.24) 0.39 147.8 103.90 26 559.06 12.32 3.438 0.60( 0.24) 0.39 149.2 115.30 27 564.74 12.76 3.367 0.60( 0.23) 0.39 154.8 200.40 28 565.22 12.80 3.361 0.60( 0.23) 0.39 155.3 205.60 29 566.19 12.88 3.348 0.60( 0.23) 0.39 156.3 116.40 30 572.53 13.45 3.262 0.59( 0.23) 0.39 163.2 101.40 31 573.31 13.54 3.249 0.59( 0.23) 0.39 164.2 100.30 32 574.58 13.69 3.227 0.59( 0.23) 0.39 166.0 152.40 33 574.82 13.72 3.223 0.59( 0.23) 0.39 166.4 202.04 34 576.50 13.94 3.193 0.59( 0.23) 0.39 168.8 114.40 35 581.78 14.63 3.101 0.59( 0.23) 0.39 176.6 102.30 36 590.37 15.90 2.951 0.59( 0.23) 0.39 190.2 150.40 37 590.61 15.94 2.947 0.59( 0.23) 0.39 190.6 150.60 38 594.25 16.52 2.883 0.59( 0.23) 0.39 196.7 103.50 39 596.67 16.93 2.841 0.58( 0.23) 0.39 201.1 151.40 40 598.47 17.28 2.807 0.58( 0.23) 0.39 204.6 103.70 41 599.42 17.51 2.785 0.58( 0.23) 0.39 206.8 151.70 42 605.52 18.89 2.660 0.58( 0.22) 0.39 220.2 414.00 43 603.64 19.42 2.617 0.58( 0.22) 0.39 223.6 645.00 44 600.01 20.44 2.538 0.58( 0.22) 0.38 230.2 105.50 45 598.28 20.87 2.507 0.58( 0.22) 0.38 232.7 182.00 46 582.13 22.23 2.413 0.58( 0.22) 0.38 236.4 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 605.52 Tc(MIN.) = 18.89 EFFECTIVE AREA(ACRES) = 220.16 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 251.83 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 206.01 = 4624.00 FEET. FLOW PROCESS FROM NODE 206.01 TO NODE 207.00 IS CODE = 31 -------------------------- » >>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « «< ----------------------------------------------------- ELEVATION DATA UPSTREAM(FEET) = 1032.39 DOWNSTREAM (FEET) = 1032.17 FLOW LENGTH(FEET) = 66.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 108.0 INCH PIPE IS 79.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.14 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 605.52 PIPE TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 18.98 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 207.00 = 4690.00 FEET. FLOW PROCESS FROM NODE 207.00 TO NODE 401.00 IS CODE = 31 ---------------------------------------------------------------------------- » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<c< -------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1032.17 DOWNSTREAM (FEET) = 1030.64 FLOW LENGTH(FEET) = 810.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 120.0 INCH PIPE IS 88.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.81 ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 605.52 PIPE TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 20.36 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 401.00 = 5500.00 FEET. ❑ CREATEDATE 2/18/2005 5:43 PM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 100❑ FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 10 --- ------------ » >>>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 c« « FLOW PROCESS FROM NODE 207.40 TO NODE 207.30 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— INITIAL SUBAREA FLOW-LENGTH(FEET) = 365.00 ELEVATION DATA: UPSTREAM(FEET) = 1054.00 DOWNSTREAM(FEET) = 1049.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.594 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.597 , SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 1.35 0.75 0.10 56 7.59 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 5.49 TOTAL AREA(ACRES) - 1.35 PEAK FLOW RATE(CFS) = 5.49 FLOW PROCESS FROM NODE 207.30 TO NODE 207.20 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « >>» >(STANDARD CURB SECTION USED) « « UPSTREAM ELEVATION(FEET) = 1049.00 DOWNSTREAM ELEVATION(FEET) = 1047.20 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 3.45 Tc(MIN.) = 11.05 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.671 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.70 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 5.50 EFFECTIVE AREA(ACRES) = 3.05 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.05 PEAK FLOW RATE(CFS) = 9.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.48 FLOW VELOCITY(FEET/SEC.) = 1.96 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 207.40 TO NODE 207.20 = 755.00 FEET. I i t I lk l &! L I k I I I k i k I I I I I I I I I I i I I I I R. I ! I 11 ❑ CREATEDATE 2/18/2005 5:43 PMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 101 ❑ FLOW PROCESS FROM NODE 207.20 TO NODE 207.10 IS CODE - 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»> (STANDARD CURB SECTION USED) ««< = =.................... == UPSTREAM ELEVATION(FEET) =1047.10DOWNSTREAMELEVATION(FEET) ==1045.50 = STREET LENGTH(FEET) = 485.00 CURB HEIGHT(INCHES) - 6.0 STREET HALFWIDTH(FEET) = 20.00 15-5 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) - 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 2 Manning's FRICTION FACTOR for Streetflow Section (curb -to -curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 13.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) - 18.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) - 0.95 STREET FLOW TRAVEL TIME(MIN.) - 4.30 Tc(MIN.) - 15.34 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.015 SUBAREA IHSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 2.93 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA AREA(ACRES) - 2.93 SUBAREA RUNOFF(CFS) 7.75 EFFECTIVE AREA(ACRES) = 5.98 AREA -AVERAGED FM(INCH/HR) - 0.07 AREA -AVERAGED Fp(INCH/HR) - 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.98 PEAK FLOW RATE(CFS) = 15.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) - 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.89 FLOW VELOCITY(FEET/SEC.) - 1.94 DEPTH*VELOCITY(FT*FT/SEC.) - 1.02 LONGEST FLOWPATH FROM NODE 207.40 TO NODE 207.10 - 1240.00 FEET. FLOW PROCESS FROM NODE 207.10 TO NODE 209.00 IS CODE - 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< «< = ELEVATION =DATA: UPSTREAM(FEET) _ =1032 50==DOWNSTREAM(FEET)====1032.00 =_ FLOW LENGTH(FEET) - 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.2 INCHES PIPE -FLAW VELOCITY(FEET/SEC.) = 5.53 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) - 15.82 PIPE TRAVEL TIME(MIN.) - 0.33 Tc(MIN.) - 15.67 LONGEST FLOWPATH FROM NODE 207.40 TO NODE 209.00 - 1350.00 FEET. FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE - 1 ---------------------------------------------------------------------------- >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER =OF STREAMS - 2 ❑ CREATEDATE 2/18/2005 5:43 PM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 1020 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 15.67 RAINFALL INTENSITY(INCH/HR) - 2.98 AREA -AVERAGED Fm(INCH/HR) - 0.07 AREA -AVERAGED Fp(INCH/HR) - 0.75 AREA -AVERAGED Ap - 0.10 EFFECTIVE STREAM AREA(ACRES) - 5.98 TOTAL STREAM AREA(ACRES) - 5.98 PEAK FLOW RATE(CFS) AT CONFLUENCE - 15.82 FLOW PROCESS FROM NODE 208.30 TO NODE 208.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« .......................................... _.... =_-_-_-__-_-__-_---_=_===--- INITIAL SUBAREA FLOW-LENGTH(FEET) - 195.00 ELEVATION DATA: UPSTREAM(FEET) - 1050.00 DOWNSTREAM(FEET) = 1049.00 Tc - K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 G, SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 7.193 * 100 YEAR RAINFALL INTENSITY(INCH/HR) - 4.749 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.37 0.75 0.10 56 7.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) 1.56 TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) - 1.56 FLOW PROCESS FROM NODE 208.20 TO NODE 208.10 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »»>(STANDARD CURB SECTION USED)<<<<< =UPSTREAM ELEVATION(FEET) ==104900 DOWNSTREAM=ELEVATION(FEET) ==1046 00 STREET LENGTH(FEET) - 555.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) - 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) - 15.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF - 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.45 HALFSTREET FLOOD WIDTH(FEET) - 15.99 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 4.26 Tc(MIN.) - 11.46 * 100 YEAR RAINFALL INTENSITY(INCH/HR) - 3.592 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 6.27 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA AREA(ACRES) - 6.27 SUBAREA RUNOFF(CFS) = 19.85 EFFECTIVE AREA(ACRES) - 6.64 AREA -AVERAGED Fm(INCH/HR) - 0.07 AREA -AVERAGED FP(INCH/HR) - 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) - 6.64 PEAK FLOW RATE(CFS) - 21.02 ❑ CREATEDATE 2/18/2005 5:43 PMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 103❑ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.51 DEPTH*VELOCITY(FT*FT/SEC.) = 1.33 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 555.0 FT WITH ELEVATION -DROP = 3.0 FT, IS 20.6 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 208.10 LONGEST FLOWPATH FROM NODE 208.30 TO NODE 206.10 = 750.00 FEET. ***x**xxk*xxk*+xxk#rt#xxxx***x***xxx*xxxx***xx***xx*#****#*xx***x***xxx****** FLOW PROCESS FROM NODE 208.10 TO NODE 208.10 IS CODE = 81 ---------------------------------------------------------------------------- »> >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« << MAINLINE TC(MIN) = 11.46 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.592 b SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.37 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.37 SUBAREA RUNOFF(CFS) 4.34 EFFECTIVE AREA(ACRES) = 8.01 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.01 PEAK FLOW RATE(CFS) = 25.36 k****k*xxx**xxx*xxx*#*x********+x***#*x**+*xx********#****#*x***xx**+rt*#**** FLOW PROCESS FROM NODE 208.10 TO NODE 209.00 IS CODE = 31 > » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW -<< « - ------------------------ -------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1033.00 DOWNSTREAM (FEET) = 1032.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.31 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.36 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 11.66 LONGEST FLOWPATH FROM NODE 208.30 TO NODE 209.00 = 850.00 FEET. ***xx*+xxx**xx*x***#x***x*****x**********x****x****xx****x******Rx***x*k**#* FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.66 RAINFALL INTENSITY(INCH/HR) = 3.55 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 8.01 TOTAL STREAM AREA(ACRES) = 8.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.36 ** CONFLUENCE DATA -- STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.82 15.67 2.976 0.75( 0.07) 0.10 6.0 207.40 2 25.36 11.66 3.555 0.75( 0.07) 0.10 8.0 208.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ❑ CREATEDATE 2/18/2005 5:43 PM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 10411 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.47 11.66 3.555 0.75( 0.07) 0.10 12.5 208.30 2 36.96 15.67 2.976 0.75( 0.07) 0.10 14.0 207.40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.47 TC(MIN.) = 11.66 EFFECTIVE AREA(ACRES) = 12.46 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 13.99 LONGEST FLOWPATH FROM NODE 207.40 TO NODE 209.00 = 1350.00 FEET. xx*+xxxx+xxxx**xxx+xxxx*xxxxrt*xxxxk*xxxx**xxx++xxx+++*x++++++++*xxx+*x*x++++ FLOW PROCESS FROM NODE 209.00 TO NODE 401.00 IS CODE = 31 --------------------------------------------------------------------- » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-« >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)< « ELEVATION DATA: UPSTREAM(FEET) = 1033.00 DOWNSTREAM(FEET) = 1030.60 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.47 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.47 PIPE TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 11.77 LONGEST FLOWPATH FROM NODE 207.40 TO NODE 401.00 = 1440.00 FEET. x**xxxxx*xxxxx*xxxxrtk#xx+rt+#xxxxrt*xxxxkxx+x*x**xxx++*xxxxx+**xx+++*x*x+**x++ FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 11 ---------------------------------------------------------------------------- » >>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY-- EMORY«-MAIN MAINSTREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.47 11.77 3.535 0.75( 0.07) 0.10 12.5 208.30 2 36.96 15.79 2.963 0.75( 0.07) 0.10 14.0 207.40 LONGEST FLOWPATH FROM NODE 207.40 TO NODE 401.00 = 1440.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 476.47 9.35 4.058 0.60( 0.24) 0.39 91.7 114.60 2 500.45 10.47 3.792 0.60( 0.24) 0.39 105.4 118.30 3 509.22 10.85 3.710 0.60( 0.24) 0.39 110.6 152.60 4 513.61 11.05 3.670 0.60( 0.24) 0.39 113.3 109.20 5 515.58 11.11 3.658 0.60( 0.24) 0.39 114.6 204.30 6 517.19 11.19 3.642 0.60( 0.24) 0.39 115.6 202.40 7 517.21 11.19 3.642 0.60( 0.24) 0.39 115.6 203.40 8 517.46 11.21 3.640 0.60( 0.24) 0.39 115.8 117.60 9 518.15 11.24 3.632 0.60( 0.24) 0.39 116.3 203.60 10 519.06 11.29 3.623 0.60( 0.24) 0.39 116.9 118.60 11 519.94 11.34 3.614 0.60( 0.24) 0.39 117.6 117.30 12 520.39 11.37 3.609 0.60( 0.24) 0.39 117.9 201.60 13 526.56 11.71 3.545 0.60( 0.24) 0.39 122.3 202.60 14 526.75 11.72 3.543 0.60( 0.24) 0.39 122.4 201.40 15 528.01 11.79 3.530 0.60( 0.24) 0.39 123.4 206.30 16 528.74 11.83 3.523 0.60( 0.24) 0.39 123.9 112.40 17 535.90 12.28 3.446 0.60( 0.24) 0.39 129.4 111.30 18 544.22 12.80 3.360 0.60( 0.24) 0.39 135.8 108.60 19 544.33 12.81 3.359 0.60( 0.24) 0.39 135.9 108.40 20 545.44 12.88 3.347 0.60( 0.24) 0.39 136.8 116.60 21 545.61 12.90 3.346 0.60( 0.24) 0.39 136.9 106.30 22 548.39 13.08 3.317 0.60( 0.24) 0.39 139.4 205.40 23 548.66 13.10 3.315 0.60( 0.24) 0.39 139.6 200.60 t 1 IL I & A 1k A &_ A IL I 11 11 I i a 1 I! I I 11 I I I I I f 1 1 I A i ❑ CREATEDATE 2/18/2005 5:43 PMO ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 105❑ 24 549.61 13.16 3.305 0.60( 0.24) 0.39 140.4 101.60 25 557.58 13.72 3.223 0.60( 0.24) 0.39 147.8 103.90 26 559.06 13.83 3.208 0.60( 0.24) 0.39 149.2 115.30 27 564.74 14.27 3.149 0.60( 0.23) 0.39 154.8 200.40 28 565.22 14.31 3.144 0.60( 0.23) 0.39 155.3 205.60 29 566.19 14.39 3.133 0.60( 0.23) 0.39 156.3 116.40 30 572.53 14.96 3.061 0.59( 0.23) 0.39 163.2 101.40 31 573.31 15.04 3.050 0.59( 0.23) 0.39 164.2 100.30 32 574.58 15.20 3.031 0.59( 0.23) 0.39 166.0 152.40 33 574.82 15.23 3.028 0.59( 0.23) 0.39 166.4 202.04 34 576.50 15.45 3.002 0.59( 0.23) 0.39 168.8 114.40 35 581.78 16.14 2.924 0.59( 0.23) 0.39 176.6 102.30 36 590.37 17.40 2.795 0.59( 0.23) 0.39 190.2 150.40 37 590.61 17.44 2.792 0.59( 0.23) 0.39 190.6 150.60 38 594.25 18.03 2.737 0.59( 0.23) 0.39 196.7 103.50 39 596.67 18.40 2.703 0.58( 0.23) 0.39 201.1 151.40 40 598.47 18.75 2.672 0.58( 0.23) 0.39 204.6 103.70 41 599.42 18.98 2.654 0.58( 0.23) 0.39 206.8 151.70 42 605.52 20.36 2.544 0.58( 0.22) 0.39 220.2 414.00 43 603.64 20.89 2.505 0.58( 0.22) 0.39 223.6 645.00 44 600.01 21.91 2.434 0.58( 0.22) 0.38 230.2 105.50 45 598.28 22.34 2.406 0.58( 0.22) 0.38 232.7 182.00 46 582.13 23.73 2.320 0.58( 0.22) 0.38 236.4 414.00 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 401.00 = 5500.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CES) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 512.57 9.35 4.058 0.61( 0.22) 0.37 101.6 114.60 2 538.17 10.47 3.792 0.60( 0.22) 0.37 116.5 118.30 3 547.47 10.85 3.710 0.60( 0.22) 0.37 122.1 152.60 4 552.13 11.05 3.670 0.60( 0.22) 0.37 125.0 109.20 5 554.18 11.11 3.658 0.60( 0.22) 0.37 126.3 204.30 6 555.90 11.19 3.642 0.60( 0.22) 0.37 127.5 202.40 7 555.93 11.19 3.642 0.60( 0.22) 0.37 127.5 203.40 8 556.19 11.21 3.640 0.60( 0.22) 0.37 127.7 117.60 9 556.93 11.24 3.632 0.60( 0.22) 0.37 128.2 203.60 10 557.90 11.29 3.623 0.60( 0.22) 0.37 128.9 118.60 11 558.85 11.34 3.614 0.60( 0.22) 0.37 129.6 117.30 12 559.33 11.37 3.609 0.60( 0.22) 0.37 129.9 201.60 13 565.95 11.71 3.545 0.60( 0.22) 0.37 134.7 202.60 14 566.15 11.72 3.543 0.60( 0.22) 0.37 134.8 201.40 15 567.07 11.77 3.535 0.60( 0.22) 0.37 135.5 208.30 16 567.47 11.79 3.530 0.60( 0.22) 0.37 135.8 206.30 17 568.17 11.83 3.523 0.60( 0.22) 0.37 136.4 112.40 18 575.05 12.28 3.446 0.60( 0.22) 0.37 142.0 111.30 19 583.04 12.80 3.360 0.60( 0.22) 0.37 148.6 108.60 20 583.15 12.81 3.359 0.60( 0.22) 0.37 148.7 108.40 21 584.21 12.88 3.347 0.60( 0.22) 0.37 149.7 116.60 22 584.37 12.90 3.346 0.60( 0.22) 0.37 149.8 106.30 23 587.04 13.08 3.317 0.60( 0.22) 0.37 152.3 205.40 24 587.30 13.10 3.315 0.60( 0.22) 0.37 152.6 200.60 25 588.20 13.16 3.305 0.60( 0.22) 0.37 153.4 101.60 26 595.83 13.72 3.223 0.60( 0.22) 0.37 161.0 103.90 27 597.25 13.83 3.208 0.60( 0.22) 0.37 162.5 115.30 28 602.65 14.27 3.149 0.60( 0.22) 0.37 168.2 200.40 29 603.11 14.31 3.144 0.60( 0.22) 0.37 168.7 205.60 30 604.03 14.39 3.133 0.60( 0.22) 0.37 169.7 116.40 31 610.01 14.96 3.061 0.60( 0.22) 0.37 176.9 101.40 32 610.74 15.04 3.050 0.60( 0.22) 0.37 177.9 100.30 33 611.91 15.20 3.031 0.60( 0.22) 0.37 179.8 152.40 34 612.13 15.23 3.028 0.60( 0.22) 0.37 180.2 202.04 35 613.67 15.45 3.002 0.60( 0.22) 0.37 182.7 114.40 36 616.05 15.79 2.963 0.60( 0.22) 0.37 186.6 207.40 37 618.24 16.14 2.924 0.59( 0.22) 0.37 190.6 102.30 38 625.18 17.40 2.795 0.59( 0.22) 0.37 204.2 150.40 39 625.37 17.44 2.792 0.59( 0.22) 0.37 204.6 150.60 ❑ CREATEDATE 2/18/2005 5:43 PM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 1060 40 628.31 18.03 2.737 0.59( 0.22) 0.37 210.7 103.50 41 630.29 18.40 2.703 0.59( 0.22) 0.37 215.1 151.40 42 631.71 18.75 2.672 0.59( 0.22) 0.37 218.6 103.70 43 632.42 18.98 2.654 0.59( 0.22) 0.37 220.8 151.70 44 637.12 20.36 2.544 0.58( 0.21) 0.37 234.1 414.00 45 634.74 20.89 2.505 0.58( 0.21) 0.37 237.6 645.00 46 630.20 21.91 2.434 0.58( 0.21) 0.37 244.1 105.50 47 628.11 22.34 2.406 0.58( 0.21) 0.37 246.7 182.00 48 610.87 23.73 2.320 0.58( 0.21) 0.36 250.4 414.00 TOTAL AREA(ACRES) - 265.82 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) - 637.12 Tc(MIN.) = 20.360 EFFECTIVE AREA(ACRES) - 234.15 AREA -AVERAGED Fm(INCH/HR) - 0.21 AREA -AVERAGED Fp(INCH/HR) - 0.58 AREA -AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 265.82 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 401.00 = 5500.00 FEET. FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE - 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 ««< «*#+w«ww*w#+w#wk4w«fx*f#+x#x*#!w#+####*x#«+##*####«**###*«*x+x**+xx#***x*x*x FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ................................. MAINLINE Tc(MIN) = 20.36 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.544 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.62 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) . 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.10 SUBAREA AREA(ACRES) - 0.62 SUBAREA RUNOFF(CFS) 1.38 EFFECTIVE AREA(ACRES) = 234.77 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap - 0.37 TOTAL AREA(ACRES) - 266.44 PEAK FLOW RATE(CFS) 637.12 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE *x#x+fx+x#fw+xxf x*x#f#*#+x#f«#ww«+w###x####x«*#x#+#*#*##x*#*#+#*#w###xxx**x+ FLOW PROCESS FROM NODE 401.00 TO NODE 403.00 IS CODE - 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< «< ' = ELEVATIONDATA: UPSTREAM(FEET)= •1030 60E DOWNSTREAM(FEET) - 1029.00 = FLOW LENGTH(FEET) - 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 108.0 INCH PIPE IS 77.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 13.08 ESTIMATED PIPE DIAMETER(INCH) . 108.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 637.12 PIPE TRAVEL TIME(MIN.) - 0.52 TC(MIN.) = 20.88 LONGEST FLOWPATH FROM NODE 414.00 TO NODE 403.00 = 5910.00 FEET. **«##f«x«•fwx«fr+f«w«fw+x+xxf+x#xx+##w#+w#xx#««###+x#xx###•#xx*#x#xx#*#x*x#* FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< .................... - .............. __:_ •_________ _________--__----_ TOTAL NUMBER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 20.88 RAINFALL INTENSITY(INCH/HR) . 2.51 ❑ CREATEDATE 2/18/2005 5:43 PM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 1070 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap = 0.37 EFFECTIVE STREAM AREA(ACRES) = 234.77 TOTAL STREAM AREA(ACRES) = 266.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 637.12 FLOW PROCESS FROM NODE 211.20 TO NODE 211.10 IS CODE = 21 ---------------------------------------------------------------------------- » » RATIONAL METHOD INITIAL SUBAREA ANALYSIS«< < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1049.00 DOWNSTREAM(FEET) = 1048.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)) --0.20 Mx SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.303 S U l * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.706 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.55 0.75 0.10 56 7.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.29 TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 2.29 **««x«x**#*#««««wxx#««««*xx*#«***xx##««««w#*w*#*#*xxx**«x***#*#**#*x*xxxxx#* FLOW PROCESS FROM NODE 211.10 TO NODE 211.00 IS CODE = 61 ---------------------------------------------------------------------------- >>»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA- -< ,>> -(STANDARD CURB SECTION USED) «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1048.00 DOWNSTREAM ELEVATION(FEET) = 1046.20 STREET LENGTH(FEET) = 370.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 V INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 8.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 3.16 Tc(MIN.) = 10.47 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.792 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 3.81 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 3.81 SUBAREA RUNOFF(CFS) = 12.75 EFFECTIVE AREA(ACRES) = 4.36 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) = 14.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.87 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.07 ❑ CREATEDATE 2/18/2005 5:43 PM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 108❑ LONGEST FLOWPATH FROM NODE 211.20 TO NODE 211.00 = 570.00 FEET. FLOW PROCESS FROM NODE 211.00 TO NODE 403.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«< < >> »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< «< ----------------- ---------------- ELEVATION DATA: UPSTREAM(FEET) = 1029.50 DOWNSTREAM(FEET) = 1029.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.50 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.59 PIPE TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 10.77 LONGEST FLOWPATH FROM NODE 211.20 TO NODE 403.00 = 670.00 FEET. FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 ---------------------------------------------------------------------------- >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES- -< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.77 RAINFALL INTENSITY(INCH/HR) = 3.73 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) - 4.36 TOTAL STREAM AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.59 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 512.57 9.91 3.919 0.61(0.22) 0.36 102.2 114.60 1 538.17 11.02 3.676 0.61( 0.22) 0.37 117.1 118.30 1 547.47 11.40 3.603 0.60( 0.22) 0.37 122.7 152.60 1 552.13 11.59 3.566 0.60( 0.22) 0.37 125.6 109.20 1 554.18 11.66 3.555 0.60( 0.22) 0.37 126.9 204.30 1 555.90 11.73 3.541 0.60( 0.22) 0.37 128.1 202.40 1 555.93 11.74 3.540 0.60( 0.22) 0.37 128.1 203.40 1 556.19 11.75 3.538 0.60( 0.22) 0.37 128.3 117.60 1 556.93 11.79 3.531 0.60( 0.22) 0.37 128.8 203.60 1 557.90 11.83 3.523 0.60( 0.22) 0.37 129.5 118.60 1 558.85 11.88 3.514 0.60( 0.22) 0.37 130.2 117.30 1 559.33 11.91 3.510 0.60( 0.22) 0.37 130.5 201.60 1 565.95 12.25 3.451 0.60( 0.22) 0.37 135.3 202.60 1 566.15 12.26 3.449 0.60( 0.22) 0.37 135.5 201.40 1 567.07 12.31 3.441 0.60( 0.22) 0.37 136.1 208.30 1 567.47 12.33 3.437 0.60( 0.22) 0.37 136.5 206.30 1 568.17 12.37 3.430 0.60( 0.22) 0.37 137.0 112.40 1 575.05 12.81 3.358 0.60( 0.22) 0.37 142.6 111.30 1 583.04 13.34 3.278 0.60( 0.22) 0.37 149.3 108.60 1 583.15 13.35 3.277 0.60( 0.22) 0.37 149.4 108.40 1 584.21 13.42 3.266 0.60( 0.22) 0.37 150.3 116.60 1 584.37 13.43 3.265 0.60( 0.22) 0.37 150.4 106.30 1 587.04 13.62 3.238 0.60( 0.22) 0.37 152.9 205.40 1 587.30 13.63 3.236 0.60( 0.22) 0.37 153.2 200.60 1 588.20 13.70 3.226 0.60( 0.22) 0.37 154.1 101.60 1 595.83 14.26 3.150 0.60( 0.22) 0.37 161.6 103.90 1 597.25 14.37 3.136 0.60( 0.22) 0.37 163.1 115.30 1 602.65 14.81 3.080 0.60( 0.22) 0.37 168.9 200.40 1 603.11 14.84 3.075 0.60( 0.22) 0.37 169.3 205.60 1 604.03 14.92 3.065 0.60( 0.22) 0.37 170.4 116.40 I I & A IL i& I K i 1t A i i 1 1 t I t 1 [ i t 1 t i a l & A & I I I i A h A ❑ CREATEDATE 2/18/2005 5:43 PM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 109❑ 1 610.01 15.49 2.997 0.60( 0.22) 0.37 177.5 101.40 1 610.74 15.58 2.987 0.60( 0.22) 0.37 178.6 100.30 1 611.91 15.73 2.969 0.60( 0.22) 0.37 180.4 152.40 1 612.13 15.77 2.966 0.60( 0.22) 0.37 180.8 202.04 1 613.67 15.98 2.942 0.60( 0.22) 0.37 183.3 114.40 1 616.05 16.32 2.905 0.60( 0.22) 0.37 187.2 207.40 1 618.24 16.68 2.867 0.59( 0.22) 0.37 191.2 102.30 1 625.18 17.94 2.745 0.59( 0.22) 0.37 204.8 150.40 1 625.37 17.97 2.741 0.59( 0.22) 0.37 205.2 150.60 1 628.31 18.56 2.689 0.59( 0.22) 0.37 211.4 103.50 1 630.29 18.94 2.657 0.59( 0.22) 0.37 215.7 151.40 1 631.71 19.29 2.628 0.59( 0.22) 0.37 219.3 103.70 1 632.42 19.51 2.610 0.59( 0.22) 0.37 221.4 151.70 1 637.12 20.88 2.505 0.58( 0.21) 0.37 234.8 414.00 1 634.74 21.42 2.467 0.58( 0.21) 0.37 238.2 645.00 1 630.20 22.44 2.399 0.58( 0.21) 0.37 244.8 105.50 1 628.11 22.87 2.372 0.58( 0.21) 0.37 247.3 182.00 1 610.87 24.27 2.289 0.58( 0.21) 0.36 251.1 414.00 2 14.59 10.77 3.727 0.75( 0.07) 0.10 4.4 211.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CPS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 526.69 9.91 3.919 0.61( 0.22) 0.35 106.2 114.60 2 546.93 10.77 3.727 0.61( 0.22) 0.36 118.1 211.20 3 552.55 11.02 3.676 0.61( 0.22) 0.36 121.4 118.30 4 561.56 11.40 3.603 0.61( 0.22) 0.36 127.0 152.60 5 566.07 11.59 3.566 0.61( 0.22) 0.36 130.0 109.20 6 568.08 11.66 3.555 0.61( 0.22) 0.36 131.3 204.30 7 569.74 11.73 3.541 0.61( 0.22) 0.36 132.4 202.40 8 569.76 11.74 3.540 0.61( 0.22) 0.36 132.5 203.40 9 570.02 11.75 3.538 0.61( 0.22) 0.36 132.7 117.60 10 570.74 11.79 3.531 0.61( 0.22) 0.36 133.2 203.60 11 571.67 11.83 3.523 0.61( 0.22) 0.36 133.9 118.60 12 572.58 11.88 3.514 0.61( 0.22) 0.36 134.5 117.30 13 573.05 11.91 3.510 0.61( 0.22) 0.36 134.9 201.60 14 579.43 12.25 3.451 0.61( 0.22) 0.36 139.7 202.60 15 579.63 12.26 3.449 0.61( 0.22) 0.36 139.8 201.40 16 580.51 12.31 3.441 0.61( 0.22) 0.36 140.5 208.30 17 580.89 12.33 3.437 0.61( 0.22) 0.36 140.8 206.30 18 581.56 12.37 3.430 0.61( 0.22) 0.36 141.4 112.40 19 588.16 12.81 3.358 0.60( 0.22) 0.36 147.0 111.30 20 595.83 13.34 3.278 0.60( 0.22) 0.36 153.6 108.60 21 595.94 13.35 3.277 0.60( 0.22) 0.36 153.7 108.40 22 596.95 13.42 3.266 0.60( 0.22) 0.36 154.7 116.60 23 597.11 13.43 3.265 0.60( 0.22) 0.36 154.8 106.30 24 599.67 13.62 3.238 0.60( 0.22) 0.36 157.3 205.40 25 599.92 13.63 3.236 0.60( 0.22) 0.36 157.5 200.60 26 600.79 13.70 3.226 0.60( 0.22) 0.36 158.4 101.60 27 608.11 14.26 3.150 0.60( 0.22) 0.36 166.0 103.90 28 609.47 14.37 3.136 0.60( 0.22) 0.36 167.5 115.30 29 614.65 14.81 3.080 0.60( 0.22) 0.36 173.2 200.40 30 615.09 14.84 3.075 0.60( 0.22) 0.36 173.7 205.60 31 615.97 14.92 3.065 0.60( 0.22) 0.36 174.7 116.40 32 621.67 15.49 2.997 0.60( 0.22) 0.36 181.9 101.40 33 622.37 15.58 2.987 0.60( 0.22) 0.36 182.9 100.30 34 623.47 15.73 2.969 0.60( 0.22) 0.36 184.8 152.40 35 623.67 15.77 2.966 0.60( 0.22) 0.36 185.1 202.04 36 625.12 15.98 2.942 0.60( 0.22) 0.36 187.6 114.40 37 627.35 16.32 2.905 0.60( 0.22) 0.36 191.6 207.40 38 629.39 16.68 2.867 0.60( 0.22) 0.36 195.5 102.30 39 635.84 17.94 2.745 0.59( 0.22) 0.36 209.2 150.40 40 636.02 17.97 2.741 0.59( 0.22) 0.36 209.6 150.60 41 638.75 18.56 2.689 0.59( 0.21) 0.36 215.7 103.50 ❑ CREATEDATE 2/18/2005 5:43 PM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 110❑ 42 640.60 18.94 2.657 0.59( 0.21) 0.36 220.0 151.40 43 641.90 19.29 2.628 0.59( 0.21) 0.36 223.6 103.70 44 642.54 19.51 2.610 0.59( 0.21) 0.36 225.8 151.70 45 646.82 20.88 2.505 0.58( 0.21) 0.36 239.1 414.00 46 644.29 21.42 2.467 0.58( 0.21) 0.36 242.5 645.00 47 639.49 22.44 2.399 0.58( 0.21) 0.36 249.1 105.50 48 637.29 22.87 2.372 0.58( 0.21) 0.36 251.7 182.00 49 619.71 24.27 2.289 0.58( 0.21) 0.36 255.4 414.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLAW RATE(CFS) = 646.82 Tc(MIN.) = 20.88 EFFECTIVE AREA(ACRES) = 239.13 AREA -AVERAGED Fm(INCH/HR) 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 270.80 LONGEST FL.OWPATH FROM NODE 414.00 TO NODE 403.00 = 5910.00 FEET. _____.......... ___=..... _-_=..... -.... =.......... --_--___--_-_--__---------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 270.80 TC(MIN.) 20.88 EFFECTIVE AREA(ACRES) 239.13 AREA -AVERAGED Fm(INCH/HR)= 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.58 AREA -AVERAGED Ap = 0.36 PEAK FLOW RATE(CFS) 646.82 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 526.69 9.91 3.919 0.61( 0.22) 0.35 106.2 114.60 2 546.93 10.77 3.727 0.61( 0.22) 0.36 118.1 211.20 3 552.55 11.02 3.676 0.61( 0.22) 0.36 121.4 118.30 4 561.56 11.40 3.603 0.61( 0.22) 0.36 127.0 152.60 5 566.07 11.59 3.566 0.61( 0.22) 0.36 130.0 109.20 6 568.08 11.66 3.555 0.61( 0.22) 0.36 131.3 204.30 7 569.74 11.73 3.541 0.61( 0.22) 0.36 132.4 202.40 8 569.76 11.74 3.540 0.61( 0.22) 0.36 132.5 203.40 9 570.02 11.75 3.538 0.61( 0.22) 0.36 132.7 117.60 10 570.74 11.79 3.531 0.61( 0.22) 0.36 133.2 203.60 it 571.67 11.83 3.523 0.61( 0.22) 0.36 133.9 118.60 12 572.58 11.88 3.514 0.61( 0.22) 0.36 134.5 117.30 13 573.05 11.91 3.510 0.61( 0.22) 0.36 134.9 201.60 14 579.43 12.25 3.451 0.61( 0.22) 0.36 139.7 202.60 15 579.63 12.26 3.449 0.61( 0.22) 0.36 139.8 201.40 16 580.51 12.31 3.441 0.61( 0.22) 0.36 140.5 208.30 17 580.89 12.33 3.437 0.61( 0.22) 0.36 140.8 206.30 18 581.56 12.37 3.430 0.61( 0.22) 0.36 141.4 112.40 19 588.16 12.81 3.358 0.60( 0.22) 0.36 147.0 111.30 20 595.83 13.34 3.278 0.60( 0.22) 0.36 153.6 108.60 21 595.94 13.35 3.277 0.60( 0.22) 0.36 153.7 108.40 22 596.95 13.42 3.266 0.60( 0.22) 0.36 154.7 116.60 23 597.11 13.43 3.265 0.60( 0.22) 0.36 154.8 106.30 24 599.67 13.62 3.238 0.60( 0.22) 0.36 157.3 205.40 25 599.92 13.63 3.236 0.60( 0.22) 0.36 157.5 200.60 26 600.79 13.70 3.226 0.60( 0.22) 0.36 158.4 101.60 27 608.11 14.26 3.150 0.60( 0.22) 0.36 166.0 103.90 28 609.47 14.37 3.136 0.60( 0.22) 0.36 167.5 115.30 29 614.65 14.81 3.080 0.60( 0.22) 0.36 173.2 200.40 30 615.09 14.84 3.075 0.60( 0.22) 0.36 173.7 205.60 31 615.97 14.92 3.065 0.60( 0.22) 0.36 174.7 116.40 32 621.67 15.49 2.997 0.60( 0.22) 0.36 181.9 101.40 33 622.37 15.58 2.987 0.60( 0.22) 0.36 182.9 100.30 34 623.47 15.73 2.969 0.60( 0.22) 0.36 184.8 152.40 35 623.67 15.77 2.966 0.60( 0.22) 0.36 185.1 202.04 36 625.12 15.98 2.942 0.60( 0.22) 0.36 187.6 114.40 37 627.35 16.32 2.905 0.60( 0.22) 0.36 191.6 207.40 38 629.39 16.68 2.867 0.60( 0.22) 0.36 195.5 102.30 39 635.84 17.94 2.745 0.59( 0.22) 0.36 209.2 150.40 40 636.02 17.97 2.741 0.59( 0.22) 0.36 209.6 150.60 41 638.75 18.56 2.689 0.59( 0.21) 0.36 215.7 103.50 42 640.60 18.94 2.657 0.59( 0.21) 0.36 220.0 151.40 ❑ CREATEDATE 2/18/2005 5:43 PM❑ ❑ FILENAME FONTBULB.RES❑ ❑ PAGE 111 ❑ 43 641.90 19.29 2.628 0.59( 0.21) 0.36 223.6 103.70 44 642.54 19.51 2.610 0.59( 0.21) 0.36 225.8 151.70 45 646.82 20.88 2.505 0.58( 0.21) 0.36 239.1 414.00 46 644.29 21.42 2.467 0.58( 0.21) 0.36 242.5 645.00 47 639.49 22.44 2.399 0.58( 0.21) 0.36 249.1 105.50 48 637.29 22.87 2.372 0.58( 0.21) 0.36 251.7 182.00 49 619.71 24.27 2.289 0.58( 0.21) 0.36 255.4 414.00 ----------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS .. I-- Am ✓ Am DECLZALL.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 1510063 UPSTREAM TO EX 48" RCP (SANTA ANA) .. T2 JURUPA T3 FN: STORM DRAIN - DECLEZ DECLZALL.DAT (149.4 CHANNEL Cf5 FROM OFFSITE AREAS ATOSANTA ANA 48"RCP) �+ SO 7990.501005.50 1 00 R 8003.071005.53 1 .015 23.83 R 8040.501005.60 1 .015 65.73 R 8143.741005.81 1 .015 R 8395.681006.31 1 .015 11.44 .. R JX 8418.001006.36 1 8442.001006.40 1 72 .015 .015 0.1 1006.88 .50 78.56 R 8537.241006.59 1 .015 R 8600.001006.72 1 .015 R 8900.001008.22 1 .015 .. R 9680.001012.12 1 .015 R 9700.001012.22 1 .015 +• R 9702.271012.23 1 .015 R 9704.271012.24 1 .015 R 9761.001012.53 1 .015 ,.. R 9765.001012.55 1 .015 +� R 9771.001012.93 1 9803.001012.99 1 60 .015 .015 120.0 1014.50 45.00 JX R 9862.431013.03 1 .015 ,,. R 10700.001019.67 1 .015 �r R 11000.001021.87 1 .015 R 11100.001022.27 1 11110.001022.31 1 54 .015 .015 93.0 1025.00 45.00 .. JX R 11600.001024.18 1 11610.001024.22 1 48 .015 .015 75.0 1027.00 45.00 JX R 12020.001025.86 1 12030 001025.90 1 48 .015 .015 3.0 1029.00 45.00 JX R 12357 731027.30 1 .015 rr R JX 12378 671027.38 1 12382 671027.40 1 54 .015 .015 107.2 1028.68 13.0 R JX 12415 101027.53 1 12425 101027.57 1 48 .015 .015 69.0 1029.92 23.76 R 12503 001027.88 1 12528 001027.98 1 96 .015 .015 351.3 1028.83 19.44 JX R 12574.931028.17 1 .015 TS 12604.931028.29 2 .015 R 12689.621028.54 2 .013 R 12842.001029.00 2 12845.001029.01 2 18 .013 .014 9.8 1031.78 90.00 JX R 12867.021029.08 2.013 R 12877.021029.11 2 .013 R 13254.951030.24 2 13260.691030.64 3 90 .013 .014 31.5 1031.78 45.00 JX R 13310.671030.70 3 .013 60.00 R 13357.001030.75 3 .013 R 13515.001031.13 3 .013 R 13520.001031.14 3 .013 R 13715.001031.50 3 .013 R 13720.001031.51 3 .013 R 13920.001031.88 3 .013 R 13924.001031.89 3 .013 R 14029.501032.08 3 .013 R 14034.501032.09 3 .013 R 14074.501032.17 3 .013 1.91 R 14091.131032.20 3 .013 R 14136.021032.29 3 3 24 .013 3.6 1032.42 45.00 JX 14140.021032.31 .014 40 R 14184.271032.39 3 3 36 .013 1032.72 40'Page 45.00 ix 14198.111032.42 .014 1 r7 G 1 1 2 1 1 1 1 2 1 TS 14213.111032.45 4 DECLZALL.DAT R 14218.111032.46 4 .015 .015 1.90 TS 14233.111032.49 3 .015 R 14326.641032.67 3 .013 ]X 14348.541032.72 96 84 .014 160.9 1032.78 30.00 R 14387.581032.80 96 .013 90.00 1 R 14391.021032.81 96 .013 ]X R 14396.021032.82 14549.091033.07 96 24 96 .014 3.8 1036.47 90.00 .013 R 14622.681033.27 96 .013 19.67 R 14728.061033.48 96 .013 19.67 R 14763.381033.54 96 .013 JX R 14768.361033.55 14861.441033.74 96 24 96 .014 0.7 1038.17 45.00 .013 7X R 14869.901033.76 14911.691033.83 90 42 90 .014 32.0 1036.29 44.50 7X 14916.671033.84 90 24 .013 .014 1.0 1037.68 64.46 45.00 R 14931.741033.88 90 .013 25.54 R 14994.071034.01 90 .013 R 15185.791034.39 90 .013 89.46 ]X R 15190.791034.40 15406.221034.83 90 24 24.014 90 1.7 1.41039.251037.93 45.00 45.00 R 15409.721034.84 90 .013 .013 14.55 JX R 15421.861034.89 15447.511034.99 66 78 66 .014 .013 159.8 1037.00 45.00 R 15474.471035.09 66 .013 34.34 ]X R 15479.471035.11 15483.521035.14 66 24 66 .014 1.7 1037.86 45.00 R 15605.281035.63 "15609.941035.65 66 .013 .013 11.20 7X R 15767.731036.28 66 24 66 .014 .013 14.5 1037.48 60.00 R 15881.371036.73 66 .013 21.36 7X R 15888.371036.76 15929.011036.91 66 24 24.014 66 5.1 5.11039.601039.13 45.00 45.00 7X 15934.011036.92 66 24 .013 .014 8.7 1038.68 8.73 45.00 R 15948.811037.00 66 .013 3.71 R 15964.781037.07 66 .013 19.84 ]X R 15969.871037.09 16010.181037.23 66 24 66 .014 2.2 1038.90 26.64 ]X R 16016.561037.24 16021.221037.29 66 24 66 .013 .014 6.8 1039.88 58.36 45.00 JX R 16026.221037.30 16148.501037.80 66 24 66 .013 .014 6.8 1039.38 8.12 45.00 R 16185.121037.95 66 .013 29.53 7X R 16190.631037.97 16212.811038.06 66 24 66 .013 .014 0.3 1039.97 47.16 57.07 R 16729.141040.12 66 .013 .013 34.72 R 16775.211047.96 66 .013 TS 16783.291050.17 48 .015 R 16793.291050.24 48 .013 SH 16793.291050.24 48 CD 1 3 9.00 14.00 CD 2 4 9.00 CD 3 4 8.50 CD 4 3 5.00 8.50 CD 18 4 1.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 CD 42 4 3.50 CD 48 4 4.00 CD 54 4 4.50 CD 60 4 5.00 Page 2 MR 40 ,. w w aw E 0 w mo in An Page 3 AN ow DECLZALL.DAT CD 66 4 5.50 CD 72 4 6.00 ,. CD CD 78 84 4 4 6.50 7.00 w CD 90 4 7.50 CD 96 4 8.00 Arr ,. w w aw E 0 w mo in An Page 3 AN ow 149.4 DECLZALL.Q Page 1 I i i i & i lk A & A It A i i ! 1 i 1 i 1 I i I i t o t t I A i A a A rk i 1 A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZALL.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48"RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 7990.50 1005.50 6.983 1012.483 1465.4 14.99 3.489 1015.972 0.00 6.983 9.00 14.00 0.00 0 0.00 12.57 0.00239 .004072 0.05 8.747 0.00 8003.07 1005.53 7.305 1012.835 1465.4 14.33 3.188 1016.023 0.00 6.983 9.00 14.00 0.00 0 0.00 37.43 0.00187 .003606 0.13 9.000 0.00 8040.50 1005.60 7.654 1013.254 1465.4 13.67 2.904 1016.158 0.00 6.983 9.00 14.00 0.00 0 0.00 95.35 0.00203 .003184 0.30 9.000 0.00 8135.85 1005.79 8.028 1013.822 1465.4 13.04 2.640 1016.462 0.00 6.983 9.00 14.00 0.00 0 0.00 7.89 0.00203 .002974 0.02 9.000 0.00 8143.74 1005.81 8.050 1013.860 1465.4 13.00 2.625 1016.485 0.00 6.983 9.00 14.00 0.00 0 0.00 191.79 0.00198 .002789 0.53 9.000 0.00 8335.53 1006.19 8.443 1014.634 1465.4 12.40 2.387 1017.021 0.00 6.983 9.00 14.00 0.00 0 0.00 60.15 0.00198 .002583 0.16 9.000 0.00 8395.68 1006.31 8.525 1014.835 1465.4 12.28 2.341 1017.176 0.00 6.983 9.00 14.00 0.00 0 0.00 22.32 0.00224 .002545 0.06 8.963 0.00 8418.00 1006.36 8.540 1014.900 1465.4 12.26 2.332 1017.232 0.00 6.983 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00167 .002522 0.06 0.00 8442.00 1006.40 8.586 1014.986 1465.3 12.19 2.307 1017.293 0.00 6.983 9.00 14.00 0.00 0 0.00 95.24 0.00199 .002468 0.24 9.000 0.00 8537.24 1006.59 8.682 1015.272 1465.3 12.05 2.257 1017.529 0.00 6.983 9.00 14.00 0.00 0 0.00 62.76 0.00207 .002416 0.15 9.000 0.00 8600.00 1006.72 8.727 1015.447 1465.3 11.99 2.233 1017.680 0.00 6.983 9.00 14.00 0.00 0 0.00 74.87 0.00500 .002559 0.19 6.609 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZALL.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48"RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 8674.87 1007.09 8.321 1015.415 1465.3 12.58 2.457 1017.872 0.00 6.983 9.00 14.00 0.00 0 0.00 67.33 0.00500 .002897 0.20 6.609 0.00 8742.20 1007.43 7.934 1015.365 1465.3 13.19 2.702 1018.067 0.00 6.983 9.00 14.00 0.00 0 0.00 57.66 0.00500 .003283 0.19 6.609 0.00 8799.86 1007.72 7.564 1015.283 1465.3 13.84 2.973 1018.256 0.00 6.983 9.00 14.00 0.00 0 0.00 28.47 0.00500 .003615 0.10 6.609 0.00 8828.33 1007.86 7.367 1015.228 1465.3 14.21 3.134 1018.362 0.00 6.983 9.00 14.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 8828.33 1007.86 6.609 1014.470 1465.3 15.84 3.894 1018.364 0.00 6.983 9.00 14.00 0.00 0 0.00 71.67 0.00500 .005000 0.36 6.609 0.00 8900.00 1008.22 6.609 1014.829 1465.3 15.84 3.894 1018.723 0.00 6.983 9.00 14.00 0.00 0 0.00 417.96 0.00500 .005000 2.09 6.609 0.00 9317.96 1010.31 6.609 1016.919 1465.3 15.84 3.894 1020.813 0.00 6.983 9.00 14.00 0.00 0 0.00 225.19 0.00500 .005257 1.18 6.609 0.00 9543.15 1011.44 6.373 1017.809 1465.3 16.42 4.188 1021.997 0.00 6.983 9.00 14.00 0.00 0 0.00 136.85 0.00500 .005893 0.81 6.609 0.00 9680.00 1012.12 6.076 1018.196 1465.3 17.23 4.607 1022.803 0.00 6.983 9.00 14.00 0.00 0 0.00 20.00 0.00500 .006345 0.13 6.609 0.00 9700.00 1012.22 6.026 1018.246 1465.3 17.37 4.685 1022.931 0.00 6.983 9.00 14.00 0.00 0 0.00 2.27 0.00441 .006431 0.01 6.929 0.00 9702.27 1012.23 6.016 1018.246 1465.3 17.40 4.699 1022.945 0.00 6.983 9.00 14.00 0.00 0 0.00 2.00 0.00500 .006452 0.01 6.609 0.00 i t I A 1� LICENSEE: R.S.F. & ASSOC. - SAN DIEGO FO515P PAGE 3 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZALL.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48"RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 9704.27 1012.24 6.011 1018.251 1465.3 17.41 4.708 1022.959 0.00 6.983 9.00 14.00 0.00 0 0.00 56.73 0.00511 .006678 0.38 6.554 0.00 9761.00 1012.53 5.868 1018.398 1465.3 17.84 4.939 1023.337 0.00 6.983 9.00 14.00 0.00 0 0.00 4.00 0.00500 .006914 0.03 6.609 0.00 9765.00 1012.55 5.857 1018.407 1465.3 17.87 4.958 1023.365 0.00 6.983 9.00 14.00 0.00 0 0.00 2.11 0.06333 .006637 0.01 2.694 0.00 9767.11 1012.68 6.052 1018.735 1465.3 17.29 4.644 1023.379 0.00 6.983 9.00 14.00 0.00 0 0.00 2.21 0.06333 .005958 0.01 2.694 0.00 9769.32 1012.82 6.347 1019.170 1465.3 16.49 4.222 1023.392 0.00 6.983 9.00 14.00 0.00 0 0.00 1.27 0.06333 .005239 0.01 2.694 0.00 9770.59 1012.90 6.657 1019.561 1465.3 15.72 3.838 1023.399 0.00 6.983 9.00 14.00 0.00 0 0.00 0.41 0.06333 .004609 0.00 2.694 0.00 9771.00 1012.93 6.983 1019.913 1465.3 14.99 3.488 1023.401 0.00 6.983 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00187 .003097 0.10 0.00 9803.00 1012.99 8.981 1021.971 1345.3 10.70 1.778 1023.749 0.00 6.596 9.00 14.00 0.00 0 0.00 15.25 0.00067 .001879 0.03 9.000 0.00 9818.25 1013.00 9.000 1022.000 1345.3 10.70 1.777 1023.777 0.00 6.596 9.00 14.00 0.00 0 0.00 44.18 0.00067 .003051 0.13 9.000 0.00 9862.43 1013.03 9.105 1022.135 1345.3 10.70 1.777 1023.912 0.00 6.596 9.00 14.00 0.00 0 0.00 22.52 0.00793 .003051 0.07 5.241 0.00 9884.95 1013.21 9.000 1022.209 1345.3 10.70 1.777 1023.986 0.00 6.596 9.00 14.00 0.00 0 0.00 40.72 0.00793 .001997 0.08 5.241 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 4 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZALL.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 4811RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 9925.67 1013.53 8.580 1022.111 1345.3 11.20 1.948 1024.059 0.00 6.596 9.00 14.00 0.00 0 0.00 36.05 0.00793 .002254 0.08 5.241 0.00 9961.72 1013.82 8.181 1021.998 1345.3 11.75 2.142 1024.140 0.00 6.596 9.00 14.00 0.00 0 0.00 1.80 0.00793 .002403 0.00 5.241 0.00 9963.52 1013.83 8.159 1021.990 1345.3 11.78 2.154 1024.144 0.00 6.596 9.00 14.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 9963.52 1013.83 5.243 1019.074 1345.3 18.33 5.215 1024.289 0.00 6.596 9.00 14.00 0.00 0 0.00 313.77 0.00793 .007908 2.48 5.241 0.00 10277.29 1016.32 5.247 1021.566 1345.3 18.31 5.207 1026.773 0.00 6.596 9.00 14.00 0.00 0 0.00 422.71 0.00793 .007414 3.13 5.241 0.00 10700.00 1019.67 5.504 1025.174 1345.3 17.46 4.734 1029.908 0.00 6.596 9.00 14.00 0.00 0 0.00 178.22 0.00733 .006586 1.17 5.391 0.00 10878.22 1020.98 5.716 1026.693 1345.3 16.81 4.388 1031.081 0.00 6.596 9.00 14.00 0.00 0 0.00 81.59 0.00733 .005864 0.48 5.391 0.00 10959.81 1021.58 5.995 1027.570 1345.3 16.03 3.989 1031.559 0.00 6.596 9.00 14.00 0.00 0 0.00 32.08 0.00733 .005151 0.17 5.391 0.00 10991.89 1021.81 6.288 1028.099 1345.3 15.28 3.626 1031.725 0.00 6.596 9.00 14.00 0.00 0 0.00 8.11 0.00733 .004528 0.04 5.391 0.00 11000.00 1021.87 6.596 1028.466 1345.3 14.57 3.296 1031.762 0.00 6.596 9.00 14.00 0.00 0 0.00 39.19 0.00400 .004118 0.16 6.739 0.00 11039.19 1022.03 6.739 1028.766 1345.3 14.26 3.157 1031.923 0.00 6.596 9.00 14.00 0.00 0 0.00 60.81 0.00400 .003999 0.24 6.739 0.00 I I a! & A a/ k A 1k i t 1 t 1 t 1 1 1 ! 1 i 1 t 1 [ i 1 i t 1 I A a A k 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 5 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZALL.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48"RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *,e*,r****,t*,t**,e**,►*,t,tt,t*,r****,t*,t*«,r,t**,r.*w*,e�**,r**t****,t****,r,t*,e,tt***,ew,t,e*w,etsw*,r*,ew***,r****,rr*,e,e***,r,+**,�t*r*w,r,e**w«**,r ,etw,r*,e,tw**r*� 11100.00 1022.27 6.739 1029.009 1345.3 14.26 3.157 1032.166 0.00 6.596 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00400 .003002 0.03 0.00 11110.00 1022.31 8.289 1030.599 1252.3 10.79 1.808 1032.407 0.00 6.289 9.00 14.00 0.00 0 0.00 122.10 0.00382 .002138 0.26 6.501 0.00 11232.10 1022.78 7.903 1030.679 1252.3 11.32 1.989 1032.668 0.00 6.289 9.00 14.00 0.00 0 0.00 121.22 0.00382 .002423 0.29 6.501 0.00 11353.32 1023.24 7.535 1030.773 1252.3 11.87 2.188 1032.961 0.00 6.289 9.00 14.00 0.00 0 0.00 123.47 0.00382 .002748 0.34 6.501 0.00 11476.79 1023.71 7.185 1030.895 1252.3 12.45 2.407 1033.302 0.00 6.289 9.00 14.00 0.00 0 0.00 123.21 0.00382 .003103 0.38 6.501 0.00 11600.00 1024.18 6.876 1031.056 1252.3 13.01 2.628 1033.684 0.00 6.289 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00400 .002649 0.03 0.00 11610.00 1024.22 7.893 1032.113 1177.3 10.65 1.763 1033.876 0.00 6.035 9.00 14.00 0.00 0 0.00 103.20 0.00400 .002149 0.22 6.104 0.00 11713.20 1024.63 7.526 1032.159 1177.3 11.17 1.939 1034.098 0.00 6.035 9.00 14.00 0.00 0 0.00 100.03 0.00400 .002437 0.24 6.104 0.00 11813.23 1025.03 7.176 1032.209 1177.3 11.72 2.133 1034.342 0.00 6.035 9.00 14.00 0.00 0 0.00 97.79 0.00400 .002766 0.27 6.104 0.00 11911.02 1025.42 6.842 1032.266 1177.3 12.29 2.346 1034.612 0.00 6.035 9.00 14.00 0.00 0 0.00 97.69 0.00400 .003143 0.31 6.104 0.00 12008.71 1025.82 6.523 1032.338 1177.3 12.89 2.580 1034.918 0.00 6.035 9.00 14.00 0.00 0 0.00 11.29 0.00400 .003367 0.04 6.104 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 6 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZALL.DAT (149.4 Cfs FROM OFFSITE AREAS AT SANTA ANA 48"RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 12020.00 1025.86 6.488 1032.348 1177.3 12.96 2.609 1034.957 0.00 6.035 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00400 .003322 0.03 0.00 12030.00 1025.90 6.578 1032.478 1174.3 12.75 2.525 1035.003 0.00 6.025 9.00 14.00 0.00 0 0.00 67.26 0.00427 .003475 0.23 5.947 0.00 12097.26 1026.19 6.272 1032.459 1174.3 13.37 2.777 1035.236 0.00 6.025 9.00 14.00 0.00 0 0.00 36.40 0.00427 .003841 0.14 5.947 0.00 12133.66 1026.34 6.102 1032.445 1174.3 13.75 2.934 1035.379 0.00 6.025 9.00 14.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 12133.66 1026.34 5.947 1032.290 1174.3 14.10 3.089 1035.379 0.00 6.025 9.00 14.00 0.00 0 0.00 204.34 0.00427 .004271 0.87 5.947 0.00 12338.00 1027.22 5.947 1033.163 1174.3 14.10 3.089 1036.252 0.00 6.025 9.00 14.00 0.00 0 0.00 19.73 0.00427 .004197 0.08 5.947 0.00 12357.73 1027.30 6.025 1033.325 1174.3 13.92 3.010 1036.335 0.00 6.025 9.00 14.00 0.00 0 0.00 20.94 0.00382 .004010 0.08 6.196 0.00 12378.67 1027.38 6.151 1033.531 1174.3 13.64 2.887 1036.418 0.00 6.025 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00500 .002821 0.01 0.00 12382.67 1027.40 7.736 1035.136 1067.1 9.85 1.508 1036.644 0.00 5.652 9.00 14.00 0.00 0 0.00 32.43 0.00401 .001781 0.06 5.674 0.00 12415.10 1027.53 7.616 1035.146 1067.1 10.01 1.555 1036.701 0.00 5.652 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00400 .001600 0.02 0.00 12425.10 1027.57 8.032 1035.602 998.1 8.88 1.223 1036.825 0.00 5.406 9.00 14.00 0.00 0 0.00 77.90 0.00398 .001453 0.11 5.419 0.00 I 1 i A lk A Ki & A i I 11 [ 1 1 i t i 11 t 1 t! k I I A t I k l i A i 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 7 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZALL.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48"RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 12503.00 1027.88 7.742 1035.622 998.1 9.21 1.317 1036.939 0.00 5.406 9.00 14.00 0.00 0 0.00 JUNCT STR 0.00400 .001002 0.03 0.00 12528.00 1027.98 8.625 1036.605 646.8 5.36 0.446 1037.051 0.00 4.048 9.00 14.00 0.00 0 0.00 46.93 0.00405 .000496 0.02 3.952 0.00 12574.93 1028.17 8.439 1036.609 646.8 5.47 0.465 1037.074 0.00 4.048 9.00 14.00 0.00 0 0.00 TRANS STR 0.00400 .002354 0.07 0.00 12604.93 1028.29 6.819 1035.109 646.8 12.51 2.429 1037.538 0.00 6.295 9.00 0.00 0.00 0 0.00 84.69 0.00295 .003125 0.26 7.026 0.00 12689.62 1028.54 6.871 1035.411 646.8 12.41 2.392 1037.803 0.00 6.295 9.00 0.00 0.00 0 0.00 152.38 0.00302 .003083 0.47 6.953 0.00 12842.00 1029.00 6.904 1035.904 646.8 12.35 2.369 1038.273 0.00 6.295 9.00 0.00 0.00 0 0.00 �D�LRrC\a�JUNCT STR 0.00333 .003335 0.01 0.00 12845.00 1029.01 7.253 1036.263 637.0 11.59 2.088 1038.351 0.00 6.246 9.00 0.00 0.00 0 0.00 22.02 0.00318 .002694 0.06 6.705 0.00 12867.02 1029.08 7.230 1036.310 637.0 11.63 2.100 1038.410 0.00 6.246 9.00 0.00 0.00 0 0.00 10.00 0.00300 .002705 0.03 6.877 0.00 12877.02 1029.11 7.224 1036.334 637.0 11.64 2.104 1038.438 0.00 6.246 9.00 0.00 0.00 0 0.00 377.93 0.00299 .002782 1.05 6.887 0.00 13254.95 1030.24 7.034 1037.274 637.0 11.94 2.214 1039.488 0.00 6.246 9.00 0.00 0.00 0 0.00 Coyv\rrV2rtialJUNCT STR 0.06969 .003871 0.02 0.00 13260.69 1030.64 6.387 1037.027 605.5 13.24 2.721 1039.748 0.00 6.180 8.50 0.00 0.00 0 0.00 26.33 0.00120 .003630 0.10 8.500 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 8 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZALL.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48"RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 13287.02 1030.67 6.698 1037.370 605.5 12.62 2.474 1039.844 0.00 6.180 8.50 0.00 0.00 0 0.00 23.65 0.00120 .003361 0.08 8.500 0.00 13310.67 1030.70 6.859 1037.559 605.5 12.34 2.365 1039.924 0.00 6.180 8.50 0.00 0.00 0 0.00 46.33 0.00108 .003184 0.15 8.500 0.00 13357.00 1030.75 7.102 1037.852 605.5 11.96 2.219 1040.071 0.00 6.180 8.50 0.00 0.00 0 0.00 158.00 0.00241 .003022 0.48 8.500 0.00 13515.00 1031.13 7.304 1038.434 605.5 11.67 2.115 1040.549 0.00 6.180 8.50 0.00 0.00 0 0.00 5.00 0.00200 .002955 0.01 8.500 0.00 13520.00 1031.14 7.313 1038.453 605.5 11.66 2.111 1040.564 0.00 6.180 8.50 0.00 0.00 0 0.00 195.00 0.00185 .002878 0.56 8.500 0.00 13715.00 1031.50 7.662 1039.162 605.5 11.24 1.963 1041.125 0.00 6.180 8.50 0.00 0.00 0 0.00 5.00 0.00200 .002803 0.01 8.500 0.00 13720.00 1031.51 7.669 1039.179 605.5 11.24 1.961 1041.140 0.00 6.180 8.50 0.00 0.00 0 0.00 200.00 0.00185 .002780 0.56 8.500 0.00 13920.00 1031.88 7.945 1039.825 605.5 10.98 1.871 1041.696 0.00 6.180 8.50 0.00 0.00 0 0.00 4.00 0.00250 .002757 0.01 8.500 0.00 13924.00 1031.89 7.946 1039.836 605.5 10.97 1.870 1041.706 0.00 6.180 8.50 0.00 0.00 0 0.00 105.50 0.00180 .002760 0.29 8.500 0.00 14029.50 1032.08 8.084 1040.164 605.5 10.87 1.834 1041.998 0.00 6.180 8.50 0.00 0.00 0 0.00 5.00 0.00200 .002765 0.01 8.500 0.00 14034.50 1032.09 8.090 1040.180 605.5 10.86 1.832 1042.012 0.00 6.180 8.50 0.00 0.00 0 0.00 40.00 0.00200 .002769 0.11 8.500 0.00 I! k A IL A lk A a A I I 11 11 11 I I 11 11 11 11 I I 11 i A lk 1 i i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 9 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZALL.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 4811RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 14074.50 1032.17 8.130 1040.300 605.5 10.84 1.823 1042.123 0.00 6.180 8.50 0.00 0.00 0 0.00 16.63 0.00180 .002775 0.05 8.500 0.00 14091.13 1032.20 8.151 1040.351 605.5 10.82 1.818 1042.169 0.00 6.180 8.50 0.00 0.00 0 0.00 44.89 0.00200 .002783 0.12 8.500 0.00 14136.02 1032.29 8.195 1040.485 605.5 10.79 1.809 1042.294 0.00 6.180 8.50 0.00 0.00 0 0.00 N-2-()JUNCT STR 0.00500 0.01 0.00 .003225 14140.02 1032.31 8.238 1040.548 601.9 10.70 1.779 1042.327 0.00 6.161 8.50 0.00 0.00 0 0.00 44.25 0.00181 .002785 0.12 8.500 0.00 14184.27 1032.39 8.290 1040.680 601.9 10.68 1.770 1042.450 0.00 6.161 8.50 0.00 0.00 0 0.00 JUNCT STR 0.00217 .003215 0.04 0.00 14198.11 1032.42 8.690 1041.110 561.9 9.90 1.523 1042.633 0.00 5.952 8.50 0.00 0.00 0 0.00 TRANS STR 0.00200 .006789 0.10 0.00 14213.11 1032.45 7.783 1040.233 561.9 13.30 2.746 1042.979 0.00 5.000 5.00 8.50 0.00 0 0.00 5.00 0.00200 .009920 0.05 5.000 0.00 14218.11 1032.46 7.822 1040.282 561.9 13.30 2.746 1043.028 0.00 5.000 5.00 8.50 0.00 0 0.00 TRANS STR 0.00200 .006789 0.10 0.00 14233.11 1032.49 9.241 1041.731 561.9 9.90 1.523 1043.254 0.00 5.952 8.50 0.00 0.00 0 0.00 93.53 0.00193 .002747 0.26 8.500 0.00 14326.64 1032.67 9.318 1041.988 561.9 9.90 1.523 1043.511 0.00 5.952 8.50 0.00 0.00 0 0.00 u h JUNCT STR 0.00228 .002714 0.06 0.00 14348.54 1032.72 10.362 1043.082 401.0 7.98 0.988 1044.070 0.00 5.092 8.00 0.00 0.00 0 0.00 39.04 0.00205 .001933 0.08 6.359 0.00 LICENSEE: R.H.F. & ASSOC. - SAN DIEGO FO515P PAGE 10 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZALL.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48"RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 14387.58 1032.80 10.604 1043.404 401.0 7.98 0.988 1044.392 0.00 5.092 8.00 0.00 0.00 0 0.00 3.44 0.00291 .001933 0.01 5.489 0.00 14391.02 1032.81 10.601 1043.411 401.0 7.98 0.988 1044.399 0.00 5.092 8.00 0.00 0.00 0 0.00 -� L i. 3 " JUNCT SIR 0.00200 .002221 0.01 0.00 14396.02 1032.82 10.639 1043.459 397.2 7.90 0.970 1044.429 0.00 5.067 8.00 0.00 0.00 0 0.00 153.07 0.00163 .001897 0.29 8.000 0.00 14549.09 1033.07 10.679 1043.749 397.2 7.90 0.970 1044.719 0.00 5.067 8.00 0.00 0.00 0 0.00 73.59 0.00272 .001897 0.14 5.590 0.00 14622.68 1033.27 10.710 1043.980 397.2 7.90 0.970 1044.950 0.00 5.067 8.00 0.00 0.00 0 0.00 105.38 0.00199 .001897 0.20 6.387 0.00 14728.06 1033.48 10.790 1044.270 397.2 7.90 0.970 1045.240 0.00 5.067 8.00 0.00 0.00 0 0.00 35.32 0.00170 .001897 0.07 7.070 0.00 14763.38 1033.54 10.797 1044.337 397.2 7.90 0.970 1045.307 0.00 5.067 8.00 0.00 0.00 0 0.00 L �"�-��� JUNCT STR 0.00201 .002196 0.01 0.00 14768.36 1033.55 10.805 1044.355 396.5 7.89 0.966 1045.321 0.00 5.062 8.00 0.00 0.00 0 0.00 93.08 0.00204 .001890 0.18 6.300 0.00 14861.44 1033.74 10.791 1044.531 396.5 7.89 0.966 1045.497 0.00 5.062 8.00 0.00 0.00 0 0.00 L " • D JUNCT STR 0.00236 .002403 0.02 0.00 14869.90 1033.76 10.820 1044.580 364.5 8.25 1.057 1045.637 0.00 4.939 7.50 0.00 0.00 0 0.00 41.79 0.00168 .002253 0.09 7.500 0.00 14911.69 1033.83 11.023 1044.853 364.5 8.25 1.057 1045.910 0.00 4.939 7.50 0.00 0.00 0 0.00 LAI- A-,5 JUNCT STR 0.00201 .002606 0.01 0.00 [ l I I k A k A a I ■. I k 1 I i 11 t i I i I i 11 I i I i 11 i 1 k 1 i i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 11 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZALL.DAT (149.4 Cfs FROM OFFSITE AREAS AT SANTA ANA 48"RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 14916.67 1033.84 11.038 1044.878 363.5 8.23 1.051 1045.929 0.00 4.932 7.50 0.00 0.00 0 0.00 15.07 0.00265 .002241 0.03 5.662 0.00 14931.74 1033.88 11.143 1045.023 363.5 8.23 1.051 1046.074 0.00 4.932 7.50 0.00 0.00 0 0.00 62.33 0.00209 .002241 0.14 6.427 0.00 14994.07 1034.01 11.153 1045.163 363.5 8.23 1.051 1046.214 0.00 4.932 7.50 0.00 0.00 0 0.00 191.72 0.00198 .002241 0.43 6.713 0.00 " u 15185.79 1034.39 11.412 1045.802 363.5 8.23 1.051 1046.853 0.00 4.932 7.50 0.00 0.00 0 0.00 4. a JUNCT STR 0.00200 .002577 0.01 0.00 15190.79 1034.40 11.450 1045.850 360.4 8.16 1.033 1046.883 0.00 4.910 7.50 0.00 0.00 0 0.00 215.43 0.00200 .002203 0.47 6.560 0.00 15406.22 1034.83 11.578 1046.408 360.4 8.16 1.033 1047.441 0.00 4.910 7.50 0.00 0.00 0 0.00 3.50 0.00286 .002203 0.01 5.450 0.00 15409.72 1034.84 11.576 1046.416 360.4 8.16 1.033 1047.449 0.00 4.910 7.50 0.00 0.00 0 0.00 C,P FROM-1� JUNCT STR 0.00412 .003347 0.04 0.00 bQ 8 15421.86 1034.89 12.208 1047.098 200.6 8.44 1.107 1048.205 0.00 3.966 5.50 0.00 0.00 0 0.00 25.65 0.00390 .003568 0.09 4.308 0.00 15447.51 1034.99 12.200 1047.190 200.6 8.44 1.107 1048.297 0.00 3.966 5.50 0.00 0.00 0 0.00 26.96 0.00371 .003568 0.10 4.415 0.00 15474.47 1035.09 12.333 1047.423 200.6 8.44 1.107 1048.530 0.00 3.966 5.50 0.00 0.00 0 0.00 y� u �1rt. JUNCT STR 0.00400 .004104 0.02 0.00 15479.47 1035.11 12.370 1047.480 198.9 8.37 1.088 1048.568 0.00 3.949 5.50 0.00 0.00 0 0.00 4.05 0.00741 .003508 0.01 3.353 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 12 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZALL.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48"RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 15483.52 1035.14 12.431 1047.571 198.9 8.37 1.088 1048.659 0.00 3.949 5.50 0.00 0.00 0 0.00 121.76 0.00402 .003508 0.43 4.211 0.00 15605.28 1035.63 12.368 1047.998 198.9 8.37 1.088 1049.086 0.00 3.949 5.50 0.00 0.00 0 0.00 LJv `7 JUNCT STR 0.00429 .003783 0.02 0.00 15609.94 1035.65 12.628 1048.278 184.4 7.76 0.935 1049.213 0.00 3.801 5.50 0.00 0.00 0 0.00 157.79 0.00399 .003015 0.48 3.964 0.00 15767.73 1036.28 12.473 1048.753 184.4 7.76 0.935 1049.688 0.00 3.801 5.50 0.00 0.00 0 0.00 113.64 0.00396 .003015 0.34 3.977 0.00 15881.37 1036.73 12.457 1049.187 184.4 7.76 0.935 1050.122 0.00 3.801 5.50 0.00 0.00 0 0.00 U +-p-JUNCT STR 0.00429 .003309 0.02 0.00 F_ 15888.37 1036.76 12.636 1049.396 174.2 7.33 0.835 1050.231 0.00 3.692 5.50 0.00 0.00 0 0.00 40.64 0.00369 .002691 0.11 3.909 0.00 15929.01 1036.91 12.648 1049.558 174.2 7.33 0.835 1050.393 0.00 3.692 5.50 0.00 0.00 0 0.00 JUNCT STR 0.00200 0.01 .002969 0.00 15934.01 1036.92 12.793 1049.713 165.5 6.97 0.754 1050.467 0.00 3.595 5.50 0.00 0.00 0 0.00 14.80 0.00541 .002429 0.04 3.295 0.00 15948.81 1037.00 12.779 1049.779 165.5 6.97 0.754 1050.533 0.00 3.595 5.50 0.00 0.00 0 0.00 15.97 0.00438 .002429 0.04 3.535 0.00 15964.78 1037.07 12.819 1049.889 165.5 6.97 0.754 1050.643 0.00 3.595 5.50 0.00 0.00 0 0.00 LA/. N JUNCT STR 0.00393 .002780 0.01 0.00 15969.87 1037.09 12.851 1049.941 163.3 6.87 0.734 1050.675 0.00 3.571 5.50 0.00 0.00 0 0.00 40.31 0.00347 .002365 0.10 3.808 0.00 I A a A i I & A a A lk A 1 1 I I 1 i 1 1 i 1 i 1 f 1 I 1 1 t i ! 1 11 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 13 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZALL.DAT (149.4 cfs FROM OFFSITE AREAS AT SANTA ANA 48"RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR e**+r,t�,t*,r*,e,e,t*t*,r,e«**,e,t,e,t,t,r,e,t«*,t,t*,t,t,ttrt*«,t*,e,t*,t,t,r*,t,t**,t**w*,t,r,t,t,t***x*,t*�**�*,t***,t*,t,t**tr,t*,e,t,t***,r,t*,e*,tt,a,t«,r*w*,e*r*��**,e*****,r*r•** 16010.18 1037.23 12.925 1050.155 163.3 6.87 0.734 1050.889 0.00 3.571 5.50 0.00 0.00 0 0.00 Lprrt,�F--S JUNCT STR 0.00157 .002631 0.02 0.00 16016.56 1037.24 13.037 1050.277 156.5 6.59 0.674 1050.951 0.00 3.493 5.50 0.00 0.00 0 0.00 4.66 0.01073 .002172 0.01 2.586 0.00 16021.22 1037.29 13.038 1050.328 156.5 6.59 0.674 1051.002 0.00 3.493 5.50 0.00 0.00 0 0.00 a JUNCT STR 0.00200 .002412 0.01 0.00 16026.22 1037.30 13.141 1050.441 149.7 6.30 0.617 1051.058 0.00 3.413 5.50 0.00 0.00 0 0.00 122.28 0.00409 .001987 0.24 3.381 0.00 16148.50 1037.80 12.955 1050.755 149.7 6.30 0.617 1051.372 0.00 3.413 5.50 0.00 0.00 0 0.00 36.62 0.00410 .001987 0.07 3.380 0.00 16185.12 1037.95 12.967 1050.917 149.7 6.30 0.617 1051.534 0.00 3.413 5.50 0.00 0.00 0 0.00 u JUNCT STR 0.00363 0.01 0.00 .002301 16190.63 1037.97 12.964 1050.934 149.4 6.29 0.614 1051.548 0.00 3.410 5.50 0.00 0.00 0 0.00 22.18 0.00406 .001979 0.04 3.386 0.00 16212.81 1038.06 12.994 1051.054 149.4 6.29 0.614 1051.668 0.00 3.410 5.50 0.00 0.00 0 0.00 516.33 0.00399 .001979 1.02 3.405 0.00 16729.14 1040.12 11.956 1052.076 149.4 6.29 0.614 1052.690 0.00 3.410 5.50 0.00 0.00 0 0.00 35.40 0.17018 .001979 0.07 1.220 0.00 16764.54 1046.14 6.004 1052.148 149.4 6.29 0.614 1052.762 0.00 3.410 5.50 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 16764.54 1046.14 1.815 1047.959 149.4 21.86 7.419 1055.378 0.00 3.410 5.50 0.00 0.00 0 0.00 3.09 0.17018 .034259 0.11 1.220 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 14 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 - JOB NO. 15100634 JURUPA STORM DRAIN - DECLEZ CHANNEL UPSTREAM TO EX 48" RCP (SANTA ANA) FN: DECLZALL.DAT (149.4 Cfs FROM OFFSITE AREAS AT SANTA ANA 48"RCP) STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR .,t***«**,t**r,t*,t,t***,t,t*,r**,t.+t*x*,t,tx*,t,r,r■,t,r*+*+e,t,t*,t*,t***+,t***,t**,t**:t**,rr*****+*.*«.t*,t*,r*.,tx,t**�,r,t*e,t*�.,t**,tx**,t*tr****,r**,t *,r ,t ,t*�,r*** 16767.63 1046.67 1.858 1048.528 149.4 21.15 6.948 1055.476 0.00 3.410 5.50 0.00 0.00 0 0.00 4.05 0.17018 .030676 0.12 1.220 0.00 16771.68 1047.36 1.924 1049.284 149.4 20.17 6.316 1055.600 0.00 3.410 5.50 0.00 0.00 0 0.00 3.53 0.17018 .026890 0.09 1.220 0.00 16775.21 1047.96 1.993 1049.953 149.4 19.23 5.742 1055.695 0.00 3.410 5.50 0.00 0.00 0 0.00 TRANS STR 0.27352 .023079 0.19 0.00 16783.29 1050.17 3.591 1053.761 149.4 12.56 2.451 1056.212 0.00 3.591 4.00 0.00 0.00 0 0.00 10.00 0.00700 .009446 0.09 4.000 0.00 16793.29 1050.24 3.762 1054.002 149.4 12.18 2.305 1056.307 0.00 3.591 4.00 0.00 0.00 0 0.00 0 AM SDLTA2.DAT go 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 No T2 WSPG ANALYSIS FOR SD LATERAL "A-2" ar T3 FN: SDLTA2.DAT 1040.55 SO 1006.011036.45 24 R 1025.031039.30 24 .013 WE 1025.031039.30 1 .250 �. SH 1025.031039.30 1 CD 24 4 2.00 CD 1 2 0 0.00 8.00 14.00 0.00 0.00 0.00 F e t AN Im rd s e E 0 Page 1 5.5 SDLTA2.Q Page 1 t! Ik i a 1 i 1 a i It A i I I I ! i 1 i [ I i I i I i I I I i I t i & A r I LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "A-2" FN: SDLTA2.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1006.01 1036.45 4.100 1040.550 5.5 1.75 0.048 1040.598 0.00 0.828 2.00 0.00 0.00 0 0.00 14.07 0.14984 .000586 0.01 0.340 0.00 1020.08 1038.56 2.000 1040.558 5.5 1.75 0.048 1040.606 0.00 0.828 2.00 0.00 0.00 0 0.00 1.21 0.14984 .000548 0.00 0.340 0.00 1021.29 1038.74 1.814 1040.553 5.5 1.84 0.052 1040.605 0.00 0.828 2.00 0.00 0.00 0 0.00 0.69 0.14984 .000535 0.00 0.340 0.00 1021.98 1038.84 1.706 1040.548 5.5 1.93 0.058 1040.606 0.00 0.828 2.00 0.00 0.00 0 0.00 0.55 0.14984 .000579 0.00 0.340 0.00 1022.53 1038.92 1.618 1040.543 5.5 2.02 0.063 1040.606 0.00 0.828 2.00 0.00 0.00 0 0.00 0.48 0.14984 .000637 0.00 0.340 0.00 1023.01 1039.00 1.540 1040.537 5.5 2.12 0.070 1040.607 0.00 0.828 2.00 0.00 0.00 0 0.00 0.42 0.14984 .000707 0.00 0.340 0.00 1023.43 1039.06 1.470 1040.530 5.5 2.22 0.077 1040.607 0.00 0.828 2.00 0.00 0.00 0 0.00 0.38 0.14984 .000790 0.00 0.340 0.00 1023.81 1039.12 1.406 1040.523 5.5 2.33 0.084 1040.607 0.00 0.828 2.00 0.00 0.00 0 0.00 0.34 0.14984 .000884 0.00 0.340 0.00 1024.15 1039.17 1.346 1040.515 5.5 2.44 0.093 1040.608 0.00 0.828 2.00 0.00 0.00 0 0.00 0.31 0.14984 .000994 0.00 0.340 0.00 1024.46 1039.21 1.291 1040.506 5.5 2.56 0.102 1040.608 0.00 0.828 2.00 0.00 0.00 0 0.00 0.28 0.14984 .001119 0.00 0.340 0.00 1024.74 1039.26 1.239 1040.496 5.5 2.69 0.112 1040.608 0.00 0.828 2.00 0.00 0.00 0 0.00 0.25 0.14984 .001263 0.00 0.340 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "A-2" FN: SDLTA2.DAT PAGE 2 STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ***+***+*,te►,r*r,e*,e*r****,r,e****x,r*+*,r,t*x:r**:+:r:*******,rrr*�*,r***,e*******:*,t***+r*a*r,r***�*r**�r*r*w********x,+***,rxx******x«+**,r**,+*** 1024.99 1039.29 1.191 1040.485 5.5 2.82 0.123 1040.608 0.00 0.828 2.00 0.00 0.00 0 0.00 0.04 0.14984 .001354 0.00 0.340 0.00 1025.03 1039.30 1.183 1040.483 5.5 2.84 0.125 1040.608 0.00 0.828 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1025.03 1039.30 1.407 1040.707 5.5 0.28 0.001 1040.708 0.00 0.169 8.00 14.00 0.00 0 0.00 qw Ar 40 SDLTA3.DAT AM 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 m T2 WSPG ANALYSIS FOR SD LATERAL "A-3" T3 FN: SDLTA3.DAT do SO 1004.001036.47 24 1043.46 R 1027.181040.32 24 .013 WE 1027.181040.32 1 .250 SH 1027.181040.32 1 CD 24 4 2.00 CD 1 2 0 0.00 6.75 7.00 0.00 0.00 0.00 "m a F F e I" do Page 1 r Dw SDLTA3.Q Page 1 ® i i i f t! 1 1 1 1 1 1 i 1 1 1 1 M i a i t o LICENSEE: R.S.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "A-3" FN: SDLTA3.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1004.00 1036.47 6.990 1043.460 6.1 1.94 0.059 1043.519 0.00 0.874 2.00 0.00 0.00 0 0.00 23.18 0.16609 .000727 0.02 0.350 0.00 1027.18 1040.32 3.157 1043.477 6.1 1.94 0.059 1043.536 0.00 0.874 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1027.18 1040.32 3.272 1043.592 6.1 0.27 0.001 1043.593 0.00 0.287 6.75 7.00 0.00 0 0.00 0- 40 SDLTA4.DAT Ad 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 IM T2 WSPG ANALYSIS FOR SD LATERAL "A-4" T3 FN: SDLTA4.DAT Am SO 1005.661038.17 24 1044.36 R 1018.641041.87 24 .013 . WE 1018.641041.87 1 .250 SH 1018.641041.87 1 CD 1 2 0 0.00 7.00 7.00 0.00 0.00 0.00 CD 24 4 2.00 C P E 0 d d mm Im in fm F 0 w a C Page 1 I A i A i A & A a A a A a i ! I I A 11 11 I I 11 I l ! A & I & i & i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "A-4" FN: SDLTA4.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR rw*w*,et,r«w*tr,r��r*�,t,r,r****,t*,e,r*,t,s*�,t+*•*,rwt��**,r*w**,rt,e**,r*,r,t******,r�*,t***,ew,r**wrrw*,e,r*+*w*w****,e*�*,t**«**�**,r«***,et**,e ,r ,r ,t,t***,t**«« 1005.66 1038.17 6.190 1044.360 1.1 0.35 0.002 1044.362 0.00 0.361 2.00 0.00 0.00 0 0.00 12.98 0.28505 .000024 0.00 0.120 0.00 1018.64 1041.87 2.490 1044.360 1.1 0.35 0.002 1044.362 0.00 0.361 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1018.64 1041.87 2.494 1044.364 1.1 0.06 0.000 1044.364 0.00 0.092 7.00 7.00 0.00 0 0.00 I" 40 me d 0 e 0 0 "a 49 E E 0 Page 1 0 SDLTA5.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SO LATERAL "A-5" T3 FN: SDLTA5.DAT rr SO 1005.111037.68 24 1044.88 R 1021.831041.24 24 .013 WE 1021.831041.24 1 .250 SH 1021.831041.24 1 CD 1 2 0 0.00 8.30 21.00 0.00 0.00 0.00 CD 24 4 2.00 me d 0 e 0 0 "a 49 E E 0 Page 1 0 IE i a i i A & A & A & I t I i I i I 1 I i I i I t I t I i i & f i A i s l► I LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "A-5" FN: SDLTA5.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1005.11 1037.68 7.200 1044.880 1.8 0.57 0.005 1044.885 0.00 0.465 2.00 0.00 0.00 0 0.00 16.72 0.21292 .000063 0.00 0.170 0.00 1021.83 1041.24 3.641 1044.881 1.8 0.57 0.005 1044.886 0.00 0.465 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1021.83 1041.24 3.652 1044.892 1.8 0.02 0.000 1044.892 0.00 0.061 8.30 21.00 0.00 0 0.00 w. 40 go AN SDLTA6.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 ' T2 WSPG ANALYSIS FOR SD LATERAL "A-6" jo T3 FN: SDLTA6.DAT SO 1005.321039.26 24 1045.85 R 1022.611042.94 24 .013 we WE 1022.611042.94 1 .250 SH 1022.611042.94 1 CD 1 2 0 0.00 7.00 7.00 0.00 0.00 0.00 CD 24 4 2.00 do P as e 0 e mu 41W a Ai s rr 8 .. Od I" 49 Page 1 1 i a 1 i A i t a A a A 1 i 1 i 1 i 1 i 1 1 i i t i 1 1 a i I A i i i A lk A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "A-6" FN: SDLTA6.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR **,e**,►*,t+*,t,t«****r,t,t«,t,t,e**t*,r****ie,t,t,e*rr*t****,t,e*,r**,r**,t*,t*t*w,t*ir**,t*,ew******,t*,r,r***,t,er,t*t,t,e**,t*w*��,t*�,r,t**,e ,r*****t**,et,e,r*******r** 1005.32 1039.26 6.590 1045.850 3.4 1.08 0.018 1045.868 0.00 0.645 2.00 0.00 0.00 0 0.00 17.29 0.21284 .000226 0.00 0.240 0.00 1022.61 1042.94 2.914 1045.854 3.4 1.08 0.018 1045.872 0.00 0.645 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1022.61 1042.94 2.950 1045.890 3.4 0.16 0.000 1045.890 0.00 0.194 7.00 7.00 0.00 0 0.00 40 40 in SDLTA7.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 40 T2 WSPG ANALYSIS FOR SD LATERAL "A-7" T3 FN: SDLTA7.DAT +w SO 1005.291037.93 24 1045.85 R 1039.661042.95 24 .013 . WE 1039.661042.95 1 .250 SH 1039.661042.95 1 +� CD 1 2 0 0.00 7.00 7.00 0.00 0.00 0.00 CD 24 4 2.00 0 d I. do F r 0 ,. IN .r E F F F Page 1 e 11 ! i k I k A ik A & LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "A-7" FN: SDLTA7.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR +r,+*,r,e*w+,r*r�,rr,t�**,r,r�t*w*w+***,r*,e*,t�,r,t*,t**,e,t*,t,t*,e,e*****irr,t*,e,r,e,r,r,e,r,e,e,r,r*«*ww*,t,t,r*****,e*,►ir*r*****r,t,r*,e,et**,r*,t+,ew*w*,r,ew�*•w*,e ,r ,e*+r*+*• 1005.29 1037.93 7.920 1045.850 2.0 0.64 0.006 1045.856 0.00 0.491 2.00 0.00 0.00 0 0.00 34.37 0.14606 .000078 0.00 0.200 0.00 1039.66 1042.95 2.903 1045.853 2.0 0.64 0.006 1045.859 0.00 0.491 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1039.66 1042.95 2.916 1045.866 2.0 0.10 0.000 1045.866 0.00 0.136 7.00 7.00 0.00 0 0.00 in 40 Page 1 SDLNB25.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LINE "B" (25 -YEAR STORM EVENT) T3 FN: SDLNB.DAT So 1005.061032.70 36 1040.90 R 1041.541032.84 36 .013 R 1075.931032.98 36 .013 43.79 R 7x 1108.711033.11 1113.341033.13 36 36 .013 24 24.014 5.6 3.01033.891034.40 45.00 63.20 R 1270.601033.76 36 .013 �^ R 1286.791033.83 36 .013 20.62 ]x 1291.461033.85 36 24 .014 3.8 1034.97 53.03 R 1343.711034.05 36 .013 72.46 R 1393.331034.25 36 .013 ®- R 1463.711034.53 36 .013 89.61 R ]x 1489.061034.64 1494.261035.14 36 30 .013 24 24.014 1.9 7.51035.841035.16 45.00 71.32 R 1657.711035.80 30 .013 �- R 1728.711036.08 30 .013 90.40 �. R ix 1963.521037.01 1968.191037.05 30 30 .013 24 24.014 4.8 2.21037.541038.12 63.02 45.00 R 2083.571037.51 30 .013 �* ix 2086.071037.52 30 24 .014 0.8 1037.93 45.00 R ]x 2165.411037.84 2170.061038.06 30 24 .013 24 24.014 1.8 1.71038.531038.52 38.65 45.00 R 2344.041039.70 24 .013 90.00 �. R 2414.731040.25 24 .013 R 2475.111040.72 24 .013 7X 2479.361040.75 24 24 .014 5.6 1040.84 45.00 R 2497.031041.24 24 .013 45.00 ... R 2510.881041.38 24 .013 WE 2510.881041.38 1 .250 +■ SH 2510.881041.38 1 CD 1 2 0 0.00 7.50 3.50 0.00 0.00 0.00 w, CD 2 4 2.00 CD 3 4 2.50 .. CD 24 4 2.00 CD 30 4 2.50 .� CD 36 4 3.00 Page 1 4.2 SDLNB25.Q Page 1 I I I f M i a: A i lk A t i a i i i 11 11 I i i 1 E! & i I! I I I IL 1 lk A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FOS15P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "B" (25 -YEAR STORM EVENT) FN: SDLNB.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR •t�****+**r***wr*:****w,e**,r,e*,e�«ir**+��,r**«**,t,e,r,r*,r*,e****,e*,r*,ew,t,tw*,e,r*w,x***,eirw*,e*r**,r**t*,e**x**«�,e,r*,e«,s,r*w,tt***rw�**,►w****«**�**w*** 1005.06 1032.70 8.200 1040.900 42.9 6.07 0.572 1041.472 0.00 2.134 3.00 0.00 0.00 0 0.00 36.48 0.00384 .004137 0.15 2.574 0.00 1041.54 1032.84 8.211 1041.051 42.9 6.07 0.572 1041.623 0.00 2.134 3.00 0.00 0.00 0 0.00 34.39 0.00407 .004137 0.14 2.480 0.00 1075.93 1032.98 8.293 1041.273 42.9 6.07 0.572 1041.845 0.00 2.134 3.00 0.00 0.00 0 0.00 32.78 0.00397 .004137 0.14 2.520 0.00 " h LPa 1108.71 1033.11 8.299 1041.409 42.9 6.07 0.572 1041.981 0.00 2.134 3.00 0.00 0.00 0 0.00 B- JUNCT STR 0.00432 .003933 0.02 0.00 1113.34 1033.13 8.673 1041.803 34.3 4.85 0.366 1042.169 0.00 1.903 3.00 0.00 0.00 0 0.00 157.26 0.00401 .002645 0.42 2.052 0.00 1270.60 1033.76 8.459 1042.219 34.3 4.85 0.366 1042.585 0.00 1.903 3.00 0.00 0.00 0 0.00 16.19 0.00432 .002645 0.04 1.996 0.00 1286.79 1033.83 8.466 1042.296 34.3 4.85 0.366 1042.662 0.00 1.903 3.00 0.00 0.00 0 0.00 \� I l 6-31) 0.01 JUNCT STR 0.00428 .002746 0.00 1291.46 1033.85 8.600 1042.450 30.5 4.31 0.289 1042.739 0.00 1.790 3.00 0.00 0.00 0 0.00 52.25 0.00383 .002091 0.11 1.920 0.00 1343.71 1034.05 8.561 1042.611 30.5 4.31 0.289 1042.900 0.00 1.790 3.00 0.00 0.00 0 0.00 49.62 0.00403 .002091 0.10 1.884 0.00 1393.33 1034.25 8.465 1042.715 30.5 4.31 0.289 1043.004 0.00 1.790 3.00 0.00 0.00 0 0.00 70.38 0.00398 .002091 0.15 1.893 0.00 1463.71 1034.53 8.390 1042.920 30.5 4.31 0.289 1043.209 0.00 1.790 3.00 0.00 0.00 0 0.00 25.35 0.00434 .002091 0.05 1.840 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "B" (25-YEAR STORM EVENT) FN: SDLNB.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 0 1489.06 1034.64 8.333 1042.973 30.5 4.31 0.269 1043.262 0.00 1.790 3.00 0.00 0.00 0 0.00 q 14 JUNCT STR 0.09615 .002747 0.01 0.00 L _S 1, 1494.26 1035.14 8.025 1043.165 21.1 4.30 0.287 1043.452 0.00 1.561 2.50 0.00 0.00 0 0.00 163.45 0.00404 .002646 0.43 1.705 0.00 1657.71 1035.80 7.798 1043.598 21.1 4.30 0.287 1043.885 0.00 1.561 2.50 0.00 0.00 0 0.00 71.00 0.00394 .002646 0.19 1.720 0.00 1728.71 1036.08 7.763 1043.843 21.1 4.30 0.287 1044.130 0.00 1.561 2.50 0.00 0.00 0 0.00 234.81 0.00396 .002646 0.62 1.720 0.00 1963.52 1037.01 7.455 1044.465 21.1 4.30 0.287 1044.752 0.00 1.561 2.50 0.00 0.00 0 0.00 JUNCT STR 0.00856 .002220 0.01 0.00 1968.19 1037.05 7.715 1044.765 14.1 2.87 0.128 1044.893 0.00 1.264 2.50 0.00 0.00 0 0.00 115.38 0.00399 .001182 0.14 1.313 0.00 A 2083.57 1037.51 7.391 1044.901 14.1 2.87 0.128 1045.029 0.00 1.264 2.50 0.00 0.00 0 0.00 L�►-� 6-1 Z'JJUNCT STR 0.00400 .001295 0.00 0.00 2086.07 1037.52 7.412 1044.932 13.3 2.71 0.114 1045.046 0.00 1.226 2.50 0.00 0.00 0 0.00 79.34 0.00403 .001051 0.08 1.264 0.00 2165.41 1037.84 7.175 1045.015 13.3 2.71 0.114 1045.129 0.00 1.226 2.50 0.00 0.00 0 0.00 JUNCT STR 0.04731 .001698 0.01 0.00 / 2170.06 1038.06 6.994 1045.054 9.8 3.12 0.151 1045.205 0.00 1.120 2.00 0.00 0.00 0 0.00 173.98 0.00943 .001877 0.33 0.933 0.00 2344.04 1039.70 5.680 1045.380 9.8 3.12 0.151 1045.531 0.00 1.120 2.00 0.00 0.00 0 0.00 70.69 0.00778 .001877 0.13 0.990 0.00 t o K 1 I I lk A i i a i % i A I k I 1 1 11 t 1 1 i i 1 1 i t i I I l► A a A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FOS15P PAGE 3 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "B" (25 -YEAR STORM EVENT) FN: SDLNB.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ********�***�*�********,r***�*,r�**,r*�,r*•**,e*,r,r*r**+**�***«***,r******«,r**,r*«*,e******+*****,r*+**,r****,r*,e****,r***«,c****,e*****�,r***:***� 2414.73 1040.25 5.293 1045.543 9.8 3.12 0.151 1045.694 0.00 1.120 2.00 0.00 0.00 0 0.00 60.38 0.00778 .001877 0.11 0.990 0.00 so, 2475.11 1040.72 4.937 1045.657 9.8 3.12 0.151 1045.808 0.00 1.120 2.00 0.00 0.00 0 0.00 JUNCT STR 0.00706 .001288 0.01 0.00 2479.36 1040.75 5.089 1045.839 4.2 1.34 0.028 1045.867 0.00 0.719 2.00 0.00 0.00 0 0.00 17.67 0.02773 •000345 0.01 0.450 0.00 2497.03 1041.24 4.609 1045.849 4.2 1.34 0.028 1045.877 0.00 0.719 2.00 0.00 0.00 0 0.00 13.85 0.01011 .000345 0.00 0.580 0.00 2510.88 1041.38 4.474 1045.854 4.2 1.34 0.028 1045.882 0.00 0.719 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 2510.88 1041.38 4.528 1045.908 4.2 0.27 0.001 1045.909 0.00 0.355 7.50 3.50 0.00 0 0.00 w SDB125.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "B-1" (25 -YR STORM EVENT) T3 FN: SDB125.DAT So 1001.681033.89 24 1041.80 R 1029.341038.53 24 .013 WE 1029.341038.53 1 .250 SH 1029.341038.53 1 CD 1 2 0 0.00 8.50 7.00 0.00 0.00 0.00 CD 24 4 2.00 Page 1 a i a i k i i i ilk i & i I l I i [ I i A i 1 t 1 i i i i I i t i r A b i a i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-1" (25 -YR STORM EVENT) FN: SDB125.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR •*****,t**�*+*******:**�*,r«*,e****�,r*+**,r****+w�*,e,e,t*,e*,e*«t,r,r*,t,e*****,t***r�,r****,er*,er,t,e****,r****�**t,e,t,r,r,tt***,r+*x*,r ,e ,r ,r*«**,r ,r**+�t**** 1001.68 1033.89 7.910 1041.800 6.1 1.94 0.059 1041.859 0.00 0.874 2.00 0.00 0.00 0 0.00 27.66 0.16775 .000727 0.02 0.350 0.00 1029.34 1038.53 3.290 1041.820 6.1 1.94 0.059 1041.879 0.00 0.874 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1029.34 1038.53 3.406 1041.936 6.1 0.26 0.001 1041.937 0.00 0.287 8.50 7.00 0.00 0 0.00 I" 40 �s SDB225.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "B-2" (25 -YR STORM EVENT) T3 FN: SDB225.DAT SO 1002.131034.24 24 1041.80 R 1020.061039.53 24 .013 WE 1020.061039.53 1 .250 SH 1020.061039.53 1 CD 1 2 0 0.00 7.50 7.00 0.00 0.00 0.00 CD 24 4 2.00 e F an ■r E d F E Page 1 IN I" 40 i 1 t l I A I i i i & i I i 1 i i 1 t 1 ! 1 t i [ 1 I i [ 1 1 i It I 11 i IA A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-2" (25 -YR STORM EVENT) FN: SDB225.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1002.13 1034.24 7.560 1041.800 3.2 1.02 0.016 1041.816 0.00 0.625 2.00 0.00 0.00 0 0.00 17.93 0.29504 .000200 0.00 0.220 0.00 1020.06 1039.53 2.274 1041.804 3.2 1.02 0.016 1041.820 0.00 0.625 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1020.06 1039.53 2.305 1041.835 3.2 0.20 0.001 1041.836 0.00 0.187 7.50 7.00 0.00 0 0.00 h AN SDB325.DAT IN 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "B-3" (25 -YR STORM EVENT) T3 FN: SDB325.DAT rr So 1001.761034.67 24 1042.45 R 1038.301041.48 24 .013 R 1062.301041.96 24 .013 WE 1062.301041.96 1 .250 .. SH 1062.301041.96 1 CD 1 2 0 0.00 6.00 3.50 0.00 0.00 0.00 CD 24 4 2.00 0 "m Im E F R E 8 Page 1 i► l I A A l 6 1 a A I A i A o f I i t 1 t 1 1 i 1 i i i i 1 6 1 ! I lk l K LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-3" (25 -YR STORM EVENT) FN: SDB325.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1001.76 1034.67 7.780 1042.450 3.9 1.24 0.024 1042.474 0.00 0.692 2.00 0.00 0.00 0 0.00 31.06 0.18637 .000295 0.01 0.270 0.00 1032.82 1040.46 2.000 1042.459 3.9 1.24 0.024 1042.483 0.00 0.692 2.00 0.00 0.00 0 0.00 0.98 0.18637 .000276 0.00 0.270 0.00 1033.80 1040.64 1.814 1042.456 3.9 1.30 0.026 1042.482 0.00 0.692 2.00 0.00 0.00 0 0.00 0.57 0.18637 .000269 0.00 0.270 0.00 1034.37 1040.75 1.706 1042.454 3.9 1.37 0.029 1042.483 0.00 0.692 2.00 0.00 0.00 0 0.00 0.46 0.18637 .000291 0.00 0.270 0.00 1034.83 1040.83 1.618 1042.451 3.9 1.43 0.032 1042.483 0.00 0.692 2.00 0.00 0.00 0 0.00 0.40 0.18637 .000321 0.00 0.270 0.00 1035.23 1040.91 1.540 1042.448 3.9 1.50 0.035 1042.483 0.00 0.692 2.00 0.00 0.00 0 0.00 0.36 0.18637 .000356 0.00 0.270 0.00 1035.59 1040.97 1.470 1042.444 3.9 1.58 0.039 1042.483 0.00 0.692 2.00 0.00 0.00 0 0.00 0.32 0.18637 .000397 0.00 0.270 0.00 1035.91 1041.04 1.406 1042.441 3.9 1.65 0.042 1042.483 0.00 0.692 2.00 0.00 0.00 0 0.00 0.30 0.18637 .000445 0.00 0.270 0.00 1036.21 1041.09 1.346 1042.437 3.9 1.73 0.047 1042.484 0.00 0.692 2.00 0.00 0.00 0 0.00 0.27 0.18637 .000499 0.00 0.270 0.00 1036.48 1041.14 1.291 1042.432 3.9 1.82 0.051 1042.483 0.00 0.692 2.00 0.00 0.00 0 0.00 0.25 0.18637 .000562 0.00 0.270 0.00 1036.73 1041.19 1.239 1042.427 3.9 1.91 0.056 1042.483 0.00 0.692 2.00 0.00 0.00 0 0.00 0.23 0.18637 .000635 0.00 0.270 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-3" (25 -YR STORM EVENT) FN: SDB325.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1036.96 1041.23 1.191 1042.421 3.9 2.00 0.062 1042.483 0.00 0.692 2.00 0.00 0.00 0 0.00 0.22 0.18637 .000718 0.00 0.270 0.00 1037.18 1041.27 1.145 1042.415 3.9 2.10 0.068 1042.483 0.00 0.692 2.00 0.00 0.00 0 0.00 0.20 0.18637 .000812 0.00 0.270 0.00 1037.38 1041.31 1.101 1042.409 3.9 2.20 0.075 1042.484 0.00 0.692 2.00 0.00 0.00 0 0.00 0.18 0.18637 .000920 0.00 0.270 0.00 1037.56 1041.34 1.060 1042.401 3.9 2.31 0.083 1042.484 0.00 0.692 2.00 0.00 0.00 0 0.00 0.17 0.18637 .001043 0.00 0.270 0.00 1037.73 1041.37 1.020 1042.393 3.9 2.42 0.091 1042.484 0.00 0.692 2.00 0.00 0.00 0 0.00 0.15 0.18637 .001185 0.00 0.270 0.00 1037.88 1041.40 0.983 1042.384 3.9 2.54 0.100 1042.484 0.00 0.692 2.00 0.00 0.00 0 0.00 0.04 0.18637 .001347 0.00 0.270 0.00 1037.92 1041.41 0.947 1042.356 3.9 2.66 0.110 1042.466 0.00 0.692 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1037.92 1041.41 0.465 1041.874 3.9 7.04 0.770 1042.644 0.00 0.692 2.00 0.00 0.00 0 0.00 0.10 0.18637 .019783 0.00 0.270 0.00 1038.02 1041.43 0.481 1041.910 3.9 6.70 0.697 1042.607 0.00 0.692 2.00 0.00 0.00 0 0.00 0.28 0.18637 .017268 0.00 0.270 0.00 1038.30 1041.48 0.498 1041.978 3.9 6.39 0.635 1042.613 0.00 0.692 2.00 0.00 0.00 0 0.00 5.28 0.02000 .015528 0.08 0.470 0.00 1043.58 1041.59 0.507 1042.093 3.9 6.22 0.601 1042.694 0.00 0.692 2.00 0.00 0.00 0 0.00 6.27 0.02000 .014000 0.09 0.470 0.00 i i & i Ik A i A a A i i I i I t I i I! I i I I 11 1! I I & I a A a A t i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FOS15P PAGE 3 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-3" (25 -YR STORM EVENT) FN: SDB325.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1049.85 1041.71 0.524 1042.235 3.9 5.93 0.545 1042.780 0.00 0.692 2.00 0.00 0.00 0 0.00 4.08 0.02000 .012242 0.05 0.470 0.00 1053.93 1041.79 0.542 1042.335 3.9 5.65 0.496 1042.831 0.00 0.692 2.00 0.00 0.00 0 0.00 2.82 0.02000 .010711 0.03 0.470 0.00 1056.75 1041.85 0.561 1042.410 3.9 5.39 0.452 1042.862 0.00 0.692 2.00 0.00 0.00 0 0.00 1.98 0.02000 .009378 0.02 0.470 0.00 1058.73 1041.89 0.581 1042.470 3.9 5.14 0.410 1042.880 0.00 0.692 2.00 0.00 0.00 0 0.00 1.47 0.02000 .008210 0.01 0.470 0.00 1060.20 1041.92 0.601 1042.519 3.9 4.90 0.373 1042.892 0.00 0.692 2.00 0.00 0.00 0 0.00 1.00 0.02000 .007186 0.01 0.470 0.00 1061.20 1041.94 0.622 1042.560 3.9 4.67 0.339 1042.899 0.00 0.692 2.00 0.00 0.00 0 0.00 0.65 0.02000 .006293 0.00 0.470 0.00 1061.85 1041.95 0.644 1042.595 3.9 4.46 0.308 1042.903 0.00 0.692 2.00 0.00 0.00 0 0.00 0.35 0.02000 .005514 0.00 0.470 0.00 1062.20 1041.96 0.667 1042.625 3.9 4.25 0.280 1042.905 0.00 0.692 2.00 0.00 0.00 0 0.00 0.10 0.02000 .004819 0.00 0.470 0.00 1062.30 1041.96 0.692 1042.652 3.9 4.04 0.254 1042.906 0.00 0.692 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1062.30 1041.96 1.026 1042.986 3.9 1.09 0.018 1043.004 0.00 0.338 6.00 3.50 0.00 0 0.00 mo Am SDB425.DAT 'r 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 "* T2 WSPG ANALYSIS FOR SD LATERAL "B-4" (25 -YR STORM EVENT) T3 FN: SDB425.DAT SO 1002.541035.84 24 1043.17 R 1021.481040.96 24 .013 WE 1021.481040.96 1 .250 SH 1021.481040.96 1 CD 1 2 0 0.00 6.50 7.00 0.00 0.00 0.00 CD 24 4 2.00 e 0 r ..m rr 0 r mm am mm 4d M r e Page 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-4" (25 -YR STORM EVENT) FN: SDB425.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR w***,r***,r,t**«*•,r«,rr•*��.x.«+.*******+*,r+*+«,r�,r,t*,tr«,e,t**+**,r****w««*****,r**,e,e,r+****ww*�*,t***,r*,e**,r,t*,e*,r+**w+**r*,e,rw****,e ,r ,r.*,�,rr*,r**x 1002.54 1035.84 7.330 1043.170 2.0 0.64 0.006 1043.176 0.00 0.491 2.00 0.00 0.00 0 0.00 18.94 0.27033 .000078 0.00 0.170 0.00 1021.48 1040.96 2.211 1043.171 2.0 0.64 0.006 1043.177 0.00 0.491 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1021.48 1040.96 2.224 1043.184 2.0 0.13 0.000 1043.184 0.00 0.136 6.50 7.00 0.00 0 0.00 ma 40 ' SDB525.DAT .r 0 T1 RBF CONSULTING — CITY OF FONTANA — TRACT NO. 16495 ,. T2 WSPG ANALYSIS FOR SD LATERAL "B-5" (25—YR STORM EVENT) T3 FN: SDB525.DAT 1043.17 +.r SO 1001.821035.16 24 R 1030.171035.39 24 .013 WE 1030.171035.39 1 .250 SH 1030.171035.39 1 �.. CD 1 2 0 0.00 12.09 7.00 0.00 0.00 0.00 CD 24 4 2.00 I.. dW -m AN 0 "a .. e R I" IN F 8 Aw Page 1 & i IIE A a A i i It A II of a 1 f 1 i 1 a 1 i 1 [ 1 t 1 i 1 a A IIi i i i i i it i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-5" (25 -YR STORM EVENT) FN: SDB525.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1001.82 1035.16 8.010 1043.170 7.6 2.42 0.091 1043.261 0.00 0.980 2.00 0.00 0.00 0 0.00 28.35 0.00811 .001129 0.03 0.843 0.00 1030.17 1035.39 7.812 1043.202 7.6 2.42 0.091 1043.293 0.00 0.980 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1030.17 1035.39 7.994 1043.384 7.6 0.14 0.000 1043.384 0.00 0.332 12.09 7.00 0.00 0 0.00 a SDB625.DAT ,r 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "B-6" (25 -YR STORM EVENT) T3 FN: SDB625.DAT .r So 1001.981037.84 24 1044.77 R 1029.391042.59 24 .013 WE 1029.391042.59 1 .250 SH 1029.391042.59 1 �., CD 1 2 0 0.00 6.00 3.50 0.00 0.00 0.00 CD 24 4 2.00 0 0 0 F rrt 8 tl Page 1 I I A lk A lk 1 6. A a I t 1 I I 1 i k I t i A I i t 6 1 k 1 & l t o i A & i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-6" (25 -YR STORM EVENT) FN: SDB625.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1001.98 1037.84 6.930 1044.770 5.0 1.59 0.039 1044.809 0.00 0.788 2.00 0.00 0.00 0 0.00 27.41 0.17329 .000488 0.01 0.310 0.00 1029.39 1042.59 2.193 1044.783 5.0 1.59 0.039 1044.822 0.00 0.788 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1029.39 1042.59 2.260 1044.850 5.0 0.63 0.006 1044.856 0.00 0.399 6.00 3.50 0.00 0 0.00 M +e SDB725.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SO LATERAL "B-7" (25 -YR STORM EVENT) T3 FN: SDB725.DAT SO 1002.451038.12 24 1044.77 R 1020.061042.59 24 .013 — WE 1020.061042.59 1 .250 SH 1020.061042.59 1 CD 1 2 0 0.00 6.00 3.50 0.00 0.00 0.00 CD 24 4 2.00 e e E E w im go go Page 1 I I i A I! h I k A & A a I[! 1 1 E i 1 1 t I k i i I& A a A k A a I i! LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FOSiSP PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-7" (25 -YR STORM EVENT) FN: SDB725.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1002.45 1038.12 6.650 1044.770 2.5 0.80 0.010 1044.780 0.00 0.550 2.00 0.00 0.00 0 0.00 17.61 0.25383 .000122 0.00 0.200 0.00 1020.06 1042.59 2.182 1044.772 2.5 0.80 0.010 1044.782 0.00 0.550 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1020.06 1042.59 2.199 1044.789 2.5 0.32 0.002 1044.791 0.00 0.251 6.00 3.50 0.00 0 0.00 N SDB825.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "B-8" (25 -YR STORM EVENT) T3 FN: SDB825.DAT So 1002.831038.53 24 1045.05 R 1035.531043.56 24 .013 WE 1035.531043.56 1 .250 SH 1035.531043.56 1 CD 1 2 0 0.00 5.00 3.50 0.00 0.00 0.00 CD 24 4 2.00 0 IN A r�r e r�r H Page 1 9 a Am SDB925.DAT +o 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 +,. T2 WSPG ANALYSIS FOR SD LATERAL "B-9" (25 -YR STORM EVENT) T3 FN: SDB925.DAT SO 1002.451038.52 24 1045.05 R 1020.061041.60 24 .013 .� WE 1020.061041.60 1 .250 SH 1020.061041.60 1 CD 1 2 0 0.00 7.00 3.50 0.00 0.00 0.00 CD 24 4 2.00 .. go E 0 E 0 E N e F E no am Page 1 t i lk i A i i! i i a A 1 i [ i t i i i ! i i i k i l i i t a 1 a A i t & I LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-9" (25 -YR STORM EVENT) FN: SDB925.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1002.45 1038.52 6.530 1045.050 1.8 0.57 0.005 1045.055 0.00 0.465 2.00 0.00 0.00 0 0.00 17.61 0.17490 .000063 0.00 0.200 0.00 1020.06 1041.60 3.451 1045.051 1.8 0.57 0.005 1045.056 0.00 0.465 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1020.06 1041.60 3.461 1045.061 1.8 0.15 0.000 1045.061 0.00 0.202 7.00 3.50 0.00 0 0.00 in SDB1025.DAT 0T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "B-10" (25 -YR STORM EVENT) T3 FN: SDB1025.DAT SO 1003.421040.84 24 1045.84 R 1017.241041.34 24 .013 WE 1017.241041.34 1 .250 SH 1017.241041.34 1 ,r CD 1 2 0 0.00 7.00 3.50 0.00 0.00 0.00 CD 24 4 2.00 8 rr mw� E AN di F Page 1 B & i I! i I a, i a i a i a i IL, I I i 1 t! I i I I 1 t t I t! I f 6 A a A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-10" (25 -YR STORM EVENT) FN: SDB1025.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *�**,r**,et,r,r+*+**,r�**,r+�,r+***,ew,r*,et**,r*w+**w,e*****�«,e,et***,ew,t,ewe*«,r*r****,r**w,r,t**,r,r**t*,t,t+�*,t,e**,t,t,e,t,►***,t*,t,tw«r**r**,r,►t,r**�*«,rw�*,r** 1003.42 1040.84 5.000 1045.840 5.8 1.85 0.053 1045.893 0.00 0.851 2.00 0.00 0.00 0 0.00 13.82 0.03618 .000657 0.01 0.500 0.00 1017.24 1041.34 4.509 1045.849 5.8 1.85 0.053 1045.902 0.00 0.851 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1017.24 1041.34 4.611 1045.951 5.8 0.36 0.002 1045.953 0.00 0.440 7.00 3.50 0.00 0 0.00 qu AN �m SDB1225.DAT +r 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 mm T2 WSPG ANALYSIS FOR SD LATERAL "B-12" (25 -YR STORM EVENT) T3 FN: SDB1225.DAT SO 1001.771037.93 24 1044.93 R 1008.061038.46 24 .013 „ R 1025.771039.97 24 .013 22.55 R 1043.401041.15 24 .013 22.45 •r R 1072.631043.10 24 .013 WE 1072.631043.10 1 .250 ., SH 1072.631043.10 1 CD 1 2 0 0.00 5.00 3.50 0.00 0.00 0.00 �• CD 24 4 2.00 0 rw mm 40 an A E IN to R am to Page 1 I f [ I K A a i a l a A & i i t i i i! r 1 [ i 1 i i t a 1 a A 11 a A a s LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FOS15P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-12" (25 -YR STORM EVENT) FN: SDB1225.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR •*,t***,r«,r,t�*,t+,rw+t,tt**,t*,r+,e,t*,e***,t,tr**t,t*,t*,t,t**,t,r*,t,e,t,t**,t,r,e,t**ir,t,t**,et***,r**,r,e,t,t,r*w*,e,t*t,e,t*,r*,t,r*,t*,t,t**,r*+wir,e,r,t***,t ,r*,ttw,t*r,t,e,r*,trt*«* 1001.77 1037.93 7.000 1044.930 1.0 0.32 0.002 1044.932 0.00 0.344 2.00 0.00 0.00 0 0.00 6.29 0.08426 .000020 0.00 0.160 0.00 1008.06 1038.46 6.470 1044.930 1.0 0.32 0.002 1044.932 0.00 0.344 2.00 0.00 0.00 0 0.00 17.71 0.08526 .000020 0.00 0.160 0.00 1025.77 1039.97 4.961 1044.931 1.0 0.32 0.002 1044.933 0.00 0.344 2.00 0.00 0.00 0 0.00 17.63 0.06693 .000020 0.00 0.170 0.00 1043.40 1041.15 3.781 1044.931 1.0 0.32 0.002 1044.933 0.00 0.344 2.00 0.00 0.00 0 0.00 26.71 0.06671 .000019 0.00 0.170 0.00 1070.11 1042.93 2.000 1044.932 1.0 0.32 0.002 1044.934 0.00 0.344 2.00 0.00 0.00 0 0.00 2.52 0.06671 .000018 0.00 0.170 0.00 1072.63 1043.10 1.831 1044.931 1.0 0.33 0.002 1044.933 0.00 0.344 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1072.63 1043.10 1.834 1044.934 1.0 0.16 0.000 1044.934 0.00 0.136 5.00 3.50 0.00 0 0.00 m 4A 0 +w P a ,i N Page 1 In 6 SDLNBT.DAT 0 Tl RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SO LINE "B" T3 FN: SDLNBT.DAT So 1005.061032.70 36 1040.90 R 1041.541032.84 36 .013 43.79 -• R 1075.931032.98 36 .013 �. R 7X 1108.711033.11 1113.341033.13 36 36 .013 24 24.014 7.6 7.61033.891034.40 45.00 63.20 R 1270.601033.76 36 .013 20.62 •. R ]X 1286.791033.83 1291.461033.85 36 36 .013 24 .014 4.9 1034.97 72.46 �+ R 1343.711034.05 36 .013 R 1393.331034.25 36 .013 89.61 .. R 1463.711034.53 36 .013 R ]X 1489.061034.64 1494.261035.14 36 30 .013 24 24.014 6.0 6.11035.841035.16 45.00 71.32 R 1657.711035.80 30 .013 90.40 �. R 1728.711036.08 30 .013 • R 7X 1963.521037.01 1968.191037.05 30 30 .013 24 24.014 4.6 4.51037.541038.12 63.02 45.00 ,. R JX 2083.571037.51 2086.071037.52 30 30 .013 24 .014 0.9 1037.93 45.00 R 7X 2165.411037.84 2170.061038.06 30 24 .013 24 24.014 2.3 2.11038.531038.52 38.65 45.00 .r R 2344.041039.70 24 .013 90.00 R 2414.731040.25 24 .013 R 7X 2475.111040.72 2479.361040.75 24 24 .013 24 .014 4.4 1040.84 45.00 sr. R 2497.031041.24 24 .013 45.00 R 2510.881041.38 24 .013 WE 2510.881041.38 1 .250 SH CD 2510.881041.38 1 1 2 0 0.00 7.50 3.50 0.00 0.00 0.00 CD 2 4 2.00 CD 3 4 2.50 err CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 0 +w P a ,i N Page 1 In 6 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "B" FN: SDLNBT.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *«*,►*t*,t**,t,t*a,r**,e**,c«,e,r*«****,r�,t*t,e,t,t*,r**,r***+,r,r*«*w*«*wt,r***«tw******,r,r**,r***,t*,r,r***,r*,t*,e*,e,t*,er,t**w*r**rt*«+e***,rw*,r««****e,r,r«w**,e 1005.06 1032.70 8.200 1040.900 55.4 7.84 0.954 1041.854 0.00 2.415 3.00 0.00 0.00 0 0.00 36.48 0.00384 .006899 0.25 3.000 0.00 1041.54 1032.84 8.312 1041.152 55.4 7.84 0.954 1042.106 0.00 2.415 3.00 0.00 0.00 0 0.00 34.39 0.00407 .006899 0.24 3.000 0.00 1075.93 1032.98 8.542 1041.522 55.4 7.84 0.954 1042.476 0.00 2.415 3.00 0.00 0.00 0 0.00 32.78 0.00397 .006899 0.23 3.000 0.00 1108.71 1033.11 8.638 1041.748 55.4 7.84 0.954 1042.702 0.00 2.415 3.00 0.00 0.00 0 0.00 JUNCT STR 0.00432 .006107 0.03 0.00 Ln ` u -Z" 1113.34 1033.13 9.456 1042.586 40.2 5.69 0.502 1043.088 0.00 2.065 3.00 0.00 0.00 0 0.00 157.26 0.00401 .003633 0.57 2.340 0.00 1270.60 1033.76 9.397 1043.157 40.2 5.69 0.502 1043.659 0.00 2.065 3.00 0.00 0.00 0 0.00 16.19 0.00432 .003633 0.06 2.260 0.00 1286.79 1033.83 9.434 1043.264 40.2 5.69 0.502 1043.766 0.00 2.065 3.00 0.00 0.00 0 0.00 L �3 JUNCT STR 0.00428 .003731 0.02 0.00 1291.46 1033.85 9.641 1043.491 35.3 4.99 0.387 1043.878 0.00 1.931 3.00 0.00 0.00 0 0.00 52.25 0.00383 .002801 0.15 2.134 0.00 1343.71 1034.05 9.657 1043.707 35.3 4.99 0.387 1044.094 0.00 1.931 3.00 0.00 0.00 0 0.00 49.62 0.00403 .002801 0.14 2.092 0.00 1393.33 1034.25 9.596 1043.846 35.3 4.99 0.387 1044.233 0.00 1.931 3.00 0.00 0.00 0 0.00 70.38 0.00398 .002801 0.20 2.102 0.00 1463.71 1034.53 9.591 1044.121 35.3 4.99 0.387 1044.508 0.00 1.931 3.00 0.00 0.00 0 0.00 25.35 0.00434 .002801 0.07 2.035 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "B" FN: SDLNBT.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *•r***r******,t***,t*x+*,t*+*,t�**,ter*+r*r*,rr,tr**++**rr**,t,t+,e,t**�**,e***r****,e*«*,t******,t****,t,t,t,t,t,t,t*,r*r**x**,r,r*,t*:t ,r ,c***,r :ex**,r****«*****. �� 1489.06 1034.64 9.552 1044.192 35.3 4.99 0.387 1044.579 0.00 1.931 3.00 0.00 0.00 0 0.00 IItt JUNCT STR 0.09615 .003479 0.02 0.00 1494.26 1035.14 9.354 1044.494 23.2 4.73 0.347 1044.841 0.00 1.640 2.50 0.00 0.00 0 0.00 163.45 0.00404 .003199 0.52 1.835 0.00 1657.71 1035.80 9.217 1045.017 23.2 4.73 0.347 1045.364 0.00 1.640 2.50 0.00 0.00 0 0.00 71.00 0.00394 .003199 0.23 1.853 0.00 1728.71 1036.08 9.233 1045.313 23.2 4.73 0.347 1045.660 0.00 1.640 2.50 0.00 0.00 0 0.00 234.81 0.00396 .003199 0.75 1.850 0.00 ��r 1963.52 1037.01 9.054 1046.064 23.2 4.73 0.347 1046.411 0.00 1.640 2.50 0.00 0.00 0 0.00 U L�j Baa JUNCT STR 0.00856 .002540 0.01 0.00 „ 1968.19 1037.05 9.416 1046.466 14.1 2.87 0.128 1046.594 0.00 1.264 2.50 0.00 0.00 0 0.00 115.38 0.00399 .001182 0.14 1.313 0.00 2083.57 1037.51 9.092 1046.602 14.1 2.87 0.128 1046.730 0.00 1.264 2.50 0.00 0.00 0 0.00 L�T' ►_)^ 17- 0.00 JUNCT STR 0 . 00400 .001285 0.00 2086.07 1037.52 9.116 1046.636 13.2 2.69 0.112 1046.748 0.00 1.222 2.50 0.00 0.00 0 0.00 79.34 0.00403 .001036 0.08 1.260 0.00 2165.41 1037.84 8.878 1046.718 13.2 2.69 0.112 1046.830 0.00 1.222 2.50 0.00 0.00 0 0.00 of JUNCT STR 0.04731 .001478 0.01 0.00 2170.06 1038.06 8.731 1046.791 8.8 2.80 0.122 1046.913 0.00 1.058 2.00 0.00 0.00 0 0.00 173.98 0.00943 .001513 0.26 0.880 0.00 2344.04 1039.70 7.354 1047.054 8.8 2.80 0.122 1047.176 0.00 1.058 2.00 0.00 0.00 0 0.00 70.69 0.00778 .001513 0.11 0.930 0.00 I A i A a l a A a A a i i 1 i I a i t 1 t i i i t 1 t i t 1 & A (t A lk& it l LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FOS15P PAGE 3 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "B" FN: SDLNBT.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 2414.73 1040.25 6.935 1047.185 8.8 2.80 0.122 1047.307 0.00 1.058 2.00 0.00 0.00 0 0.00 60.38 0.00778 .001513 0.09 0.930 0.00 2475.11 1040.72 6.557 1047.277 8.8 2.80 0.122 1047.399 0.00 1.058 2.00 0.00 0.00 0 0.00 { L F' 6 tO,JUNCT 0.00 STR 0.00706 .001097 0.00 2479.36 1040.75 6.671 1047.421 4.4 1.40 0.030 1047.451 0.00 0.737 2.00 0.00 0.00 0 0.00 17.67 0.02773 .000378 0.01 0.460 0.00 2497.03 1041.24 6.192 1047.432 4.4 1.40 0.030 1047.462 0.00 0.737 2.00 0.00 0.00 0 0.00 13.85 0.01011 .000378 0.01 0.600 0.00 2510.88 1041.38 6.057 1047.437 4.4 1.40 0.030 1047.467 0.00 0.737 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 2510.88 1041.38 6.117 1047.497 4.4 0.21 0.001 1047.498 0.00 0.366 7.50 3.50 0.00 0 0.00 m 40 IN SDLTBI.DAT 0 T1 RBF CONSULTING — CITY OF FONTANA — TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "B-1" T3 FN: SDLTBl.DAT So 1001.681033.89 24 1042.59 R 1029.341038.53 24 .013 w WE 1029.341038.53 1 .250 SH 1029.341038.53 1 CD 1 2 0 0.00 8.50 7.00 0.00 0.00 0.00 CD 24 4 2.00 low im .. do P ,. am M N an 40 E e R Page 1 8.1 SDLTBI.Q Page 1 I lk A It l i 1 1 A : 1 I 1 i 1 i 1 t U i 1 i i t i i i i 1 IL i la i t i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-1" FN: SDLTBI.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1001.68 1033.89 8.700 1042.590 8.1 2.58 0.103 1042.693 0.00 1.013 2.00 0.00 0.00 0 0.00 27.66 0.16775 •001282 0.04 0.400 0.00 1029.34 1038.53 4.095 1042.625 8.1 2.58 0.103 1042.728 0.00 1.013 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1029.34 1038.53 4.300 1042.830 8.1 0.27 0.001 1042.831 0.00 0.347 8.50 7.00 0.00 0 0.00 0 T1 T2 T3 SO R WE SH CD CD RBF CONSULTING - WSPG ANALYSIS FOR FN: SDLTB2.DAT 1002.131034.24 1020.061039.53 1020.061039.53 1020.061039.53 1 2 0 0.00 24 4 SDLTB2.DAT CITY OF FONTANA - TRACT NO. 16495 SD LATERAL "B-2" 24 1042.59 24 .013 1 .250 1 7.50 7.00 0.00 0.00 0.00 2.00 Page 1 r+ a a, N p� m I— CL 0 r+ a LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-2" FN: SDLTB2.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR r*,r**,r•,r**,r,r*,e«�**,r*****+***„******+*,r*****+,r++*,r,r,e,r•.****,r***+**,r***********,r�**«.***,+,r*,r.***..*,r*�***,.«,r***,r**..,r****�*.*,r*,r***** 1002.13 1034.24 8.350 1042.590 8.1 2.58 0.103 1042.693 0.00 1.013 2.00 0.00 0.00 0 0.00 17.93 0.29504 .001282 0.02 0.350 0.00 1020.06 1039.53 3.083 1042.613 8.1 2.58 0.103 1042.716 0.00 1.013 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1020.06 1039.53 3.286 1042.816 8.1 0.35 0.002 1042.818 0.00 0.347 7.50 7.00 0.00 0 0.00 dir qw SDLTB3.DAT 49 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 '* T2 WSPG ANALYSIS FOR SD LATERAL "B-3" T3 FN: SDLTB3.DAT SO 1001.761034.67 24 1043.49 R 1038.301041.48 24 .013 *s R 1062.301041.96 24 .013 WE 1062.301041.96 1 .250 SH 1062.301041.96 1 CD 1 2 0 0.00 6.00 3.50 0.00 0.00 0.00 CD 24 4 2.00 ow r 0 d E M Page 1 8 bw SDLTB3.Q Page 1 1 1 I A 14 1 i k f k A k A & A i I k A t I k! t I k I t A* A a A lk I li i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-3" FN: SDLTB3.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR t�«,►,e***,e*t**,ew**w,tt,e**r****w***,e,r,t*«,er****,t**,t,rt*w*,e***,r*,e,r,e,et,t***,r*,r**w***,r**,r*,e**,r,r*,tw«**,r,r,t�,e*,r*,r«,e**w�,r*w***,t ,r*,r«+,e***,t**,r*,r*� 1001.76 1034.67 8.620 1043.490 5.0 1.59 0.039 1043.529 0.00 0.788 2.00 0.00 0.00 0 0.00 36.54 0.18637 .000488 0.02 0.310 0.00 1038.30 1041.48 2.028 1043.508 5.0 1.59 0.039 1043.547 0.00 0.788 2.00 0.00 0.00 0 0.00 1.43 0.02000 .000483 0.00 0.531 0.00 1039.73 1041.51 2.000 1043.509 5.0 1.59 0.039 1043.548 0.00 0.788 2.00 0.00 0.00 0 0.00 9.26 0.02000 .000453 0.00 0.531 0.00 1048.99 1041.69 1.814 1043.508 5.0 1.67 0.043 1043.551 0.00 0.788 2.00 0.00 0.00 0 0.00 5.30 0.02000 .000442 0.00 0.531 0.00 1054.29 1041.80 1.706 1043.506 5.0 1.75 0.048 1043.554 0.00 0.788 2.00 0.00 0.00 0 0.00 4.26 0.02000 .000478 0.00 0.531 0.00 1058.55 1041.88 1.618 1043.503 5.0 1.84 0.052 1043.555 0.00 0.788 2.00 0.00 0.00 0 0.00 3.74 0.02000 .000527 0.00 0.531 0.00 1062.29 1041.96 1.540 1043.500 5.0 1.93 0.058 1043.558 0.00 0.788 2.00 0.00 0.00 0 0.00 0.01 0.02000 .000553 0.00 0.531 0.00 1062.30 1041.96 1.540 1043.500 5.0 1.93 0.058 1043.558 0.00 0.788 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1062.30 1041.96 1.628 1043.588 5.0 0.88 0.012 1043.600 0.00 0.399 6.00 3.50 0.00 0 0.00 0 T1 T2 T3 so R WE SH CD CD RBF CONSULTING - WSPG ANALYSIS FOR FN: SDLTB4.DAT 1002.541035.84 1021.481040.96 1021.481040.96 1021.481040.96 1 2 0 0.00 24 4 SDLTB4.DAT CITY OF FONTANA - TRACT NO. 16495 SD LATERAL "B-4" 24 1044.49 24 .013 1 .250 1 6.50 7.00 0.00 0.00 0.00 2.00 Page 1 a Ei 8 F F F F N SDLTB4.Q 3 Q 5.6 Page 1 LICENSEE:• R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-4" FN: SDLTB4.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1002.54 1035.84 8.650 1044.490 5.6 1.78 0.049 1044.539 0.00 0.836 2.00 0.00 0.00 0 0.00 18.94 0.27033 .000613 0.01 0.300 0.00 1021.48 1040.96 3.542 1044.502 5.6 1.78 0.049 1044.551 0.00 0.836 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1021.48 1040.96 3.640 1044.600 5.6 0.22 0.001 1044.601 0.00 0.271 6.50 7.00 0.00 0 0.00 .m do SDLTB5.DAT 'r 0 T1 RBF CONSULTING — CITY OF FONTANA — TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "B-511 T3 FN: SDLTB5.DAT SO 1001.821035.16 24 1044.49 R 1030.171035.39 24 .013 WE 1030.171035.39 1 .250 SH 1030.171035.39 1 CD 1 2 0 0.00 12.09 7.00 0.00 0.00 0.00 CD 24 4 2.00 E F rn e w Page 1 [:f:3 SDLTB5.Q Page 1 I I! a A t 1 lk d t! k i i i 1 i t i t 1 i 1 I! i 1 t! -[ t ! I i i i i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-5" FN: SDLTB5.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1001.82 1035.16 9.330 1044.490 6.8 2.16 0.073 1044.563 0.00 0.925 2.00 0.00 0.00 0 0.00 28.35 0.00811 .000904 0.03 0.793 0.00 1030.17 1035.39 9.126 1044.516 6.8 2.16 0.073 1044.589 0.00 0.925 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1030.17 1035.39 9.272 1044.662 6.8 0.10 0.000 1044.662 0.00 0.308 12.09 7.00 0.00 0 0.00 0 Tl T2 T3 so R WE SH CD CD RBF CONSULTING - WSPG ANALYSIS FOR FN: SDLTB6.DAT 1001.981037.84 1029.391042.59 1029.391042.59 1029.391042.59 1 2 0 0.00 24 4 SDLTB6.DAT CITY OF FONTANA - TRACT NO. 16495 SD LATERAL "B-6" 24 1046.47 24 .013 1 .250 1 6.00 3.50 0.00 0.00 0.00 2.00 Page 1 aM .A isSDLTB6.Q 3 .w Q 5.9 r, on do F .. Am y 0 0 AN F e N-- 0 40 e Page 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-6" FN: SDLTB6.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR x*xxxxxxxxxxxxxxxxx,txxxxxxxxxxxxxx+xxxxxx,rxx*x*xxxxxxxxxxxxxxxxxxxxxxxx*xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxexx*xwxxxxxxxxx,rxxxxxxxxxxxx 1001.98 1037.84 8.630 1046.470 5.9 1.88 0.055 1046.525 0.00 0.859 2.00 0.00 0.00 0 0.00 27.41 0.17329 .000680 0.02 0.340 0.00 1029.39 1042.59 3.899 1046.489 5.9 1.88 0.055 1046.544 0.00 0.859 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1029.39 1042.59 4.004 1046.594 5.9 0.42 0.003 1046.597 0.00 0.445 6.00 3.50 0.00 0 0.00 M 40 SDLTB7.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 +� T2 WSPG ANALYSIS FOR SO LATERAL "B-7" T3 FN: SDLTB7.DAT SO 1002.451038.12 24 1046.47 R 1020.061042.59 24 .013 WE 1020.061042.59 1 .250 SH 1020.061042.59 1 CD 1 2 0 0.00 6.00 3.50 0.00 0.00 0.00 CD 24 4 2.00 r e h ., ON .. Im I" M 10 F F r 49 E Page 1 3.8 SDLTB7 Page 1 t!!! a A i I& A a i 1 i 1 i 1 i i i I! i 1 1 i I i i I I 1 b i&, 11 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-7" FN: SDLTB7.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 1002.45 1038.12 8.350 1046.470 3.8 1.21 0.023 1046.493 0.00 0.683 2.00 0.00 0.00 0 0.00 17.61 0.25383 .000282 0.00 0.250 0.00 1020.06 1042.59 3.885 1046.475 3.8 1.21 0.023 1046.498 0.00 0.683 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1020.06 1042.59 3.929 1046.519 3.8 0.28 0.001 1046.520 0.00 0.332 6.00 3.50 0.00 0 0.00 0 T1 T2 T3 so R WE SH CD CD SDLTB8.DAT RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-8" FN: SDLTB8.DAT 1002.831038.53 24 1046.79 1035.531043.56 24 .013 1035.531043.56 1 .250 1035.531043.56 1 1 2 0 0.00 5.00 3.50 0.00 0.00 0.00 24 4 2.00 Page 1 r+ a 0 4 r I r I 1 I [ i ! 1 t 1 t I f 1 1 I I I t I 1 14 F I r is i it r I r# r I r' a 0 � m 0 r+ a 0 4 r I r I 1 I [ i ! 1 t 1 t I f 1 1 I I I t I 1 14 F I r is i it r I r# r I LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-8" FN: SDLTB8.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1002.83 1038.53 8.260 1046.790 2.7 0.86 0.011 1046.801 0.00 0.573 2.00 0.00 0.00 0 0.00 32.70 0.15382 .000142 0.00 0.230 0.00 1035.53 1043.56 3.235 1046.795 2.7 0.86 0.011 1046.806 0.00 0.573 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1035.53 1043.56 3.257 1046.817 2.7 0.24 0.001 1046.818 0.00 0.264 5.00 3.50 0.00 0 0.00 An 40 'o SDLTB9.DAT 0 Tl RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "B-90' T3 FN: SDLTB9.DAT SO 1002.451038.52 24 1046.79 R 1020.061041.60 24 .013 .. WE 1020.061041.60 1 .250 SH 1020.061041.60 1 CD 1 2 0 0.00 7.00 3.50 0.00 0.00 0.00 CD 24 4 2.00 E F 0 -MM r M go E M M IN-' .■ do m r 0 0 Page 1 2.3 SDLTB9.Q Page 1 k 1 i I & A a y k l & A a r k 1 r 1 k! k 1 11 k i t 1 k i a s a A. a i i i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-9" FN: SDLTB9.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ***,e,r**w*w****,t*,e,trwt**,ea*,rirr*,rt,►*,t*,r,et**,e,t,t*,t,t***,t,t�,r*,t*,r*ww**w,r**,t,r,r*,r**t,r***,r*,r«**�,e****r**�,e,rw**,r�,rtr,r*.*wrw*+**«,r*«,r**�**+**,r* 1002.45 1038.52 8.270 1046.790 2.3 0.73 0.008 1046.798 0.00 0.527 2.00 0.00 0.00 0 0.00 17.61 0.17490 .000103 0.00 0.210 0.00 1020.06 1041.60 5.192 1046.792 2.3 0.73 0.008 1046.800 0.00 0.527 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1020.06 1041.60 5.209 1046.809 2.3 0.13 0.000 1046.809 0.00 0.238 7.00 3.50 0.00 0 0.00 0 T1 T2 T3 SO R WE SH CD CD RBF CONSULTING - WSPG ANALYSIS FOR FN: SDLTBIO.DAT 1003.421040.84 1017.241041.34 1017.241041.34 1017.241041.34 1 2 0 0.00 24 4 SDLTBlO.DAT CITY OF FONTANA - TRACT NO. 16495 SD LATERAL "B-10" 24 1047.42 24 .013 1 .250 1 7.00 3.50 0.00 0.00 0.00 2.00 Page 1 0 SDLTB10.Q 3 Q 4.4 a e e 0 s r 0 40 0 F 10 40 Page 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-10" FN: SDLTBIO.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1003.42 1040.84 6.580 1047.420 4.4 1.40 0.030 1047.450 0.00 0.737 2.00 0.00 0.00 0 0.00 13.82 0.03618 .000378 0.01 0.430 0.00 1017.24 1041.34 6.085 1047.425 4.4 1.40 0.030 1047.455 0.00 0.737 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1017.24 1041.34 6.145 1047.485 4.4 0.20 0.001 1047.486 0.00 0.366 7.00 3.50 0.00 0 0.00 I" 49 SDLTBI2.DAT id 0 T1 RBF CONSULTING — CITY OF FONTANA — TRACT NO. 16495 T2 WSPG ANALYSIS FOR SO LATERAL "B-12" T3 FN: SDLTBI2.DAT So 1001.771037.93 24 1046.64 R 1008.061038.46 24 .013 . R 1025.771039.97 24. .013 R 1043.401041.15 24 .013 R 1072.631043.10 24 .013 WE 1072.631043.10 1 .250 • SH 1072.631043.10 1 CD 1 2 0 0.00 5.00 3.50 0.00 0.00 0.00 CD 24 4 2.00 err 0 N P Page 1 r 22.55 22.45 1.1 SDLTBI2.Q Page 1 a i k A a! & A i i it i k i a i t i I i 1 i I i i/ : A a I t 1 k 1 I A a i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "B-12" FN: SDLTBI2.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1001.77 1037.93 8.710 1046.640 1.1 0.35 0.002 1046.642 0.00 0.361 2.00 0.00 0.00 0 0.00 6.29 0.08426 .000024 0.00 0.170 0.00 1008.06' 1038.46 8.180 1046.640 1.1 0.35 0.002 1046.642 0.00 0.361 2.00 0.00 0.00 0 0.00 17.71 0.08526 .000024 0.00 0.170 0.00 1025.77 1039.97 6.671 1046.641 1.1 0.35 0.002 1046.643 0.00 0.361 2.00 0.00 0.00 0 0.00 17.63 0.06693 .000024 0.00 0.200 0.00 1043.40 1041.15 5.491 1046.641 1.1 0.35 0.002 1046.643 0.00 0.361 2.00 0.00 0.00 0 0.00 29.23 0.06671 .000024 0.00 0.200 0.00 1072.63 1043.10 3.542 1046.642 1.1 0.35 0.002 1046.644 0.00 0.361 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1072.63 1043.10 3.546 1046.646 1.1 0.09 0.000 1046.646 0.00 0.145 5.00 3.50 0.00 0 0.00 h Im do "a an arr .ar C d M M E R a SDLNC.DAT 0 T1 RBF CONSULTING — CITY OF FONTANA — TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LINE "C" T3 FN: SDLNC.DAT SO 1030.811032.78 84 1043.08 R 1059.151032.84 84 .013 7X 1064.151032.85 84 24 .014 6.2 1035.96 45.00 R 1075.901032.87 84 .013 7X 1080.901032.88 84 24 .014 6.3 1036.26 45.00 R 1350.701033.42 84 .013 R"' 1385.891033.49 84 .013 4.55 7X 1390.891033.50 84 24 .014 4.2 1036.91 45.00 R 1473.351033.67 84 .013 9.45 R 1515.831034.10 84 .013 4.70 R 1517.831034.12 84 .013 JX 1525.831034.20 84 24 24.014 4.5 1.81037.151036.94 45.00 65.06 R 1599.051034.92 84 .013 SH 1599.051034.92 84 CD 1 4 3.00 CD 2 4 2.00 CD 3 4 2.50 CD 24 4 2.00 CD 30 4 2.50 CD 36 4 3.00 CD 84 4 7.00 CD 4 2 0 0.00 7.50 3.50 0.00 0.00 0.00 Page 1 145.6 SDLNC.Q Page 1 I i I i Ik A It A b A h A a 1 I i I f I I I i I A i i I i i A I I I I k A k i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "C" FN: SDLNC.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1030.81 1032.78 10.300 1043.080 168.6 4.38 0.298 1043.378 0.00 3.373 7.00 0.00 0.00 0 0.00 28.34 0.00212 .000697 0.02 3.801 0.00 1059.15 1032.84 10.260 1043.100 168.6 4.38 0.298 1043.398 0.00 3.373 7.00 0.00 0.00 0 0.00 L% -t " C -"� JUNCT STR 0.00200 .000779 0.00 0.00 1064.15 1032.85 10.290 1043.140 162.4 4.22 0.277 1043.417 0.00 3.307 7.00 0.00 0.00 0 0.00 11.75 0.00170 .000646 0.01 3.973 0.00 1075.90 1032.87 10.277 1043.147 162.4 4.22 0.277 1043.424 0.00 3.307 7.00 0.00 0.00 0 0.00 JUNCT STR 0.00200 .000721 0.00 0.00 1080.90 1032.88 10.306 1043.186 156.1 4.06 0.255 1043.441 0.00 3.240 7.00 0.00 0.00 0 0.00 269.80 0.00200 .000597 0.16 3.689 0.00 1350.70 1033.42 9.927 1043.347 156.1 4.06 0.255 1043.602 0.00 3.240 7.00 0.00 0.00 0 0.00 35.19 0.00199 .000597 0.02 3.696 0.00 1385.89 1033.49 9.889 1043.379 156.1 4.06 0.255 1043.634 0.00 3.240 7.00 0.00 0.00 0 0.00 ( N --t C-3,, -3,, JUNCT STR 0.00200 .000674 0.00 0.00 1390.89 1033.50 9.907 1043.407 151.9 3.95 0.242 1043.649 0.00 3.194 7.00 0.00 0.00 0 0.00 82.46 0.00206 .000565 0.05 3.597 0.00 1473.35 1033.67 9.799 1043.469 151.9 3.95 0.242 1043.711 0.00 3.194 7.00 0.00 0.00 0 0.00 42.48 0.01012 .000565 0.02 2.316 0.00 1515.83 1034.10 9.404 1043.504 151.9 3.95 0.242 1043.746 0.00 3.194 7.00 0.00 0.00 0 0.00 2.00 0.01000 .000565 0.00 2.323 0.00 1517.83 1034.12 9.385 1043.505 151.9 3.95 0.242 1043.747 0.00 3.194 7.00 0.00 0.00 0 0.00 L JUNCT STR 0.01000 .000629 0.01 0.00 L'(�'t� C --St' LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "C" FN: SDLNC.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1525.83 1034.20 9.345 1043.545 145.6 3.78 0.222 1043.767 0.00 3.124 7.00 0.00 0.00 0 0.00 73.22 0.00983 .000519 0.04 2.282 0.00 1599.05 1034.92 8.663 1043.583 145.6 3.78 0.222 1043.805 0.00 3.124 7.00 0.00 0.00 0 0.00 d qq Am SDLTCI.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 An T2 WSPG ANALYSIS FOR SD LATERAL "C-1" T3 FN: SDLTCI.DAT SO 1004.951035.96 24 1043.14 R 1037.031039.92 24 .013 WE 1037.031039.92 1 .250 SH 1037.031039.92 1 CD 24 4 2.00 CD 1 2 0 0.00 7.00 7.00 0.00 0.00 0.00 r E ,w N E F e M E Page 1 8.4 SDLTCI.Q Page 1 a A & 1 h i a A w A it i h� LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "C-1" FN: SDLTCI.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1004.95 1035.96 7.180 1043.140 8.4 2.67 0.111 1043.251 0.00 1.033 2.00 0.00 0.00 0 0.00 32.08 0.12344 .001379 0.04 0.440 0.00 1037.03 1039.92 3.264 1043.184 8.4 2.67 0.111 1043.295 0.00 1.033 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1037.03 1039.92 3.483 1043.403 8.4 0.34 0.002 1043.405 0.00 0.355 7.00 7.00 0.00 0 0.00 0 - An SDLTC2.DAT ' 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SO LATERAL "C-2" T3 FN: SDLTC2.DAT 1043.19 So 1004.951036.26 24 R 1020.061038.94 24 .013 WE 1020.061038.94 1 .250 SH 1020.061038.94 1 CD 24 4 2.00 CD 1 2 0 0.00 8.00 7.00 0.00 0.00 0.00 F e «m a mm aw F .M As 40 w ld E 8 Page 1 t I l A li A h• I r a i i! t i E 1 k I ! i t! i l i! a i ik I lk i it i a i dt LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "C-2" FN: SDLTC2.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1004.95 1036.26 6.930 1043.190 8.4 2.67 0.111 1043.301 0.00 1.033 2.00 0.00 0.00 0 0.00 15.11 0.17737 .001379 0.02 0.400 0.00 1020.06 1038.94 4.271 1043.211 8.4 2.67 0.111 1043.322 0.00 1.033 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1020.06 1038.94 4.491 1043.431 8.4 0.27 0.001 1043.432 0.00 0.355 8.00 7.00 0.00 0 0.00 SDLTC3.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "C-3" T3 FN: SDLTC3.DAT So 1004.931036.91 24 1043.41 R 1019.521039.62 24 .013 WE 1019.521039.62 1 .250 SH 1019.521039.62 1 CD 24 4 2.00 CD 1 2 0 0.00 8.25 7.00 0.00 0.00 0.00 w "a rr d on ■r I" to AN go d 0 0- :0 F Page 1 E i A & I a A t i li! a A 1 i i i i 1 1 i t! 1! t i a 1 & A a i i t I i t o LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "C-3" FN: SDLTC3.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1004.93 1036.91 6.500 1043.410 5.8 1.85 0.053 1043.463 0.00 0.851 2.00 0.00 0.00 0 0.00 14.59 0.18574 .000657 0.01 0.330 0.00 1019.52 1039.62 3.800 1043.420 5.8 1.85 0.053 1043.473 0.00 0.851 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1019.52 1039.62 3.905 1043.525 5.8 0.21 0.001 1043.526 0.00 0.277 8.25 7.00 0.00 0 0.00 I" Ad in SDLTC4.DAT ad 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "C-4" T3 FN: SDLTC4.DAT SO 1004.951037.15 24 1043.55 R 1020.041039.86 24 .013 WE 1020.041039.86 1 .250 SH 1020.041039.86 1 CD 24 4 2.00 CD 1 2 0 0.00 7.50 14.00 0.00 0.00 0.00 r -M iA E dw r so 0 a R I" 40 F E Page 1 I A a i ik I &/ a A 1. A i 1 t i i i l i L 1 i 1 t l i t t 1 ! 1 i i ■ i a i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FOSi5P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL 11C-4" FN: SDLTC4.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1004.95 1037.15 6.400 1043.550 6.3 2.01 0.062 1043.612 0.00 0.889 2.00 0.00 0.00 0 0.00 15.09 0.17959 .000776 0.01 0.350 0.00 1020.04 1039.86 3.702 1043.562 6.3 2.01 0.062 1043.624 0.00 0.889 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1020.04 1039.86 3.827 1043.687 6.3 0.12 0.000 1043.687 0.00 0.185 7.50 14.00 0.00 0 0.00 M a� SDLTC5.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "c-5" T3 FN: SDLTC5.DAT 1043.55 So 1003.861036.94 24 R 1028.881041.36 24 .013 WE 1028.881041.36 1 .250 SH 1028.881041.36 1 CD 24 4 2.00 CD 1 2 0 0.00 6.00 7.00 0.00 0.00 0.00 0 0 t 0 F in al Im N Page 1 1 ! rt iE t i i i i i i 1 k 1 [ i I i i! i t i i & A i► i k I LICENSE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "C-5" FN: SDLTCS.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1003.86 1036.94 6.610 1043.550 2.3 0.73 0.008 1043.558 0.00 0.527 2.00 0.00 0.00 0 0.00 25.02 0.17666 .000103 0.00 0.210 0.00 1028.88 1041.36 2.193 1043.553 2.3 0.73 0.008 1043.561 0.00 0.527 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1028.88 1041.36 2.209 1043.569 2.3 0.15 0.000 1043.569 0.00 0.150 6.00 7.00 0.00 0 0.00 0 w. go E E E M M . Page 1 .M 10 SDLND.DAT 49 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LINE "D" T3 SO FN: SDLND.DAT 1005.361036.27 42 1044.58 R 1044.201036.43 42 .013 45.51 *■ R 1079.951036.57 42 .013 R 7x 1469.211038.13 1473.871038.15 42 42 24 24.014 .013 1.6 1.11039.321038.95 45.00 60.00 R 1525.001038.35 42 .013 w* R 1724.371039.15 42 .013 22.91 R JX 1742.361039.22 1747.031039.24 42 36 24 .013 .014 1.6 1039.99 47.70 R 1795.061039.43 36 .013 67.09 R JX 1802.691039.45 1810.031039.48 36 36 .013 24 24.014 5.3 0.81040.481041.01 61.69 51.05 R 1887.061039.80 36 .013 90.00 R 1957.741040.08 36 .013 �• R' 7X 2121.441040.73 2129.901040.76 36 30 .013 24 24.014 11.8 11.81041.261041.73 51.44 44.95 R 2238.201041.20 30 .013 86.90 R 2306.451041.48 30 .013 �. R 7X 2486.911042.19 2493.591042.79 30 24 24 .013 .014 2.6 1042.49 45.00 R 2539.811041.48 24 .013 68.31 R 2566.641044.47 24 .013 .. WE 2566.641044.47 1 .250 SH 2566.641044.47 1 CD 1 2 0 0.00 7.00 7.00 0.00 0.00 0.00 CD 2 4 2.00 ,. CD 3 4 2.50 CD 24 4 2.00 err CD 30 4 2.50 CD 36 4 3.00 �., CD 42 4 3.50 w. go E E E M M . Page 1 .M 10 t I t i t I a A I! i I A & I & A o f a I i 1 t i 1 i t I I. 1 i I i A i I k A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "D" FN: SDLND.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1005.36 1036.27 8.310 1044.580 39.9 4.15 0.267 1044.847 0.00 1.965 3.50 0.00 0.00 0 0.00 38.84 0.00412 .001573 0.06 1.990 0.00 1044.20 1036.43 8.211 1044.641 39.9 4.15 0.267 1044.908 0.00 1.965 3.50 0.00 0.00 0 0.00 35.75 0.00392 .001573 0.06 2.022 0.00 1079.95 1036.57 8.165 1044.735 39.9 4.15 0.267 1045.002 0.00 1.965 3.50 0.00 0.00 0 0.00 389.26 0.00401 .001573 0.61 2.007 0.00 1469.21 1038.13 7.218 1045.348 39.9 4.15 0.267 1045.615 0.00 1.965 3.50 0.00 0.00 0 0.00 l f T 4- . JUNCT STR 0.00429 .001705 0.01 0.00 -pi `0 - Zu 1473.87 1038.15 7.273 1045.423 37.2 3.87 0.232 1045.655 0.00 1.894 3.50 0.00 0.00 0 0.00 51.13 0.00391 .001367 0.07 1.935 0.00 1525.00 1038.35 7.143 1045.493 37.2 3.87 0.232 1045.725 0.00 1.894 3.50 0.00 0.00 0 0.00 199.37 0.00401 .001367 0.27 1.920 0.00 1724.37 1039.15 6.615 1045.765 37.2 3.87 0.232 1045.997 0.00 1.894 3.50 0.00 0.00 0 0.00 17.99 0.00389 .001367 0.02 1.940 0.00 1742.36 1039.22 6.593 1045.813 37.2 3.87 0.232 1046.045 0.00 1.894 3.50 0.00 0.00 0 0.00 L JUNCT STR 0.00428 .002445 0.01 0.00 1747.03 1039.24 6.451 1045.691 35.6 5.04 0.394 1046.085 0.00 1.940 3.00 0.00 0.00 0 0.00 48.03 0.00396 •002849 0.14 2.121 0.00 1795.06 1039.43 6.466 1045.896 35.6 5.04 0.394 1046.290 0.00 1.940 3.00 0.00 0.00 0 0.00 7.63 0.00262 .002849 0.02 2.590 0.00 V 1802.69 1039.45 6.467 1045.917 35.6 5.04 0.394 1046.311 0.00 1.940 3.00 0.00 0.00 0 0.00 U L-A n -T' O _`3 JUNCT STR 0.00409 .002786 0.02 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FO515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "D" FN: SDLND.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1810.03 1039.48 6.685 1046.165 29.5 4.17 0.270 1046.435 0.00 1.759 3.00 0.00 0.00 0 0.00 77.03 0.00415 .001956 0.15 1.824 0.00 1887.06 1039.80 6.516 1046.316 29.5 4.17 0.270 1046.586 0.00 1.759 3.00 0.00 0.00 0 0.00 70.68 0.00396 .001956 0.14 1.853 0.00 1957.74 1040.08 6.428 1046.508 29.5 4.17 0.270 1046.778 0.00 1.759 3.00 0.00 0.00 0 0.00 163.70 0.00397 .001956 0.32 1.852 0.00 2121.44 1040.73 6.099 1046.829 29.5 4.17 0.270 1047.099 0.00 1.759 3.00 0.00 0.00 0 0.00 Ln o` J JUNCT STR 0.00355 .001255 0.01 0.00 �? _I 0 0.00 2129.90 1040.76 6.375 1047.135 5.9 1.20 0.022 1047.157 0.00 0.803 2.50 0.00 0.00 108.30 0.00406 .000207 0.02 0.805 0.00 2238.20 1041.20 5.957 1047.157 5.9 1.20 0.022 1047.179 0.00 0.803 2.50 0.00 0.00 0 0.00 68.25 0.00410 .000207 0.01 0.803 0.00 2306.45 1041.48 5.696 1047.176 5.9 1.20 0.022 1047.198 0.00 0.803 2.50 0.00 0.00 0 0.00 180.46 0.00393 .000207 0.04 0.812 0.00 2486.91 1042.19 5.023 1047.213 5.9 1.20 0.022 1047.235 0.00 0.803 2.50 0.00 0.00 0 0.00 �� ry L�t-T O - 8 JUNCT STR 0.08982 .000244 0.00 0.00 2493.59 1042.79 4.441 1047.231 3.3 1.05 0.017 1047.248 0.00 0.635 2.00 0.00 0.00 0 0.00 46.22 -.02834 .000213 0.01 0.000 0.00 2539.81 1041.48 5.761 1047.241 3.3 1.05 0.017 1047.258 0.00 0.635 2.00 0.00 0.00 0 0.00 26.83 0.11144 .000213 0.01 0.280 0.00 2566.64 1044.47 2.780 1047.250 3.3 1.05 0.017 1047.267 0.00 0.635 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 11 i I h A I4 A 11 &/ i i I l I i 11 11 11 I! 11 i i l a Ik ! It A It A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "D" FN: SDLND.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 2566.64 1044.47 2.814 1047.284 3.3 0.17 0.000 1047.284 0.00 0.190 7.00 7.00 0.00 0 0.00 d SDLTDI.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 ^� T2 WSPG ANALYSIS FOR SD LATERAL "D-1" T3 FN: SDLTDI.DAT As SO 1002.471039.32 24 1045.42 R 1022.891042.92 24 .013 Im WE 1022.891042.92 1 .250 SH 1022.891042.92 1 a CD 24 4 2.00 CD 1 2 0 0.00 6.50 3.50 0.00 0.00 0.00 I" Ad 40 rr rw ar .r ,i I" AV At 40 Page 1 2.1 SDLTDI.Q Page 1 1! k A a A lk 1 a A a 1 k i 1 1 1 1 1 1 1 *1 1 1! 1 l 1! 1# a 1 1 i t o LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FOS15P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "D-1" FN: SDLTDI.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLAW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *,r+********�***,r******�«,r:*****,e,e*,e*r******,e*+*****,e,r****,e******,t*w«***w+**,r*,a****�***r«,e***w,r**,ex*t,e**,r ,e ,c*:***,r*.******r*w***w*w*• 1002.47 1039.32 6.100 1045.420 2.1 0.67 0.007 1045.427 0.00 0.503 2.00 0.00 0.00 0 0.00 20.42 0.17630 .000086 0.00 0.200 0.00 1022.89 1042.92 2.502 1045.422 2.1 0.67 0.007 1045.429 0.00 0.503 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1022.89 1042.92 2.515 1045.435 2.1 0.24 0.001 1045.436 0.00 0.224 6.50 3.50 0.00 0 0.00 SDLTD2.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 An T2 WSPG ANALYSIS FOR SD LATERAL "D-211 T3 FN: SDLTD2.DAT 1045.42 So 1002.021038.95 24 R 1032.551039.92 24 .013 tiw WE 1032.551039.92 1 .250 SH 1032.551039.92 1 CD 24 4 2.00 CD 1 2 0 0.00 9.50 3.50 0.00 0.00 0.00 40 .. .. Am E F -0 do E 0 on Ad MM go Page 1 �w 1.9 SDLTD2.Q Page 1 i A & i i I lk I a i & I a A a 1 ! 1 a i 11 i i i I i i 1 i i t i I i I A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "D-2" FN: SDLTD2.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1002.02 1038.95 6.470 1045.420 1.9 0.60 0.006 1045.426 0.00 0.478 2.00 0.00 0.00 0 0.00 30.53 0.03177 .000071 0.00 0.300 0.00 1032.55 1039.92 5.502 1045.422 1.9 0.60 0.006 1045.428 0.00 0.478 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1032.55 1039.92 5.514 1045.434 1.9 0.10 0.000 1045.434 0.00 0.209 9.50 3.50 0.00 0 0.00 M SDLTD3.DAT 0 T1 RBF CONSULTING — CITY OF FONTANA — TRACT NO. 16495 "e T2 WSPG ANALYSIS FOR SD LATERAL v'D-311 T3 FN: SDLTD3.DAT 1046.17 SO 1001.701040.47 24 R 1032.021040.62 24 .013 ~" WE 1032.021040.62 1 .250 SH 1032.021040.62 1 CD 1 2 0 0.00 9.16 7.00 0.00 0.00 0.00 CD 24 4 2.00 am 0 -M do M ■r "a IN M R M F 0, R d Page 1 1 i a I :/ I A a A a l a i i 1 IL I i i t I i I t 1 I i &! I I a 1 a I a A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "D-3" FN: SDLTD3.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 1001.70 1040.47 5.700 1046.170 6.2 1.97 0.060 1046.230 0.00 0.881 2.00 0.00 0.00 0 0.00 30.32 0.00495 .000751 0.02 0.864 0.00 1032.02 1040.62 5.573 1046.193 6.2 1.97 0.060 1046.253 0.00 0.881 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1032.02 1040.62 5.694 1046.314 6.2 0.16 0.000 1046.314 0.00 0.290 9.16 7.00 0.00 0 0.00 I" 10 an �r r r E E 40 di Page 1 SDLTD4.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "D-4" T3 FN: SDLTD4.DAT SO 1001.931040.68 24 1046.17 R 1020.821042.78 24 .013 *■ WE 1020.821042.78 1 .250 SH 1020.821042.78 1 CD 1 2 0 0.00 7.00 7.00 0.00 0.00 0.00 CD 24 4 2.00 err an �r r r E E 40 di Page 1 I A k A & l I i I l I/ k I I i t I i! k I I I t i k i i i k Il i I lk i & I LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FO515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "D-4" FN: SDLTD4.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1001.93 1040.68 5.490 1046.170 1.1 0.35 0.002 1046.172 0.00 0.361 2.00 0.00 0.00 0 0.00 18.89 0.11117 .000024 0.00 0.160 0.00 1020.82 1042.78 3.390 1046.170 1.1 0.35 0.002 1046.172 0.00 0.361 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1020.82 1042.78 3.394 1046.174 1.1 0.05 0.000 1046.174 0.00 0.092 7.00 7.00 0.00 0 0.00 in go SDLTD5.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 ** T2 WSPG ANALYSIS FOR SD LATERAL "D-5" T3 FN: SDLTD5.DAT SO 1001.831041.25 24 1047.14 R 1033.491041.40 24 .013 *� WE 1033.491041.40 1 .250 SH 1033.491041.40 1 CD 1 2 0 0.00 7.00 7.00 0.00 0.00 0.00 CD 24 4 2.00 d d 0 Im rw e •w A 8 a rr e N F Page 1 I! a l ! I a A r A A/ k i i i I I i 1 I I i i k i i i 11 k 1 It I & i t LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FO515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "D-5" FN: SDLTD5.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1001.83 1041.25 5.890 1047.140 12.1 3.85 0.230 1047.370 0.00 1.250 2.00 0.00 0.00 0 0.00 31.66 0.00474 .002861 0.09 1.322 0.00 1033.49 1041.40 5.831 1047.231 12.1 3.85 0.230 1047.461 0.00 1.250 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1033.49 1041.40 6.290 1047.690 12.1 0.27 0.001 1047.691 0.00 0.453 7.00 7.00 0.00 0 0.00 F a. SDLTD6.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "D-6" T3 SO FN: SDLTD6.DAT 1002.011041.43 24 1047.14 R 1020.081043.12 24 .013 WE 1020.081043.12 1 .250 SH 1020.081043.12 1 CD 1 2 0 0.00 7.00 7.00 0.00 0.00 0.00 CD 24 4 2.00 F d -M r E m im 0 ,. A Page 1 W k I i= i a i a A a i & i a i i i i i i i I l t i t l t l I l t i & l r i k i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "D-6" FN: SDLTD6.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *+�*****,r,t**,r,t***,e*rw,rt*,er****,t*,t*�*�,e,e,tt,e*,e*,tt,tt,e*waa,r*�*,e,►+*****wt,e,r,t�*,er***+«*r*,r***«*,t**w*,e,t*,t,r**r�*+,r•*w*,e+***+****�•,r*++*,e*r* 1002.01 1041.43 5.710 1047.140 12.1 3.85 0.230 1047.370 0.00 1.250 2.00 0.00 0.00 0 0.00 18.07 0.09352 .002861 0.05 0.570 0.00 1020.08 1043.12 4.072 1047.192 12.1 3.85 0.230 1047.422 0.00 1.250 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1020.08 1043.12 4.529 1047.649 12.1 0.38 0.002 1047.651 0.00 0.453 7.00 7.00 0.00 0 0.00 ,m At qm SDLTD8.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 "■ T2 WSPG ANALYSIS FOR SD LATERAL ��D-8" T3 FN: SDLTD8.DAT SO 1003.421042.49 24 1047.23 R 1085.781043.25 24 .013 �- WE 1085.781043.25 1 .250 SH 1085.781043.25 1 CD 1 2 0 0.00 8.00 7.00 0.00 0.00 0.00 CD 24 4 2.00 ay. 0 Am Aw Page 1 I i h I & A I A i i w 1 1 i i 1 i i' 1 i t t l t i ! i ik lk/ a 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "D-8" FN: SDLTD8.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx,exxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 1003.42 1042.49 4.740 1047.230 2.6 0.83 0.011 1047.241 0.00 0.562 2.00 0.00 0.00 0 0.00 82.36 0.00923 .000132 0.01 0.470 0.00 1085.78 1043.25 3.991 1047.241 2.6 0.83 0.011 1047.252 0.00 0.562 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1085.78 1043.25 4.013 1047.263 2.6 0.09 0.000 1047.263 0.00 0.162 8.00 7.00 0.00 0 0.00 M mo Ad i Page 1 20.45 45.00 SDLNE.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LINE "E" T3 SO FN: SDLNE.DAT 1002.281039.99 24 1045.69 R 1018.731040.11 24 .013 R 1154.841041.10 24 .013 7X 1157.931042.12 24 24 .014 1.1 1041.12 R 1188.721043.82 24 .013 WE 1188.721043.82 1 .250 SH 1188.721043.82 1 CD 1 2 0 0.00 6.70 7.00 0.00 0.00 0.00 CD 24 4 2.00 Page 1 20.45 45.00 k A 1 A & A a a I i i k i 11 .t 1 k I 1! I i I 1 I i 11 k i k i k A k A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "E" FN: SDLNE.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1002.28 1039.99 5.700 1045.690 2.4 0.76 0.009 1045.699 0.00 0.539 2.00 0.00 0.00 0 0.00 16.45 0.00730 .000113 0.00 0.480 0.00 1018.73 1040.11 5.583 1045.693 2.4 0.76 0.009 1045.702 0.00 0.539 2.00 0.00 0.00 0 0.00 136.11 0.00727 .000113 0.02 0.480 0.00 1154.84 1041.10 4.608 1045.708 2.4 0.76 0.009 1045.717 0.00 0.539 2.00 0.00 0.00 0 0.00 1� c LAT C - Z JUNCT STR 0.33010 .000085 0.00 0.00 1157.93 1042.12 3.598 1045.718 1.3 0.41 0.003 1045.721 0.00 0.394 2.00 0.00 0.00 0 0.00 28.97 0.05521 .000033 0.00 0.210 0.00 1186.90 1043.72 2.000 1045.719 1.3 0.41 0.003 1045.722 0.00 0.394 2.00 0.00 0.00 0 0.00 1.82 0.05521 .000030 0.00 0.210 0.00 1188.72 1043.82 1.898 1045.718 1.3 0.42 0.003 1045.721 0.00 0.394 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1188.72 1043.82 1.904 1045.724 1.3 0.10 0.000 1045.724 0.00 0.102 6.70 7.00 0.00 0 0.00 in Ad SDLTE2.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 *� T2 WSPG ANALYSIS FOR SD LATERAL "E-2" T3 FN: SDLTE2.DAT SO 1002.481041.12 24 1045.72 R 1022.891041.32 24 .013 WE 1022.891041.32 1 .250 SH 1022.891041.32 1 CD 1 2 0 0.00 6.70 7.00 0.00 0.00 0.00 CD 24 4 2.00 .0 on F h No go an am 0 Ai F 0 0 8 Page 1 I I I i i A i I a A a i i! i! k 1 I A ! 1 i I I i l l i t a l [ i a i i Y LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FO515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL 11E-2" FN: SDLTE2.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 1002.48 1041.12 4.600 1045.720 1.1 0.35 0.002 1045.722 0.00 0.361 2.00 0.00 0.00 0 0.00 20.41 0.00980 .000024 0.00 0.300 0.00 1022.89 1041.32 4.400 1045.720 1.1 0.35 0.002 1045.722 0.00 0.361 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1022.89 1041.32 4.404 1045.724 1.1 0.04 0.000 1045.724 0.00 0.092 6.70 7.00 0.00 0 0.00 E SDLTFI.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "F-1" T3 FN: SDLTFI.DAT SO 1003.781037.86 24 1047.48 R 1018.101041.69 24 .013 WE 1018.101041.69 1 .250 SH 1018.101041.69 1 CD 1 2 0 0.00 7.13 7.00 0.00 0.00 0.00 CD 24 4 2.00 .w ar F .# ,o 0 aw 0 ,. do 0 s Is 0 Page 1 e l► i i, A a/ i I i i i 1 k t t I i t i i i t t i i t a i i I i 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "F-1" FN: SDLTFI.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 1003.78 1037.86 9.620 1047.480 2.9 0.92 0.013 1047.493 0.00 0.594 2.00 0.00 0.00 0 0.00 14.32 0.26746 .000164 0.00 0.210 0.00 1018.10 1041.69 5.792 1047.482 2.9 0.92 0.013 1047.495 0.00 0.594 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1018.10 1041.69 5.819 1047.509 2.9 0.07 0.000 1047.509 0.00 0.175 7.13 7.00 0.00 0 0.00 no 40 ,. SDLTF2.DAT 0 T1 RBF CONSULTING — CITY OF FONTANA — TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "F-2" T3 FN: SDLTF2.DAT SO 1003.871039.60 24 1049.40 R 1019.651044.15 24 .013 ,. WE 1019.651044.15 1 .250 SH 1019.651044.15 1 CD 1 2 0 0.00 7.00 7.00 0.00 0.00 0.00 CD 24 4 2.00 0 0 qq 40 r 40 e Page 1 a„ as i 1 a A &/ i A & I a! a i a l lk A I I t I t I! 1 Il I a I r A & A a A a i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FOS15P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "F-2" FN: SDLTF2.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *,et**t,trt*r,rt,e,r*,rt*t**,t,t*,r,t�,t***,r*�r*,e«,t***w«,r**,e*,r,r*******w+w*,tt*,t*,r«,r,r,r***w*wt*rr,tt+**,r*+**,e*x,t*«*,tw,t,►,e*:raw**w*,t ,r ,r ,r*t*,r«*�r,t+,e,t�* 1003.87 1039.60 9.800 1049.400 7.5 2.39 0.088 1049.488 0.00 0.973 2.00 0.00 0.00 0 0.00 15.78 0.28834 .001099 0.02 0.340 0.00 1019.65 1044.15 5.267 1049.417 7.5 2.39 0.088 1049.505 0.00 0.973 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1019.65 1044.15 5.443 1049.593 7.5 0.20 0.001 1049.594 0.00 0.329 7.00 7.00 0.00 0 0.00 mo 0 AV E e d P .w im mm me Al d An 49 e 0 Page 1 SDLTF3.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "F-3" T3 FN: SDLTF3.DAT So 1003.101039.13 24 1049.40 R 1028.991044.15 24 .013 *� WE 1028.991044.15 1 .250 SH 1028.991044.15 1 CD 1 2 0 0.00 7.00 7.00 0.00 0.00 0.00 CD 24 4 2.00 AV E e d P .w im mm me Al d An 49 e 0 Page 1 I 1 i 1 & 1 lE 11 a I & I a 1 i i r i 1 I i 1 11 11 t 1 i t a 1 a 1 i i& I LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "F-3" FN: SDLTF3.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1003.10 1039.13 10.270 1049.400 7.5 2.39 0.088 1049.488 0.00 0.973 2.00 0.00 0.00 0 0.00 25.89 0.19390 .001099 0.03 0.370 0.00 1028.99 1044.15 5.278 1049.428 7.5 2.39 0.088 1049.516 0.00 0.973 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1028.99 1044.15 5.454 1049.604 7.5 0.20 0.001 1049.605 0.00 0.329 7.00 7.00 0.00 0 0.00 0 as SDLTF4.DAT A 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "F-4" T3 FN: SDLTF4.DAT 1050.38 So 1003.871039.88 24 R 1019.041043.17 24 .013 -� WE 1019.041043.17 1 .250 SH 1019.041043.17 1 CD 1 2 0 0.00 7.40 7.00 0.00 0.00 0.00 CD 24 4 2.00 .. .. r Aw 0 qw A R 0, Page 1 i! k 1 iE ■ i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "F-4" FN: SDLTF4.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *****+r♦r*,t*,t,t*w,t*,t*,r*,r*x,e,t,t«,r,e*,e,t*,r**«*,e,tw*,e,t,t*,t,t�,t*,r*�,e,t,e�,t,e,e*,t**,t***«*****,tr,r****ir«*,tw**wt*wry*,r,r�*,r**w,t*w,t*,e,r**«**«*�,t*r***,e*t* 1003.87 1039.88 10.500 1050.380 10.5 3.34 0.173 1050.553 0.00 1.161 2.00 0.00 0.00 0 0.00 15.17 0.21688 .002154 0.03 0.430 0.00 1019.04 1043.17 7.243 1050.413 10.5 3.34 0.173 1050.586 0.00 1.161 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1019.04 1043.17 7.589 1050.759-* 10.5 0.20 0.001 1050.760 0.00 0.412 7.40 7.00 0.00 0 0.00 Qtoo WS J = 10 50, (o 91 W Q,1Zv. = 10 5 0. $ 4 a �.r Im C d RM 40 e d d E SDLTF5.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "F-5" T3 FN: SDLTF5.DAT So 1003.561039.38 24 1050.22 R 1037.951043.10 24 .013 WE 1037.951043.10 1 .250 SH 1037.951043.10 1 CD 1 2 0 0.00 7.40 7.00 0.00 0.00 0.00 CD 24 4 2.00 Page 1 I i a A a l lk/ i A i A A 1 t 1 t I t 1 11 t 1 t 1 t i t i 1 1 t 1 1r A I A LICENSEE: R.S.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "F-5" FN: SDLTF5.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1003.56 1039.38 10.840 1050.220 10.5 3.34 0.173 1050.393 0.00 1.161 2.00 0.00 0.00 0 0.00 34.39 0.10817 .002154 0.07 0.510 0.00 1037.95 1043.10 7.194 1050.294 10.5 3.34 0.173 1050.467 0.00 1.161 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1037.95 1043.10 7.540 1050.640 10.5 0.20 0.001 1050.641 0.00 0.412 7.40 7.00 0.00 0 0.00 P BOG WISE = to 5 0.� q Nw ZkP-v ` to So . 8 t F SDLTF6.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "F-6" T3 FN: SDLTF6.DAT SO 1003.241039.97 24 1050.93 R 1055.391044.22 24 .013 „ WE 1055.391044.22 1 .250 SH 1055.391044.22 1 CD 1 2 0 0.00 7.00 7.00 0.00 0.00 0.00 CD 24 4 2.00 d rr 0 0 E w As Page 1 AM ME ,. I i r A k l i A ■ A &! i f t i t l i 1 & 1 i A I! lk 1 & I t 1 & A k i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "F-6" FN: SDLTF6.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1003.24 1039.97 10.960 1050.930 0.4 0.13 0.000 1050.930 0.00 0.216 2.00 0.00 0.00 0 0.00 52.15 0.08150 .000003 0.00 0.100 0.00 1055.39 1044.22 6.710 1050.930 0.4 0.13 0.000 1050.930 0.00 0.216 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1055.39 1044.22 6.711 1050.931 0.4 0.01 0.000 1050.931 0.00 0.047 7.00 7.00 0.00 0 0.00 R 8 N d 0 am rr AV h r E 0 F G Page 1 SDLTF7.DAT 0 Tl RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 '* T2 WSPG ANALYSIS FOR SD LATERAL "F-7" T3 FN: SDLTF7.DAT So 1003.911038.68 24 1049.64 R 1015.341039.63 24 .013 �*+ R 1039.201041.61 24 .013 30.38 R 1070.091044.17 24 .013 40 WE 1070.091044.17 1 .250 SH 1070.091044.17 1 * CD 1 2 0 0.00 7.50 7.00 0.00 0.00 0.00 CD 24 4' 2.00 As R 8 N d 0 am rr AV h r E 0 F G Page 1 I I & i a I iiP A i 1 A i k i t I 1 I II I t i i I i I k I t 1 a I w I I� LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "F-7" FN: SDLTF7.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR tt,e�,r�,e,ew*�,e*sw*,rw,r,rr,r*w*,t*�r�,t*,r�wt*,r***«*,r******w*��,t,r,r,t,e,►,e�**,e*r,r«,e,e*t*,t,tw,e*x,tw***wr+,t,tw,tw*,t,e,ttw*w*,e,t,tt,et***+,e ,r*+*r,rw**w,�**,r,r«•* 1003.91 1038.68 10.960 1049.640 10.7 3.41 0.180 1049.820 0.00 1.172 2.00 0.00 0.00 0 0.00 11.43 0.08311 .002237 0.03 0.550 0.00 1015.34 1039.63 10.036 1049.666 10.7 3.41 0.180 1049.846 0.00 1.172 2.00 0.00 0.00 0 0.00 23.86 0.08298 .002237 0.05 0.550 0.00 1039.20 1041.61 8.130 1049.740 10.7 3.41 0.180 1049.920 0.00 1.172 2.00 0.00 0.00 0 0.00 30.89 0.08288 .002237 0.07 0.550 0.00 1070.09 1044.17 5.639 1049.809 10.7 3.41 0.180 1049.989 0.00 1.172 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1070.09 1044.17 5.998 1050.168 10.7 0.25 0.001 1050.169 0.00 0.417 7.50 7.00 0.00 0 0.00 I" AN An IN An Am •w �r Ar in go I Page 1 28.28 10.48 45.00 SDLNG.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LINE "G" T3 FN: SDLNG.DAT SO 1003.161037.48 24 1048.14 R 1013.131037.66 24 .013 R 1196.401041.00 24 .013 7X 1199.631041.15 24 24 .014 7.7 1041.27 R 1224.611041.65 24 .013 WE 1224.611041.65 1 .250 SH 1224.611041.65 1 CD 1 2 0 0.00 9.67 7.00 0.00 0.00 0.00 CD 24 4 2.00 Page 1 28.28 10.48 45.00 i i a A I i It I a A Ik I f I k I t I I I I I i i a i a 1 I i a I & A & A a! LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FOS15P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "G" FN: SDLNG.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1003.16 1037.48 10.660 1048.140 15.4 4.90 0.373 1048.513 0.00 1.415 2.00 0.00 0.00 0 0.00 9.97 0.01805 .004634 0.05 1.010 0.00 1013.13 1037.66 10.568 1048.228 15.4 4.90 0.373 1048.601 0.00 1.415 2.00 0.00 0.00 0 0.00 183.27 0.01822 .004634 0.85 1.003 0.00 1196.40 1041.00 8.103 1049.103 15.4 4.90 0.373 1049.476 0.00 1.415 2.00 0.00 0.00 0 0.00 JUNCT STR 0.04644 .003359 0.01 0.00 1199.63 1041.15 8.391 1049.541 7.7 2.45 0.093 1049.634 0.00 0.987 2.00 0.00 0.00 0 0.00 24.98 0.02002 .001159 0.03 0.670 0.00 1224.61 1041.65 7.920 1049.570 7.7 2.45 0.093 1049.663 0.00 0.987 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1224.61 1041.65 8.106 1049.756 7.7 0.14 0.000 1049.756 0.00 0.335 9.67 7.00 0.00 0 0.00 *e SDLTGI.DAT ++� 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "G-1" T3 FN: SDLTGI.DAT ++� SO 1002.061041.27 24 1049.32 R 1018.881042.68 24 .013 „ WE 1018.881042.68 1 .250 SH 1018.881042.68 1 CD 24 4 2.00 CD 1 2 0 0.00 7.66 7.00 0.00 0.00 0.00 qm Al F mm to do F 0, d d rrl 8 0 Page 1 a i i i & A a i i i a A a I I I i 1 I i i I 1 1 I 1 ! i 11 i i 1 1 lk. i a! LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "G-1" FN: SDLTGI.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1002.06 1041.27 8.050 1049.320 8.3 2.64 0.108 1049.428 0.00 1.026 2.00 0.00 0.00 0 0.00 16.82 0.08383 .001346 0.02 0.480 0.00 1018.88 1042.68 6.663 1049.343 8.3 2.64 0.108 1049.451 0.00 1.026 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1018.88 1042.68 6.879 1049.559 8.3 0.17 0.000 1049.559 0.00 0.352 7.66 7.00 0.00 0 0.00 40 IN vo SDLNH.DAT +d 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 ® T2 WSPG ANALYSIS FOR SD LINE "H" T3 FN: SDLNH.DAT +M So 1005.771038.90 24 1049.94 R 1070.811039.80 24 .013 R 1233.281042.06 24 .013 32.21 R 1259.861042.43 24 .013 33.84 R 1337.241043.51 24 .013 WE 1337.241043.51 1 .250 ..• SH 1337.241043.51 1 CD 1 2 0 0.00 9.26 7.00 0.00 0.00 0.00 .� CD 24 4 2.00 N 0 F No err 0 rr 0 E E Page 1 I l i i a i lk A I A & I ! i i i k i t l [ 1 i i i i I l t f t i t I k A & A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FOS15P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "H" FN: SDLNH.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR r****r*�w,e�*,ew**,t*r******,r**,r+*�a�****t*�,r*,t,e**+*+•w�*,r�*,r*,r*,r�**�**r*,t,r,r*,e,e,rw,t�,e*w*,r,rwwrr**««w,r,ri.**w,e,r*ww**w**,r,+w,r***rw***w,r�*w*** 1005.77 1038.90 11.040 1049.940 3.0 0.95 0.014 1049.954 0.00 0.605 2.00 0.00 0.00 0 0.00 65.04 0.01384 .000176 0.01 0.450 0.00 1070.81 1039.80 10.151 1049.951 3.0 0.95 0.014 1049.965 0.00 0.605 2.00 0.00 0.00 0 0.00 162.47 0.01391 .000176 0.03 0.450 0.00 1233.28 1042.06 7.922 1049.982 3.0 0.95 0.014 1049.996 0.00 0.605 2.00 0.00 0.00 0 0.00 26.58 0.01392 .000176 0.00 0.450 0.00 1259.86 1042.43 7.558 1049.988 3.0 0.95 0.014 1050.002 0.00 0.605 2.00 0.00 0.00 0 0.00 77.38 0.01396 .000176 0.01 0.450 0.00 1337.24 1043.51 6.492 1050.002 3.0 0.95 0.014 1050.016 0.00 0.605 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1337.24 1043.51 6.521 1050.031 3.0 0.07 0.000 1050.031 0.00 0.179 9.26 7.00 0.00 0 0.00 R on A 49 m At Page 1 SDLNI.DAT 0 Tl RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SO LINE "I" T3 FN: SDLNI.DAT " SO 1024.141038.39 36 1044.94 R 1029.271038.71 36 .013 R 1064.621040.91 36 .013 45.00 R 1183.851041.38 36 .013 R 1209.311041.48 36 .013 64.84 R 1211.261041.51 36 .013 2.49 ]X 1216.341041.54 36 24 .014 5.0 1042.08 45.00 R 1258.241041.73 36 .013 62.44 ]X 1260.241041.74 36 24 .014 5.4 1043.58 50.15 R 1447.711042.58 36 .013 R 7X 1474.321042.70 1483.101042.75 36 36 .013 24 24.014 6.4 2.81043.911043.54 33.89 69.36 32.94 R 1518.391042.93 36 .013 56.11 R 1575.591043.21 36 .013 �• R 1600.001043.33 36 .013 4.76 R 1631.881043.49 36 .013 6.21 +■ R 1730.981043.99 36 .013 R 1789.411044.28 36 .013 10.94 .. R JX 1862.801044.65 1870.371045.22 36 30 .013 24 24.014 2.9 1.61045.321046.23 39.05 65.00 do R 2122.221046.48 30 .013 R 2189.691046.82 30 .013 90.00 7X 2197.371047.36 24 24 24.014 7.3 2.21047.781047.17 50.45 75.55 an R 2250.001047.90 24 .013 an R 7X 2626.771051.73 2633.451051.78 24 24 .013 24 24.014 5.1 6.11052.371051.83 58.46 64.75 mm R 2741.441052.32 24 .013 60.00 R 2765.001052.44 24 .013 R 2768.891052.46 24 .013 WE 2768.891052.46 4 .250 ., SH 2768.891052.46 4 CD 1 4 3.00 .r CD 2 4 2.00 CD 3 4 2.50 ,., CD 24 4 2.00 CD 30 4 2.50 err CD CD 36 4 4 2 0 0.00 3.00 7.50 3.50 0.00 0.00 0.00 on A 49 m At Page 1 ! I I i k! it i 11 i I A I i i i t i I i [ i E i 1 i i i l i t 1 i i 1 1 I i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "I" FN: SDLNI.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLAW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ****�*�*w******,t**+***n,.*•�+****,+***,r*r***,r*w******«r*********,r*w****«s,e*,e�***w*,rw*****r*+*a*,►w*w**+*w**,r*r«****w***,r*****,e******** 1024.14 1038.39 6.550 1044.940 49.8 7.04 0.771 1045.711 0.00 2.297 3.00 0.00 0.00 0 0.00 5.13 0.06238 .005575 0.03 1.123 0.00 1029.27 1038.71 6.259 1044.969 49.8 7.04 0.771 1045.740 0.00 2.297 3.00 0.00 0.00 0 0.00 35.35 0.06223 .005575 0.20 1.124 0.00 1064.62 1040.91 4.365 1045.275 49.8 7.04 0.771 1046.046 0.00 2.297 3.00 0.00 0.00 0 0.00 119.23 0.00394 .005575 0.66 3.000 0.00 1183.85 1041.38 4.559 1045.939 49.8 7.04 0.771 1046.710 0.00 2.297 3.00 0.00 0.00 0 0.00 25.46 0.00393 .005575 0.14 3.000 0.00 1209.31 1041.48 4.732 1046.212 49.8 7.04 0.771 1046.983 0.00 2.297 3.00 0.00 0.00 0 0.00 1.95 0.01538 .005575 0.01 1.677 0.00 1211.26 1041.51 4.739 1046.249 49.8 7.04 0.771 1047.020 0.00 2.297 3.00 0.00 0.00 0 0.00 L A -r - JUNCT STR 0.00591 .005848 0.03 0.00 1216.34 1041.54 5.008 1046.548 44.8 6.34 0.624 1047.172 0.00 2.181 3.00 0.00 0.00 0 0.00 41.90 0.00453 .004512 0.19 2.450 0.00 1258.24 1041.73 5.111 1046.841 44.8 6.34 0.624 1047.465 0.00 2.181 3.00 0.00 0.00 0 0.00 Ljt7• �-41I 0.01 0.00 JUNCT STR 0.00500 .004639 1260.24 1041.74 5.366 1047.106 39.4 5.57 0.482 1047.588 0.00 2.044 3.00 0.00 0.00 0 0.00 187.47 0.00448 .003489 0.65 2.190 0.00 1447.71 1042.58 5.180 1047.760 39.4 5.57 0.482 1048.242 0.00 2.044 3.00 0.00 0.00 0 0.00 26.61 0.00451 .003489 0.09 2.182 0.00 1474.32 1042.70 5.213 1047.913 39.4 5.57 0.482 1048.395 0.00 2.044 3.00 0.00 0.00 0 0.00 L f�-T• �- Z JUNCT STR 0.00570 .003213 0.03 0.00 d-;, 3" LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FO515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "I" FN: SDLNI.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1483.10 1042.75 5.559 1048.309 30.2 4.27 0.283 1048.592 0.00 1.781 3.00 0.00 0.00 0 0.00 35.29 0.00510 .002050 0.07 1.733 0.00 1518.39 1042.93 5.496 1048.426 30.2 4.27 0.283 1048.709 0.00 1.781 3.00 0.00 0.00 0 0.00 57.20 0.00490 .002050 0.12 1.756 0.00 1575.59 1043.21 5.334 1048.544 30.2 4.27 0.283 1048.827 0.00 1.781 3.00 0.00 0.00 0 0.00 24.41 0.00492 .002050 0.05 1.753 0.00 1600.00 1043.33 5.277 1048.607 30.2 4.27 0.283 1048.890 0.00 1.781 3.00 0.00 0.00 0 0.00 31.88 0.00502 .002050 0.07 1.742 0.00 1631.88 1043.49 5.197 1048.687 30.2 4.27 0.283 1048.970 0.00 1.781 3.00 0.00 0.00 0 0.00 99.10 0.00505 .002050 0.20 1.740 0.00 1730.98 1043.99 4.900 1048.890 30.2 4.27 0.283 1049.173 0.00 1.781 3.00 0.00 0.00 0 0.00 58.43 0.00496 .002050 0.12 1.750 0.00 1789.41 1044.28 4.750 1049.030 30.2 4.27 0.283 1049.313 0.00 1.781 3.00 0.00 0.00 0 0.00 73.39 0.00504 .002050 0.15 1.740 0.00 1862.80 1044.65 4.530 1049.180 30.2 4.27 0.283 1049.463 0.00 1.781 3.00 0.00 0.00 0 0.00 4%l, JUNCT STR 0.07530 .003465 0.03 0.00 LK -T. Z -q 1870.37 1045.22 3.945 1049.165 25.7 5.24 0.426 1049.591 0.00 1.728 2.50 0.00 0.00 0 0.00 251.85 0.00500 .003926 0.99 1.830 0.00 2122.22 1046.48 3.674 1050.154 25.7 5.24 0.426 1050.580 0.00 1.728 2.50 0.00 0.00 0 0.00 67.47 0.00504 .003926 0.26 1.823 0.00 2189.69 1046.82 3.684 1050.504 25.7 5.24 0.426 1050.930 0.00 1.728 2.50 0.00 0.00 0 0.00 U AT -� JUNCT STR 0.07031 .005250 0.04 0.00 L A7: 11 i I a A h i IL A h i i 1 1 I t! 1 1 1 i t i 1 1 r i 1 1 t! I! i A i I LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "I" FN: SDLNI.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 2197.37 1047.36 3.492 1050.852 16.2 5.16 0.413 1051.265 0.00 1.451 2.00 0.00 0.00 0 0.00 52.63 0.01026 .005128 0.27 1.240 0.00 2250.00 1047.90 3.222 1051.122 16.2 5.16 0.413 1051.535 0.00 1.451 2.00 0.00 0.00 0 0.00 242.51 0.01017 .005079 1.23 1.243 0.00 2492.51 1050.37 2.000 1052.365 16.2 5.16 0.413 1052.778 0.00 1.451 2.00 0.00 0.00 0 0.00 26.56 0.01017 .004758 0.13 1.243 0.00 2519.07 1050.63 1.814 1052.449 16.2 5.41 0.454 1052.903 0.00 1.451 2.00 0.00 0.00 0 0.00 11.33 0.01017 .004641 0.05 1.243 0.00 2530.40 1050.75 1.706 1052.456 16.2 5.67 0.500 1052.956 0.00 1.451 2.00 0.00 0.00 0 0.00 2.61 0.01017 .004802 0.01 1.243 0.00 2533.01 1050.78 1.706 1052.483 16.2 5.67 0.500 1052.983 0.00 1.451 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 2533.01 1050.78 1.243 1052.020 16.2 7.89 0.968 1052.988 0.00 1.451 2.00 0.00 0.00 0 0.00 60.56 0.01017 .009843 0.60 1.243 0.00 2593.57 1051.39 1.275 1052.668 16.2 7.66 0.912 1053.580 0.00 1.451 2.00 0.00 0.00 0 0.00 23.56 0.01017 .008940 0.21 1.243 0.00 2617.13 1051.63 1.329 1052.961 16.2 7.30 0.828 1053.789 0.00 1.451 2.00 0.00 0.00 0 0.00 7.83 0.01017 .007949 0.06 1.243 0.00 2624.96 1051.71 1.387 1053.099 16.2 6.96 0.753 1053.852 0.00 1.451 2.00 0.00 0.00 0 0.00 1.81 0.01017 .007084 0.01 1.243 0.00 2626.77 1051.73 1.451 1053.181 16.2 6.64 0.684 1053.865 0.00 1.451 2.00 0.00 0.00 0 0.00 . L /,, LWT^ "" JUNCT STR 0.00749 .004157 0.03 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 4 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LINE "I" FN: SDLNI.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *****+**�.********.*+***+�***+**.«**+**r**************++*w*****�*****x**********•*♦****�r**r******************x**tom*********•*****r 2633.45 1051.78 2.432 1054.212 5.0 1.59 0.039 1054.251 0.00 0.788 2.00 0.00 0.00 0 0.00 95.73 0.00500 .000483 0.05 0.770 0.00 2729.18 1052.26 2.000 1054.259 5.0 1.59 0.039 1054.298 0.00 0.788 2.00 0.00 0.00 0 0.00 12.26 0.00500 .000455 0.01 0.770 0.00 2741.44 1052.32 1.943 1054.263 5.0 1.60 0.040 1054.303 0.00 0.788 2.00 0.00 0.00 0 0.00 23.56 0.00509 .000428 0.01 0.761 0.00 2765.00 1052.44 1.830 1054.270 5.0 1.66 0.043 1054.313 0.00 0.788 2.00 0.00 0.00 0 0.00 3.89 0.00514 .000427 0.00 0.760 0.00 2768.89 1052.46 1.811 1054.271 5.0 1.67 0.043 1054.314 0.00 0.788 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 2768.89 1052.46 1.879 1054.339 5.0 0.76 0.009 1054.348 0.00 0.399 7.50 3.50 0.00 0 0.00 d in SDLT1l.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 *+ T2 WSPG ANALYSIS FOR SO LATERAL "I-1" T3 FN: SDLT1l.DAT So 1002.091042.04 24 1046.55 R 1088.441043.22 24 .013 WE 1088.441043.22 1 .250 SH 1088.441043.22 1 '9 CD 24 4 2.00 CD 1 2 0 0.00 9.50 14.00 0.00 0.00 0.00 E ,on .w 0 0 "a Aw no im e qqq At M M Page 1 5.2 SDLTII.Q Page 1 a A k! i A lk A i A a A t o i 1 t I ! 1 [ I k I k i 1 1 k 1 i i r i I A It a LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL 11I-1" FN: SDLTII.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1002.09 1042.04 4.510 1046.550 5.2 1.65 0.043 1046.593 0.00 0.804 2.00 0.00 0.00 0 0.00 86.35 0.01367 .000528 0.05 0.600 0.00 1088.44 1043.22 3.376 1046.596 5.2 1.65 0.043 1046.639 0.00 0.804 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1088.44 1043.22 3.461 1046.681 5.2 0.11 0.000 1046.681 0.00 0.162 9.50 14.00 0.00 0 0.00 d in SDLT12.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "I-2" T3 FN: SDLT12.DAT So 1002.671043.33 24 1048.31 R 1056.491045.81 24 .013 ti. R 1066.861046.29 24 .013 26.40 R 1069.231046.41 24 .013 4 WE 1069.231046.41 1 .250 SH 1069.231046.41 1 ,.. CD 24 4 2.00 CD 1 2 0 0.00 6.00 7.00 0.00 0.00 0.00 8 F 0 ME go e. am e 0 m Ai M *� Page 1 �r I I k i l l lk l i1 A a i i A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-2" FN: SDLTI2.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1002.67 1043.33 4.980 1048.310 2.9 0.92 0.013 1048.323 0.00 0.594 2.00 0.00 0.00 0 0.00 53.82 0.04608 .000164 0.01 0.330 0.00 1056.49 1045.81 2.509 1048.319 2.9 0.92 0.013 1048.332 0.00 0.594 2.00 0.00 0.00 0 0.00 10.37 0.04629 .000164 0.00 0.330 0.00 1066.86 1046.29 2.031 1048.321 2.9 0.92 0.013 1048.334 0.00 0.594 2.00 0.00 0.00 0 0.00 0.61 0.05063 .000162 0.00 0.320 0.00 1067.47 1046.32 2.000 1048.321 2.9 0.92 0.013 1048.334 0.00 0.594 2.00 0.00 0.00 0 0.00 1.76 0.05063 .000152 0.00 0.320 0.00 1069.23 1046.41 1.910 1048.320 2.9 0.94 0.014 1048.334 0.00 0.594 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1069.23 1046.41 1.936 1048.346 2.9 0.21 0.001 1048.347 0.00 0.175 6.00 7.00 0.00 0 0.00 IN" 40 SDLT13.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL ��1-3" T3 FN: SDLT13.DAT SO 1001.611043.37 24 1048.31 R 1035.801046.68 24 .013 WE 1035.801046.68 1 .250 SH 1035.801046.68 1 CD 24 4 2.00 CD 1 2 0 0.00 6.00 7.00 0.00 0.00 0.00 «W h F 44 is 40 fm Page 1 go I i i i a l & A a I a A t 1 i i t i[ i t l t i I i t i i i 1 i I A & i a i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL 11I-3" FN: SDLTI3.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR �***e,r*w*+,t*,r,e***,r,r,e,e*,r,e*.w«*«,t�+*«*,r*r,tt,e,r*,e,ewr**w*,t+*r,r+,e,e,►t**,ew,e�*w*,t�«a*«,r«,e**w**,e«*«*w**,t**,e***,tr,r*«*w*,r**a***t**+***w,r*,r,ew*,e* 1001.61 1043.37 5.660 1049.030 6.8 2.16 0.073 1049.103 0.00 0.925 2.00 0.00 0.00 0 0.00 34.19 0.09681 .000904 0.03 0.420 0.00 1035.80 1046.68 2.381 1049.061 6.8 2.16 0.073 1049.134 0.00 0.925 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1035.80 1046.68 2.522 1049.202 6.8 0.39 0.002 1049.204 0.00 0.308 6.00 7.00 0.00 0 0.00 0- SDLT14.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 �. T2 WSPG ANALYSIS FOR SD LATERAL "1-4" T3 FN: SDLT14.DAT 50 1001.381047.40 24 1050.85 R 1018.401051.15 24 .013 WE 1018.401051.15 1 .250 SH 1018.401051.15 1 CD 24 4 2.00 CD 1 2 0 0.00 8.00 7.00 0.00 0.00 0.00 err an N no as E E F .. r P M aw Page 1 d LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-4" FN: SDLTI4.DAT r STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPP ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1001.38 1047.40 3.450 1050.850 7.8 2.48 0.096 1050.946 0.00 0.994 2.00 0.00 0.00 0 0.00 6.62 0.22033 .001177 0.01 0.370 0.00 1008.00 1048.86 2.000 1050.858 7.8 2.48 0.096 1050.954 0.00 0.994 2.00 0.00 0.00 0 0.00 0.66 0.22033 .001098 0.00 0.370 0.00 1008.66 1049.00 1.851 1050.854 7.8 2.57 0.102 1050.956 0.00 0.994 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1008.66 1049.00 0.491 1049.494 7.8 13.02 2.633 1052.127 0.00 0.994 2.00 0.00 0.00 0 0.00 0.25 0.22033 .067802 0.02 0.370 0.00 1008.91 1049.06 0.491 1049.549 7.8 13.00 2.624 1052.173 0.00 0.994 2.00 0.00 0.00 0 0.00 1.40 0.22033 .063283 0.09 0.370 0.00 1010.31 1049.37 0.508 1049.877 7.8 12.38 2.380 1052.257 0.00 0.994 2.00 0.00 0.00 0 0.00 1.21 0.22033 .055373 0.07 0.370 0.00 1011.52 1049.63 0.526 1050.160 7.8 11.82 2.169 1052.329 0.00 0.994 2.00 0.00 0.00 0 0.00 1.04 0.22033 .048453 0.05 0.370 0.00 1012.56 1049.86 0.544 1050.408 7.8 11.27 1.973 1052.381 0.00 0.994 2.00 0.00 0.00 0 0.00 0.90 0.22033 .042391 0.04 0.370 0.00 1013.46 1050.06 0.563 1050.625 7.8 10.74 1.792 1052.417 0.00 0.994 2.00 0.00 0.00 0 0.00 0.78 0.22033 .037111 0.03 0.370 0.00 1014.24 1050.23 0.583 1050.817 7.8 10.24 1.627 1052.444 0.00 0.994 2.00 0.00 0.00 0 0.00 0.68 0.22033 .032486 0.02 0.370 0.00 1014.92 1050.38 0.603 1050.987 7.8 9.76 1.480 1052.467 0.00 0.994 2.00 0.00 0.00 0 0.00 0.59 0.22033 .028433 0.02 0.370 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-4" FN: SDLTI4.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1015.51 1050.51 0.624 1051.138 7.8 9.31 1.345 1052.483 0.00 0.994 2.00 0.00 0.00 0 0.00 0.52 0.22033 .024897 0.01 0.370 0.00 1016.03 1050.63 0.646 1051.273 7.8 8.87 1.223 1052.496 0.00 0.994 2.00 0.00 0.00 0 0.00 0.44 0.22033 .021811 0.01 0.370 0.00 1016.47 1050.72 0.669 1051.394 7.8 8.46 1.111 1052.505 0.00 0.994 2.00 0.00 0.00 0 0.00 0.38 0.22033 .019115 0.01 0.370 0.00 1016.85 1050.81 0.693 1051.503 7.8 8.07 1.010 1052.513 0.00 0.994 2.00 0.00 0.00 0 0.00 0.34 0.22033 .016750 0.01 0.370 0.00 1017.19 1050.88 0.717 1051.600 7.8 7.69 0.919 1052.519 0.00 0.994 2.00 0.00 0.00 0 0.00 0.28 0.22033 .014680 0.00 0.370 0.00 1017.47 1050.94 0.743 1051.688 7.8 7.34 0.836 1052.524 0.00 0.994 2.00 0.00 0.00 0 0.00 0.23 0.22033 .012879 0.00 0.370 0.00 1017.70 1051.00 0.770 1051.767 7.8 7.00 0.760 1052.527 0.00 0.994 2.00 0.00 0.00 0 0.00 0.20 0.22033 .011300 0.00 0.370 0.00 1017.90 1051.04 0.798 1051.838 7.8 6.67 0.690 1052.528 0.00 0.994 2.00 0.00 0.00 0 0.00 0.16 0.22033 .009917 0.00 0.370 0.00 1018.06 1051.08 0.827 1051.902 7.8 6.36 0.628 1052.530 0.00 0.994 2.00 0.00 0.00 0 0.00 0.13 0.22033 .008707 0.00 0.370 0.00 1018.19 1051.10 0.857 1051.961 7.8 6.06 0.570 1052.531 0.00 0.994 2.00 0.00 0.00 0 0.00 0.09 0.22033 .007648 0.00 0.370 0.00 1018.28 1051.12 0.889 1052.013 7.8 5.78 0.519 1052.532 0.00 0.994 2.00 0.00 0.00 0 0.00 0.07 0.22033 .006722 0.00 0.370 0.00 f/ i 1 & i lk A r i ■ f a 1 i i i i i i ! i i 1 i i i i i t i I t! i A t o LICENSEE: R.B.F. & ASSOC. - SAN DIEGO FOS15P PAGE 3 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL 11I-4" FN: SDLTI4.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1018.35 1051.14 0.922 1052.061 7.8 5.51 0.472 1052.533 0.00 0.994 2.00 0.00 0.00 0 0.00 0.04 0.22033 .005910 0.00 0.370 0.00 1018.39 1051.15 0.956 1052.104 7.8 5.26 0.429 1052.533 0.00 0.994 2.00 0.00 0.00 0 0.00 0.01 0.22033 .005192 0.00 0.370 0.00 1018.40 1051.15 0.994 1052.144 7.8 5.00 0.389 1052.533 0.00 0.994 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1018.40 1051.15 1.551 1052.701 7.8 0.72 0.008 1052.709 0.00 0.338 8.00 7.00 0.00 0 0.00 IN 40 40 SDLT15.DAT 0 Tl RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "1-5" T3 FN: SDLT15.DAT SO 1001.241047.03 24 1050.85 R 1027.041047.93 24 .013 ** WE 1027.041047.93 1 .250 SH 1027.041047.93 1 CD 24 4 2.00 CD 1 2 0 0.00 11.00 7.00 0.00 0.00 0.00 dw 0 Nr s P I" do 0 Page 1 i f t I a A & A a A a i k 1 Y I 1 i 1 I i i 1 I 1 I i I l i s lk! i t a 1 LICENSEE: R.S.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-5" FN: SDLTI5.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *wt,r*,r�,t*,e**««**,e***+,r*,t+*+*+*,r*«��*•,r+,r,e,t**tww*,r*,r,r****,ter*,e*w*w*t*,t***t,t***+*,t***r*,r***�,r,r,tars+ew,eww,c,r*w*,r*r****t,e*,r«*r�,r.***,r**+* 1001.24 1047.03 3.820 1050.850 2.4 0.76 0.009 1050.859 0.00 0.539 2.00 0.00 0.00 0 0.00 25.80 0.03488 .000113 0.00 0.320 0.00 1027.04 1047.93 2.923 1050.853 2.4 0.76 0.009 1050.862 0.00 0.539 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1027.04 1047.93 2.941 1050.871 2.4 0.12 0.000 1050.871 0.00 0.154 11.00 7.00 0.00 0 0.00 N SDLT16.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "1-6" T3 FN: SDLT16.DAT So 1001.171051.79 24 1054.21 R 1016.651052.16 24 .013 -• WE 1016.651052.16 1 .250 SH 1016.651052.16 1 CD 24 4 2.00 CD 1 2 0 0.00 7.50 3.50 0.00 0.00 0.00 F N e m Ad I" Ad d Page 1 me A i I A it i It A it A a A k l i 1 ! i i i I i r i ! i t i a i k i 1 1 it i 11 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-6" FN: SDLTI6.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *,t**,e,r,r*,e+twt,rt**,r********,e*******t,rx,r,t*r,r,rww**,r*,r+��,r***,r,r,e,r,r+**,r,r*,e�,rw,r*,exw*s,r,r*,e,r***�*****,r,r**w,e*,e*�**x**�,rwr,r*«r***,r•**�*t*t+** 1001.17 1051.79 2.420 1054.210 5.2 1.65 0.043 1054.253 0.00 0.804 2.00 0.00 0.00 0 0.00 15.48 0.02390 .000528 0.01 0.520 0.00 1016.65 1052.16 2.058 1054.218 5.2 1.65 0.043 1054.261 0.00 0.804 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1016.65 1052.16 2.128 1054.288 5.2 0.70 0.008 1054.296 0.00 0.409 7.50 3.50 0.00 0 0.00 qw 46 i,. SDLT17.DAT +d 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 mm T2 WSPG ANALYSIS FOR SD LATERAL 111-7" T3 FN: SDLT17.DAT �+ So 1001.111052.01 24 1054.21 R 1014.771055.10 24 .013 ,. R 1028.951055.17 24 .013 WE 1028.951055.17 1 .250 SH 1028.951055.17 1 CD 24 4 2.00 �. CD 1 2 0 0.00 4.50 7.00 0.00 0.00 0.00 s AN sir 8 w. ww E r e E 10 b Page 1 1 i 1 i I A i A t o t o ft i k 1 k I i i k i k i I A t o k i A k A i I it a LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-7" FN: SDLTI7.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1001.11 1052.01 2.200 1054.210 6.2 1.97 0.060 1054.270 0.00 0.881 2.00 0.00 0.00 0 0.00 0.89 0.22621 .000744 0.00 0.320 0.00 1002.00 1052.21 2.000. 1054.211 6.2 1.97 0.060 1054.271 0.00 0.881 2.00 0.00 0.00 0 0.00 0.79 0.22621 .000697 0.00 0.320 0.00 1002.79 1052.39 1.814 1054.204 6.2 2.07 0.067 1054.271 0.00 0.881 2.00 0.00 0.00 0 0.00 0.43 0.22621 .000681 0.00 0.320 0.00 1003.22 1052.49 1.706 1054.193 6.2 2.17 0.073 1054.266 0.00 0.881 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1003.22 1052.49 0.407 1052.894 6.2 13.51 2.833 1055.727 0.00 0.881 2.00 0.00 0.00 0 0.00 0.11 0.22621 .090931 0.01 0.320 0.00 1003.33 1052.51 0.407 1052.918 6.2 13.48 2.821 1055.739 0.00 0.881 2.00 0.00 0.00 0 0.00 1.71 0.22621 .084862 0.15 0.320 0.00 1005.04 1052.90 0.421 1053.321 6.2 12.86 2.569 1055.890 0.00 0.881 2.00 0.00 0.00 0 0.00 1.45 0.22621 .074159 0.11 0.320 0.00 1006.49 1053.23 0.435 1053.661 6.2 12.25 2.331 1055.992 0.00 0.881 2.00 0.00 0.00 0 0.00 1.22 0.22621 .064810 0.08 0.320 0.00 1007.71 1053.50 0.450 1053.953 6.2 11.70 2.125 1056.078 0.00 0.881 2.00 0.00 0.00 0 0.00 1.04 0.22621 .056690 0.06 0.320 0.00 1008.75 1053.74 0.466 1054.205 6.2 11.15 1.931 1056.136 0.00 0.881 2.00 0.00 0.00 0 0.00 0.91 0.22621 .049592 0.05 0.320 0.00 1009.66 1053.94 0.482 1054.425 6.2 10.63 1.756 1056.181 0.00 0.881 2.00 0.00 0.00 0 0.00 0.78 0.22621 .043350 0.03 0.320 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-7" FN: SDLTI7.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1010.44 1054.12 0.498 1054.619 6.2 10.13 1.594 1056.213 0.00 0.881 2.00 0.00 0.00 0 0.00 0.68 0.22621 .037892 0.03 0.320 0.00 1011.12 1054.27 0.515 1054.789 6.2 9.66 1.448 1056.237 0.00 0.881 2.00 0.00 0.00 0 0.00 0.59 0.22621 .033146 0.02 0.320 0.00 1011.71 1054.41 0.533 1054.941 6.2 9.21 1.318 1056.259 0.00 0.881 2.00 0.00 0.00 0 0.00 0.51 0.22621 .029013 0.01 0.320 0.00 1012.22 1054.52 0.552 1055.075 6.2 8.78 1.198 1056.273 0.00 0.881 2.00 0.00 0.00 0 0.00 0.45 0.22621 .025395 0.01 0.320 0.00 1012.67 1054.62 0.571 1055.196 6.2 8.38 1.090 1056.286 0.00 0.881 2.00 0.00 0.00 0 0.00 0.39 0.22621 .022225 0.01 0.320 0.00 1013.06 1054.71 0.591 1055.303 6.2 7.99 0.991 1056.294 0.00 0.881 2.00 0.00 0.00 0 0.00 0.33 0.22621 .019449 0.01 0.320 0.00 1013.39 1054.79 0.611 1055.400 6.2 7.62 0.901 1056.301 0.00 0.881 2.00 0.00 0.00 0 0.00 0.29 0.22621 .017027 0.00 0.320 0.00 1013.68 1054.85 0.633 1055.486 6.2 7.26 0.818 1056.304 0.00 0.881 2.00 0.00 0.00 0 0.00 0.25 0.22621 .014915 0.00 0.320 0.00 1013.93 1054.91 0.655 1055.565 6.2 6.92 0.744 1056.309 0.00 0.881 2.00 0.00 0.00 0 0.00 0.21 0.22621 .013062 0.00 0.320 0.00 1014.14 1054.96 0.678 1055.635 6.2 6.60 0.676 1056.311 0.00 0.881 2.00 0.00 0.00 0 0.00 0.17 0.22621 .011444 0.00 0.320 0.00 1014.31 1055.00 0.702 1055.698 6.2 6.29 0.615 1056.313 0.00 0.881 2.00 0.00 0.00 0 0.00 0.14 0.22621 .010031 0.00 0.320 0.00 I I b I I i a A k A k A & A a I k A lk A t J 1 1 t I 1 i ! 1 i A lk I lk a k 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-7" FN: SDLTI7.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR t,r**�,r*w*t,+r*«*w,e,r«,rtw,r,e*��a*,r****,t,t,r****,tt,r,t+**,r,r,t**,t,t**,r,t,e,e*,t,e,r*,t*,t*,trr*r+*w*a*,t***,r***r,r*w,e*w**t*,e**,r,rww*x*+,r ,e*,r*,r**,e**********• 1014.45 1055.03 0.727 1055.756 6.2 6.00 0.559 1056.315 0.00 0.881 2.00 0.00 0.00 0 0.00 0.11 0.22621 .008798 0.00 0.320 0.00 1014.56 1055.05 0.754 1055.807 6.2 5.72 0.508 1056.315 0.00 0.881 2.00 0.00 0.00 0 0.00 0.09 0.22621 .007719 0.00 0.320 0.00 1014.65 1055.07 0.781 1055.854 6.2 5.45 0.462 1056.316 0.00 0.881 2.00 0.00 0.00 0 0.00 0.07 0.22621 .006771 0.00 0.320 0.00 1014.72 1055.09 0.809 1055.897 6.2 5.20 0.420 1056.317 0.00 0.881 2.00 0.00 0.00 0 0.00 0.03 0.22621 .005944 0.00 0.320 0.00 1014.75 1055.10 0.839 1055.935 6.2 4.96 0.382 1056.317 0.00 0.881 2.00 0.00 0.00 0 0.00 0.02 0.22621 .005222 0.00 0.320 0.00 1014.77 1055.10 0.870 1055.970 6.2 4.73 0.347 1056.317 0.00 0.881 2.00 0.00 0.00 0 0.00 12.41 0.00494 .004884 0.06 0.870 0.00 1027.18 1055.16 0.870 1056.031 6.2 4.73 0.347 1056.378 0.00 0.881 2.00 0.00 0.00 0 0.00 1.77 0.00494 .004777 0.01 0.870 0.00 1028.95 1055.17 0.881 1056.051 6.2 4.65 0.336 1056.387 0.00 0.881 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1028.95 1055.17 1.360 1056.530 6.2 0.65 0.007 1056.537 0.00 0.290 4.50 7.00 0.00 0 0.00 R SDLT18.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 ** T2 WSPG ANALYSIS FOR SD LATERAL "1-8" T3 FN: SDLT18.DAT 1048.18 So 1002.191045.26 24 R 1041.961047.03 24 .013 — WE 1041.961047.03 1 .250 SH 1041.961047.03 1 CD 24 4 2.00 CD 1 2 0 0.00 9.00 7.00 0.00 0.00 0.00 AV E AN is e F Page 1 mm Mal 3.1 SDLT18.Q Page 1 k i k i t A a i t: a i i I t l t i t l t I 1 i i I i i i I t i I I I i a A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-8" FN: SDLTI8.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR •**+w*w,t*t*t*+,tt****,r+,r*,e*t*,t,e,t,e,t�,t,rr**,t«****,r*�*r*«*,t,t**ire******,t,r,t,ew****ww,e,t**,t,e*t***,t,a*,t,r*,t,r,t,r***,t,r,t*,r*t*,e *,t,t*,e *,t ,r«,e****�*�**,r** 1002.19 1045.26 2.920 1048.180 3.1 0.99 0.015 1048.195 0.00 0.615 2.00 0.00 0.00 0 0.00 20.76 0.04451 .000186 0.00 0.340 0.00 1022.95 1046.18 2.000 1048.184 3.1 0.99 0.015 1048.199 0.00 0.615 2.00 0.00 0.00 0 0.00 4.14 0.04451 .000174 0.00 0.340 0.00 1027.09 1046.37 1.814 1048.182 3.1 1.04 0.017 1048.199 0.00 0.615 2.00 0.00 0.00 0 0.00 2.39 0.04451 .000170 0.00 0.340 0.00 1029.48 1046.47 1.706 1048.181 3.1 1.09 0.018 1048.199 0.00 0.615 2.00 0.00 0.00 0 0.00 1.95 0.04451 .000184 0.00 0.340 0.00 1031.43 1046.56 1.618 1048.179 3.1 1.14 0.020 1048.199 0.00 0.615 2.00 0.00 0.00 0 0.00 1.71 0.04451 .000202 0.00 0.340 0.00 1033.14 1046.64 1.540 1048.178 3.1 1.19 0.022 1048.200 0.00 0.615 2.00 0.00 0.00 0 0.00 1.53 0.04451 .000225 0.00 0.340 0.00 1034.67 1046.71 1.470 1048.176 3.1 1.25 0.024 1048.200 0.00 0.615 2.00 0.00 0.00 0 0.00 1.40 0.04451 .000251 0.00 0.340 0.00 1036.07 1046.77 1.406 1048.174 3.1 1.31 0.027 1048.201 0.00 0.615 2.00 0.00 0.00 0 0.00 1.29 0.04451 .000281 0.00 0.340 0.00 1037.36 1046.83 1.346 1048.171 3.1 1.38 0.029 1048.200 0.00 0.615 2.00 0.00 0.00 0 0.00 1.18 0.04451 .000316 0.00 0.340 0.00 1038.54 1046.88 1.291 1048.169 3.1 1.44 0.032 1048.201 0.00 0.615 2.00 0.00 0.00 0 0.00 1.10 0.04451 .000356 0.00 0.340 0.00 1039.64 1046.93 1.239 1048.166 3.1 1.52 0.036 1048.202 0.00 0.615 2.00 0.00 0.00 0 0.00 1.01 0.04451 .000402 0.00 0.340 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-8" FN: SDLTI8.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 1040.65 1046.97 1.191 1048.163 3.1 1.59 0.039 1048.202 0.00 0.615 2.00 0.00 0.00 0 0.00 0.96 0.04451 .000454 0.00 0.340 0.00 1041.61 1047.01 1.145 1048.159 3.1 1.67 0.043 1048.202 0.00 0.615 2.00 0.00 0.00 0 0.00 0.35 0.04451 .000493 0.00 0.340 0.00 1041.96 1047.03 1.128 1048.158 3.1 1.70 0.045 1048.203 0.00 0.615 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1041.96 1047.03 1.210 1048.240 3.1 0.37 0.002 1048.242 0.00 0.183 9.00 7.00 0.00 0 0.00 err 4ow do 'am m, r0 no a" in dr F M 40 .r SDLT19.DAT 0 T1 RBF CONSULTING — CITY OF FONTANA — TRACT NO. 16495 T2 WSPG ANALYSIS FOR SD LATERAL "I-9" T3 FN: SDLT19.DAT 1049.18 SO 1001.561045.61 24 R 1015.651049.75 24 .013 WE 1015.651049.75 1 .250 SH 1015.651049.75 1 CD 24 4 2.00 CD 1 2 0 0.00 6.00 7.00 0.00 0.00 0.00 Page 1 2.2 SDLT19.Q Page 1 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-9" FN: SDLTI9.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1001.56 1045.61 3.570 1049.180 2.2 0.70 0.008 1049.188 0.00 0.515 2.00 0.00 0.00 0 0.00 5.35 0.29383 .000094 0.00 0.180 0.00 1006.91 1047.18 2.000 1049.181 2.2 0.70 0.008 1049.189 0.00 0.515 2.00 0.00 0.00 0 0.00 0.62 0.29383 .000088 0.00 0.180 0.00 1007.53 1047.37 1.814 1049.179 2.2 0.73 0.008 1049.187 0.00 0.515 2.00 0.00 0.00 0 0.00 0.37 0.29383 .000085 0.00 0.180 0.00 1007.90 1047.47 1.706 1049.178 2.2 0.77 0.009 1049.187 0.00 0.515 2.00 0.00 0.00 0 0.00 0.29 0.29383 .000092 0.00 0.180 0.00 1008.19 1047.56 1.618 1049.177 2.2 0.81 0.010 1049.187 0.00 0.515 2.00 0.00 0.00 0 0.00 0.27 0.29383 .000102 0.00 0.180 0.00 1008.46 1047.64 1.540 1049.176 2.2 0.85 0.011 1049.187 0.00 0.515 2.00 0.00 0.00 0 0.00 0.23 0.29383 .000113 0.00 0.180 0.00 1008.69 1047.70 1.470 1049.175 2.2 0.89 0.012 1049.187 0.00 0.515 2.00 0.00 0.00 0 0.00 0.21 0.29383 .000126 0.00 0.180 0.00 1008.90 1047.77 1.406 1049.174 2.2 0.93 0.013 1049.187 0.00 0.515 2.00 0.00 0.00 0 0.00 0.20 0.29383 .000141 0.00 0.180 0.00 1009.10 1047.83 1.346 1049.172 2.2 0.98 0.015 1049.187 0.00 0.515 2.00 0.00 0.00 0 0.00 0.19 0.29383 .000159 0.00 0.180 0.00 1009.29 1047.88 1.291 1049.171 2.2 1.03 0.016 1049.187 0.00 0.515 2.00 0.00 0.00 0 0.00 0.17 0.29383 .000179 0.00 0.180 0.00 1009.46 1047.93 1.239 1049.169 2.2 1.08 0.018 1049.187 0.00 0.515 2.00 0.00 0.00 0 0.00 0.15 0.29383 .000202 0.00 0.180 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-9" FN: SDLT19.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1009.61 1047.98 1.191 1049.168 2.2 1.13 0.020 1049.188 0.00 0.515 2.00 0.00 0.00 0 0.00 0.15 0.29383 .000228 0.00 0.180 0.00 1009.76 1048.02 1.145 1049.166 2.2 1.18 0.022 1049.188 0.00 0.515 2.00 0.00 0.00 0 0.00 0.15 0.29383 .000258 0.00 0.180 0.00 1009.91 1048.06 1.101 1049.164 2.2 1.24 0.024 1049.188 0.00 0.515 2.00 0.00 0.00 0 0.00 0.13 0.29383 .000293 0.00 0.180 0.00 1010.04 1048.10 1.060 1049.161 2.2 1.30 0.026 1049.187 0.00 0.515 2.00 0.00 0.00 0 0.00 0.13 0.29383 .000332 0.00 0.180 0.00 1010.17 1048.14 1.020 1049.159 2.2 1.36 0.029 1049.188 0.00 0.515 2.00 0.00 0.00 0 0.00 0.10 0.29383 .000377 0.00 0.180 0.00 1010.27 1048.17 0.983 1049.152 2.2 1.43 0.032 1049.184 0.00 0.515 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1010.27 1048.17 0.232 1048.401 2.2 10.84 1.824 1050.225 0.00 0.515 2.00 0.00 0.00 0 0.00 0.40 0.29383 .108777 0.04 0.180 0.00 1010.67 1048.29 0.239 1048.525 2.2 10.33 1.657 1050.182 0.00 0.515 2.00 0.00 0.00 0 0.00 0.71 0.29383 .094650 0.07 0.180 0.00 1011.38 1048.50 0.247 1048.743 2.2 9.82 1.498 1050.241 0.00 0.515 2.00 0.00 0.00 0 0.00 0.61 0.29383 .082699 0.05 0.180 0.00 1011.99 1048.67 0.256 1048.929 2.2 9.36 1.361 1050.290 0.00 0.515 2.00 0.00 0.00 0 0.00 0.52 0.29383 .072219 0.04 0.180 0.00 1012.51 1048.83 0.264 1049.091 2.2 8.94 1.242 1050.333 0.00 0.515 2.00 0.00 0.00 0 0.00 0.45 0.29383 .063007 0.03 0.180 0.00 o f t; a i I I t l & i k i a i 1! f 1 ! i i i t i 1 1 ! f t i I i I i 11 LICENSEE: R.S.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-9" FN: SDLTI9.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1012.96 1048.96 0.273 1049.232 2.2 8.53 1.129 1050.361 0.00 0.515 2.00 0.00 0.00 0 0.00 0.39 0.29383 .055010 0.02 0.180 0.00 1013.35 1049.07 0.282 1049.356 2.2 8.12 1.023 1050.379 0.00 0.515 2.00 0.00 0.00 0 0.00 0.34 0.29383 .047994 0.02 0.180 0.00 1013.69 1049.17 0.291 1049.466 2.2 7.75 0.932 1050.398 0.00 0.515 2.00 0.00 0.00 0 0.00 0.30 0.29383 .041891 0.01 0.180 0.00 1013.99 1049.26 0.301 1049.563 2.2 7.38 0.846 1050.409 0.00 0.515 2.00 0.00 0.00 0 0.00 0.26 0.29383 .036585 0.01 0.180 0.00 1014.25 1049.34 0.311 1049.649 2.2 7.05 0.772 1050.421 0.00 0.515 2.00 0.00 0.00 0 0.00 0.22 0.29383 .031962 0.01 0.180 0.00 1014.47 1049.40 0.322 1049.727 2.2 6.71 0.699 1050.426 0.00 0.515 2.00 0.00 0.00 0 0.00 0.20 0.29383 .027935 0.01 0.180 0.00 1014.67 1049.46 0.333 1049.796 2.2 6.40 0.635 1050.431 0.00 0.515 2.00 0.00 0.00 0 0.00 0.18 0.29383 .024398 0.00 0.180 0.00 1014.85 1049.51 0.344 1049.858 2.2 6.11 0.580 1050.438 0.00 0.515 2.00 0.00 0.00 0 0.00 0.15 0.29383 .021293 0.00 0.180 0.00 1015.00 1049.56 0.355 1049.914 2.2 5.82 0.526 1050.440 0.00 0.515 2.00 0.00 0.00 0 0.00 0.13 0.29383 .018588 0.00 0.180 0.00 1015.13 1049.60 0.367 1049.964 2.2 5.56 0.479 1050.443 0.00 0.515 2.00 0.00 0.00 0 0.00 0.11 0.29383 .016247 0.00 0.180 0.00 1015.24 1049.63 0.380 1050.009 2.2 5.29 0.434 1050.443 0.00 0.515 2.00 0.00 0.00 0 0.00 0.09 0.29383 .014205 0.00 0.180 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 4 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-9" FN: SDLTI9.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1015.33 1049.66 0.393 1050.050 2.2 5.05 0.395 1050.445 0.00 0.515 2.00 0.00 0.00 0 0.00 0.09 0.29383 .012410 0.00 0.180 0.00 1015.42 1049.68 0.406 1050.087 2.2 4.81 0.360 1050.447 0.00 0.515 2.00 0.00 0.00 0 0.00 0.06 0.29383 .010843 0.00 0.180 0.00 1015.48 1049.70 0.420 1050.120 2.2 4.58 0.326 1050.446 0.00 0.515 2.00 0.00 0.00 0 0.00 0.06 0.29383 .009476 0.00 0.180 0.00 1015.54 1049.72 0.434 1050.151 2.2 4.37 0.297 1050.448 0.00 0.515 2.00 0.00 0.00 0 0.00 0.04 0.29383 .008282 0.00 0.180 0.00 1015.58 1049.73 0.449 1050.178 2.2 4.17 0.270 1050.448 0.00 0.515 2.00 0.00 0.00 0 0.00 0.03 0.29383 .007240 0.00 0.180 0.00 1015.61 1049.74 0.464 1050.203 2.2 3.98 0.246 1050.449 0.00 0.515 2.00 0.00 0.00 0 0.00 0.02 0.29383 .006328 0.00 0.180 0.00 1015.63 1049.74 0.480 1050.225 2.2 3.79 0.223 1050.448 0.00 0.515 2.00 0.00 0.00 0 0.00 0.02 0.29383 .005532 0.00 0.180 0.00 1015.65 1049.75 0.496 1050.245 2.2 3.61 0.203 1050.448 0.00 0.515 2.00 0.00 0.00 0 0.00 0.00 0.29383 .004822 0.00 0.180 0.00 1015.65 1049.75 0.515 1050.265 2.2 3.44 0.183 1050.448 0.00 0.515 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1015.65 1049.75 0.776 1050.526 2.2 0.41 0.003 1050.529 0.00 0.145 6.00 7.00 0.00 0 0.00 N F "a Ai E E M. !1 Page 1 SDLTIl0.DAT 0 T1 RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 *� T2 WSPG ANALYSIS FOR SD LATERAL "I-1011 T3 FN: SDLTIl0.DAT SO 1001.951042.77 24 1047.11 R 1015.951046.48 24 .013 *� WE 1015.951046.48 1 .250 SH 1015.951046.48 1 CD 24 4 2.00 CD 1 2 0 0.00 9.50 14.00 0.00 0.00 0.00 N F "a Ai E E M. !1 Page 1 5.6 SDLTIlO.Q Page 1 I r a A I A 6, A I: a I a! it A i 1 i I 11 t I k i i i a l i I 11 a/ I i LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 1 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-10" FN: SDLTIl0.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx 1001.95 1042.77 4.340 1047.110 5.6 1.78 0.049 1047.159 0.00 0.836 2.00 0.00 0.00 0 0.00 8.85 0.26500 .000607 0.01 0.300 0.00 1010.80 1045.12 2.000 1047.115 5.6 1.78 0.049 1047.164 0.00 0.836 2.00 0.00 0.00 0 0.00 0.68 0.26500 .000568 0.00 0.300 0.00 1011.48 1045.30 1.814 1047.110 5.6 1.87 0.054 1047.164 0.00 0.836 2.00 0.00 0.00 0 0.00 0.39 0.26500 .000555 0.00 0.300 0.00 1011.87 1045.40 1.706 1047.105 5.6 1.96 0.060 1047.165 0.00 0.836 2.00 0.00 0.00 0 0.00 0.31 0.26500 .000601 0.00 0.300 0.00 1012.18 1045.48 1.618 1047.099 5.6 2.06 0.066 1047.165 0.00 0.836 2.00 0.00 0.00 0 0.00 0.27 0.26500 .000661 0.00 0.300 0.00 1012.45 1045.55 1.540 1047.092 5.6 2.16 0.072 1047.164 0.00 0.836 2.00 0.00 0.00 0 0.00 0.24 0.26500 .000733 0.00 0.300 0.00 1012.69 1045.62 1.470 1047.085 5.6 2.26 0.079 1047.164 0.00 0.836 2.00 0.00 0.00 0 0.00 0.21 0.26500 .000818 0.00 0.300 0.00 1012.90 1045.67 1.406 1047.078 5.6 2.37 0.087 1047.165 0.00 0.836 2.00 0.00 0.00 0 0.00 0.19 0.26500 .000916 0.00 0.300 0.00 1013.09 1045.72 1.346 1047.069 5.6 2.49 0.096 1047.165 0.00 0.836 2.00 0.00 0.00 0 0.00 0.03 0.26500 .000971 0.00 0.300 0.00 1013.12 1045.73 1.346 1047.078 5.6 2.49 0.096 1047.174 0.00 0.836 2.00 0.00 0.00 0 0.00 HYDRAULIC JUMP 0.00 1013.12 1045.73 0.496 1046.228 5.6 9.23 1.322 1047.550 0.00 0.836 2.00 0.00 0.00 0 0.00 0.12 0.26500 .033664 0.00 0.300 0.00 LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 2 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-10" FN: SDLTI10.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1013.24 1045.76 0.496 1046.257 5.6 9.21 1.317 1047.574 0.00 0.836 2.00 0.00 0.00 0 0.00 0.44 0.26500 .031506 0.01 0.300 0.00 1013.68 1045.88 0.513 1046.391 5.6 8.79 1.200 1047.591 0.00 0.836 2.00 0.00 0.00 0 0.00 0.38 0.26500 .027563 0.01 0.300 0.00 1014.06 1045.98 0.531 1046.510 5.6 8.37 1.088 1047.598 0.00 0.836 2.00 0.00 0.00 0 0.00 0.34 0.26500 .024113 0.01 0.300 0.00 1014.40 1046.07 0.549 1046.617 5.6 7.99 0.991 1047.608 0.00 0.836 2.00 0.00 0.00 0 0.00 0.29 0.26500 .021092 0.01 0.300 0.00 1014.69 1046.15 0.568 1046.714 5.6 7.62 0.901 1047.615 0.00 0.836 2.00 0.00 0.00 0 0.00 0.25 0.26500 .018461 0.00 0.300 0.00 1014.94 1046.21 0.588 1046.800 5.6 7.26 0.819 1047.619 0.00 0.836 2.00 0.00 0.00 0 0.00 0.22 0.26500 .016158 0.00 0.300 0.00 1015.16 1046.27 0.608 1046.878 5.6 6.92 0.744 1047.622 0.00 0.836 2.00 0.00 0.00 0 0.00 0.18 0.26500 .014147 0.00 0.300 0.00 1015.34 1046.32 0.630 1046.948 5.6 6.60 0.676 1047.624 0.00 0.836 2.00 0.00 0.00 0 0.00 0.16 0.26500 .012393 0.00 0.300 0.00 1015.50 1046.36 0.652 1047.012 5.6 6.29 0.615 1047.627 0.00 0.836 2.00 0.00 0.00 0 0.00 0.12 0.26500 .010855 0.00 0.300 0.00 1015.62 1046.39 0.675 1047.069 5.6 6.00 0.559 1047.628 0.00 0.836 2.00 0.00 0.00 0 0.00 0.11 0.26500 .009511 0.00 0.300 0.00 1015.73 1046.42 0.699 1047.121 5.6 5.72 0.508 1047.629 0.00 0.836 2.00 0.00 0.00 0 0.00 0.08 0.26500 .008337 0.00 0.300 0.00 I i i I & A k I & I a I t i a 1 l 1 a i t! 1 i t 1 o f & A it A i A a i a A LICENSEE: R.B.F. & ASSOC. - SAN DIEGO F0515P PAGE 3 WATER SURFACE PROFILE LISTING RBF CONSULTING - CITY OF FONTANA - TRACT NO. 16495 WSPG ANALYSIS FOR SD LATERAL "I-10" FN: SDLTI10.DAT STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR •t,t,trw*wrw**,e,r*w**,e,et*,e*,e,tr,e,e,e,ea,e,e***,e,e*,e,tt,e,t,t**,c,r*�,e,rw***e***,e,r,e+*w**�*w,t**,r*,ew*,r*,e,t,e*r,t*r,rw**,r**,r�,r�*,r***,r***+*,r ,e ,r*,e**w*,e*r,r,rrw*,t 1015.81 1046.44 0.724 1047.168 5.6 5.45 0.462 1047.630 0.00 0.836 2.00 0.00 0.00 0 0.00 0.06 0.26500 .007310 0.00 0.300 0.00 1015.87 1046.46 0.750 1047.210 5.6 5.20 0.420 1047.630 0.00 0.836 2.00 0.00 0.00 0 0.00 0.05 0.26500 .006412 0.00 0.300 0.00 1015.92 1046.47 0.777 1047.248 5.6 4.96 0.382 1047.630 0.00 0.836 2.00 0.00 0.00 0 0.00 0.02 0.26500 .005625 0.00 0.300 0.00 1015.94 1046.48 0.805 1047.283 5.6 4.73 0.347 1047.630 0.00 0.836 2.00 0.00 0.00 0 0.00 0.01 0.26500 .004927 0.00 0.300 0.00 1015.95 1046.48 0.836 1047.316 5.6 4.50 0.315 1047.631 0.00 0.836 2.00 0.00 0.00 0 0.00 WALL ENTRANCE 0.00 1015.95 1046.48 1.294 1047.774 5.6 0.31 0.001 1047.775 0.00 0.171 9.50 14.00 0.00 0 0.00 ,w CB LAT "A-2" Worksheet for Curb Inlet In Sag 40 Project Description A. Worksheet CB LAT "A-2" Type Curb Inlet In Sag Solve For Spread Input Data �r Discharge 5.50 cfs .,. Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 14.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal �. Local Depression 4.0 in ., Local Depression Width 4.00000 ft r Results Spread 11.67265 ft Throat Incline Angle 90.00 degrees rrr Depth 0.32 ft Gutter Depression 1.0 in Total Depression 5.0 in rr F ma do No wr am r IN E Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2116!200510:39 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 rIl CB LAT "A-3" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "A-3" Type Solve For Curb Inlet In Sag Spread Input Data Discharge 6.10 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 16.33726 ft Throat Incline Angle Depth 90.00 degrees 0.41 ft Gutter Depression 1.0 in Total Depression 5.0 in h:\pdata\15100634\calcslstorm drain\tr 16495.fm2 RBF Consulting Project Engineer: RBF Consulting 2/16/2005 10:40 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 FlowMaster v6.1 [614k] 1 9 a:. CB LAT "A-4" Worksheet for Curb Inlet In Sag 40 Project Description Worksheet CB LAT "A-4" Type Curb Inlet In Sag Solve For Spread Input Data .r Discharge 1.10 cis ... Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 fUft ■r. Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal �r Local Depression 4.0 in Local Depression Width 4.00000 ft Results *. Spread 3.57304 ft Throat Incline Angle 90.00 degrees dw Depth 0.19 ft Gutter Depression 1.0 in ' Total Depression 5.0 in Notes: Tributary flows to catch basin "A-4" equal to 4.1 cfs. Due to the street grading, CB "A-4" will only experience a portion of the A total 0.31 ac are tributary to CB "A-4" which accounts for �. total flowrate. Most of the flows will travel south along Blue Ash Ln. of based a of 3.3 cfs/ac. The remaining 3.1 ds will continue south along Blue Ash 1.0 cis of the total 100 -year flow rate upon yield '1111 Ln. AN Ad N 1W do 0 40 q0 Project Engineer: RBF Consulting 49 FlowMaster v6.1 [614k] h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting Page 1 V111 2/16/200510:40 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 C13 LAT "A-5" Worksheet for Curb Inlet In Sag rroject uescription Worksheet CB LAT "A-5" Type Curb Inlet In Sag Solve For Spread input uata Discharge 1.80 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 21.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft mesuits Spread 3.48703 ft Throat Incline Angle 90.00 degrees Depth 0.18 ft Gutter Depression 1.0 in Total Depression 5.0 in h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 Project Engineer: RBF Consulting 2/16/2005 10:40 AM © Haestad Methods, Inc. 37 Brookside Road ns Waterbury, CT 06708 USA 203 755-1666 FlowMaster v6.1 [age I � ) Page 1 CB LAT "A-6" Worksheet for Curb Inlet In Sag Notes: Tributary flows to catch basin "A-6" equal to 1.7 cis. In addition, 1.7 cis bypass catch basin "F-1" (see CB "F-1" analysis). The total tributary flowrate catch basin "A-6" is 3.4 cis. 10, Project Engineer. RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] .. 2/16/200510:40 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Project Description No Worksheet CB LAT "A-6" Type Curb Inlet In Sag Solve For Spread Input Data �I Discharge 3.40 cis ,w Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in .,, Local Depression Width 4.00000 ft Results �* Spread 11.06484 ft Throat Incline Angle 90.00 degrees Depth 0.31 ft .. Gutter Depression 1.0 in Total Depression 5.0 in Notes: Tributary flows to catch basin "A-6" equal to 1.7 cis. In addition, 1.7 cis bypass catch basin "F-1" (see CB "F-1" analysis). The total tributary flowrate catch basin "A-6" is 3.4 cis. 10, Project Engineer. RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] .. 2/16/200510:40 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 C13 LAT "A-7" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "A-7" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 2.00 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 3.92087 ft Throat Incline Angle 90.00 degrees Depth 0.24 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:41 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 F CB LAT "13-1" Q25 Worksheet for Curb Inlet In Sag .. 49 Project Description *0 Worksheet CB LAT "B-1" Q25 AN Type Curb Inlet In Sag Solve For Spread .. me M so Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/17/200510:14 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Alli ' Input Data rr Discharge 6.10 cfs "- Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft ,., Curb Throat Type Horizontal Local Depression 4.0 in -* Local Depression Width 4.00000 ft Results Spread 16.33726 ft Throat Incline Angle 90.00 degrees .. Depth 0.41 ft Gutter Depression 1.0 in Total Depression 5.0 in .. me M so Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/17/200510:14 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Alli ' CB LAT "13-2" Q25 Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "B-2" Q25 Type Curb Inlet In Sag Solve For Spread Input Data Discharge 3.20 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 10.62656 ft Throat Incline Angle 90.00 degrees Depth 0.30 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/17/2005 10:14 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 me AN CB LAT "13-3" Q25 Worksheet for Curb Inlet In Sag wo Ad Project Description +m Worksheet CB LAT "13-3" Q25 Type Curb Inlet In Sag AN Solve For Spread .. Input Data �r Discharge 3.90 cfs ... Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 3.50000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in ..,, Local Depression Width 4.00000 ft �r Results -� Spread 14.64217 ft Throat Incline Angle 90.00 degrees Depth 0.38 ft Gutter Depression 1.0 in Total Depression 5.0 in M .w 40 INI Am s Ad 40 011 is Project Engineer: RBF Consulting hApdata\15100634\ca1cs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] ,,,,, 2/17/200510:15 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT "B-4" Q25 Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "134" Q25 Type Curb Inlet In Sag Solve For Spread Input Data Discharge 2.00 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results - Spread 3.92087 ft Throat Incline Angle 90.00 degrees Depth 0.24 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/17/2005 10:16 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 A qv As qm sir ma .w mm ,rr r� r ,. 40 IN IN 410 qq JId e ii CB LAT "B-5" Q25 Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "B-5" Q25 Type Curb Inlet In Sag Solve For Spread Input Data Discharge 7.60 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 Wit Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 18.91625 ft Throat Incline Angle 90.00 degrees Depth 0.47 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\stonn drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/17/200510:17 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT "13-6" Q25 Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "13-6" Q25 Type Curb Inlet In Sag Solve For Spread Input Data Discharge 5.00 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 3.50000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 17.27994 ft Throat Incline Angle 90.00 degrees Depth 0.43 ft Gutter Depression 1.0 in Total Depression 5.0 in Notes: Estimated flowrate to CB "B-6" is 3.4 cfs. Total bypass flows from CB "13-12" is 1.6 cfs towards CB "13-6". For a total estimated flowrate of 5.0 cfs. Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/17/2005 10:18 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 M R 0 "m AN Al 8 F r r F w it V JG E e R "m ii CB LAT 1113-7" Q25 Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "B-7" Q25 Type Curb Inlet In Sag Solve For Spread Input Data Discharge 2.50 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 3.50000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 10.88568 ft Throat Incline Angle 90.00 degrees Depth 0.30 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/17/200510:19 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT "13-8" Q25 Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "B-8" Q25 Type Curb Inlet In Sag Solve For Spread Input Data Discharge 2.10 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 3.50000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 9.69115 ft Throat Incline Angle 90.00 degrees Depth 0.28 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/17/2005 10:20 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 d d M 0 0 .r rr 8 h rr r wo err M 40 .w am CB LAT "B-9" Q25 Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "13-9" Q25 Type Curb Inlet In Sag Solve For Spread Gutter Depression 1.0 in Total Depression 5.0 in Input Data Discharge 1.80 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 3.50000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 8.74468 ft Throat Incline Angle 90.00 degrees Depth 0.26 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/17/200510:20 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT "B-11" Q25 Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "B-11" Q25 Type Curb Inlet In Sag Solve For Spread Input Data Discharge 4.20 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 3.50000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 15.38373 ft Throat Incline Angle 90.00 degrees Depth 0.39 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/17/2005 10:22 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT "13-12" Q25 Worksheet for Curb Inlet On Grade Project Description Worksheet CB LAT "B-12" Q25 Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 2.60 cfs Slope 0.023100 ft/ft Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.015 Curb Opening Length 3.50000 ft Local Depression 4.0 in Local Depression Width 4.00000 ft Results Efficiency 0.37 Intercepted Flow 0.97 cfs Bypass Flow 1.63 cfs Spread 7.71421 ft Depth 0.24 ft Flow Area 0.7 ft2 Gutter Depression 1.0 in Total Depression 5.0 in Velocity 3.81 ft/s Equivalent Cross Slope 0.089998 ft/ft Length Factor 0.23 Total Interception Length 15.25205 ft Notes: Tributary flows to catch basin "B-12" equal to 2.6 cfs. 1.6 cfs will bypass the catch basin towards catch basin "B-6" low point. Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/17/2005 10:25 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 I" do ,N Ad on 40 CB LAT "13-1" + FLOWBY Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "13-1" + FLOWBY Type Curb Inlet In Sag Solve For Spread Input Data MN Discharge 8.10 cfs .. Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in ... Local Depression Width 4.00000 ft irr Results Spread 19.73706 ft Throat Incline Angle 90.00 degrees Depth 0.48 ft Gutter Depression 1.0 in Total Depression 5.0 in Notes: Tributary flows to catch basin "13-1" equal to 8.0 cfs and to "13-2" is 4.2 cfs. In addition, based upon the hydraulics, 3.9 cfs are estimated to not enter the system at catch basins "13-10" and "13-11". Therefore, the total tributary flows to catch basins "B-1" do and "13-2" is (8.0+4.2+3.9) 16.1 cfs to be equally distributed between both catch basins. .r Project Engineer: RBF Consulting FlowMaster v6.1 [614k] h:\pdata\15100634\calcs\storm drain\tr 16495.tm2 RBF Consulting Page 1 .. 2/17/200511:20 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 6 CB LAT "13-2" + FLOWBY Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "13-2" + FLOWBY Type Curb Inlet In Sag Solve For Spread Input Data Discharge 8.10 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Kesults Spread 19.73706 ft Throat Incline Angle 90.00 degrees Depth 0.48 ft Gutter Depression 1.0 in Total Depression 5.0 in Notes: Tributary flows to catch basin "B-1" equal to 8.0 cfs and to "B-2" is 4.2 cfs. In addition, based upon the hydraulics, 3.9 cfs are estimated to not enter the system at catch basins "B-10" and "B-11 ". Therefore, the total tributary flows to catch basins "13-1" and "13-2" is (8.0+4.2+3.9) 16.1 cfs to be equally distributed between both catch basins. h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting Project Engineer: RBF Consulting 2/17/2005 11:20 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 FlowMaster v6.1 [614k] 1 ,. do I" is d do 0 0 h 0 r E I" 4A �fl! AN d9 d CB LAT "B-3" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "13-3" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 5.00 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 fttft Curb Opening Length 3.50000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 17.27994 ft Throat Incline Angle 90.00 degrees Depth 0.43 ft Gutter Depression 1.0 in Tntal DeDression 5.0 in Project Engineer: RBF Consulting FlowMaster v6.1 [614k] h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting 2/16/200510:30 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 page 1 CB LAT 1113-4" Worksheet for Curb Inlet In Sag rroject Description Worksheet CB LAT "B-4" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 5.60 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 15.43185 ft Throat Incline Angle 90.00 degrees Depth 0.40 ft Gutter Depression 1.0 in Total Depression 5.0 in Notes: Tributary flows to catch basin "B-4" equal to 2.6 cfs and to "B-5" is 9.8 cfs. Flowrate to "B-5" will exceed the half street capacity. Therefore (9.8-6.8) 3.0 cfs will overtop the centerline towards catch basin "13-4" for a total of 5.6 cfs. h:\pdata\15100634\calcs\stonn drain\tr 16495.fm2 Project Engineer: RBF Consulting RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:31 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 r F a R d d d F F rr R M N E 4m as E CB LAT "B-5" Worksheet for Curb Inlet In Sag Project Description Worksheet C13 LAT "13-5" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 6.80 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 17.56434 ft Throat Incline Angle 90.00 degrees Depth 0.44 ft Gutter Depression 1.0 in Total Depression 5.0 in Notes: Tributary flows to catch basin "134" equal to 2.6 cfs and to "13-5" is 9.8 cfs. Flowrate to "13-5" will exceed the half street capacity. Therefore (9.8-6.8) 3.0 cfs will overtop the centerline towards catch basin "13-4" for a total of 5.6 cfs. Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/200510:32 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT "13-6" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "13-6" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 5.90 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 3.50000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 19.29584 ft Throat Incline Angle 90.00 degrees Depth 0.47 ft Gutter Depression 1.0 in Total Depression 5.0 in Notes: Estimated flowrate to CB "B-6" is 4.4 cfs and at "13-7" is 3.2 cfs. Total bypass flows from CB "B-12" is 2.1 cfs towards CB "B-6". The difference in elevation between the normal gutter flowline and the street centerline is 0.47'. Therefore, based upon the depth of water at the catch basin the centerline elevation will be exceeded distributing 0.6 cfs over towards CB "B-7" for a total estimated flowrate of (3.2+0.6) of 3.8 cfs. Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:33 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 R CB LAT "13-7" Worksheet for Curb Inlet In Sag on im Results Project Description Spread �! Worksheet CB LAT "B-7" W Type Curb Inlet In Sag 1.0 in Solve For Spread 4" Input Data Discharge 3.80 cfs e� Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ftKt Road Cross Slope 0.020000 fVft Curb Opening Length 3.50000 ft ,�. Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft ■r on im Results Spread 14.39079 ft Throat Incline Angle 90.00 degrees Depth 0.37 ft Gutter Depression 1.0 in Total Depression 5.0 in Notes: Estimated flowrate to CB "13-6" is 4.4 cis and at "13-7" is 3.2 cfs. Total bypass flows from CB "13-12" is 2.1 cfs towards CB "13-6". The difference in elevation between the normal gutter flowline and the street centerline is 0.47'. Therefore, based upon the depth of water at the catch basin the centerline elevation will be exceeded distributing 0.6 cfs over towards CB "13-7" for a total estimated flowrate of (3.2+0.6) of 3.8 cfs. rt 0 14 IN �l H Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] �I 21161200510:34 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT "13-10" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "13-10" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 6.50 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 3.50000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 20.58280 ft Throat Incline Angle 90.00 degrees Depth 0.50 ft Gutter Depression 1.0 in Total Depression 5.0 in Notes: Total tributary flowrate to CB "13-110" is estimated as 7.5 cfs and at "B-11" is 5.5 cfs. The difference in elevation between the normal gutter flowline and the street centerline is 0.47'. Therefore, based upon the depth of water at the catch basin the centerline will be exceeded distributing the flows equally between both catch basins; 6.5 cfs to each catch basin. Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:36 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 M E Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.frn2 RBF Consulting FlowMaster v6.1 [614k] .e. 2/16/2005 10:37 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT 1'13-11" Worksheet for Curb inlet In Sag do Project Description *� Worksheet CB LAT "B-11" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 6.50 cfs .. Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 3.50000 ft Opening Height 0.67 ft �., Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 20.58280 ft Throat Incline Angle 90.00 degrees a�. Depth 0.50 ft Gutter Depression 1.0 in Total Depression 5.0 in �r Notes: Total tributary flowrate to CB "13-10" is estimated as 7.5 ds and at "B-11" is 5.5 cis. The difference in elevation between the normal gutter flowline and the street centerline is 0.47'. Therefore, based upon the depth of water at the catch basin the centerline .r will be exceeded distributing the flows equally between both catch basins; 6.5 cis to each catch basin. M E Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.frn2 RBF Consulting FlowMaster v6.1 [614k] .e. 2/16/2005 10:37 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT "B-12" Worksheet for Curb Inlet On Grade Project Description Worksheet CB LAT "B-12" Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 3.20 cfs Slope 0.023100 ft/ft Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.015 Curb Opening Length 3.50000 ft Local Depression 4.0 in Local Depression Width 4.00000 ft Results Efficiency 0.34 Intercepted Flow 1.07 cfs Bypass Flow 2.13 cfs Spread 8.48574 ft Depth 0.26 ft Flow Area 0.8 ftZ Gutter Depression 1.0 in Total Depression 5.0 in Velocity 3.97 ft/s Equivalent Cross Slope 0.085117 ft/ft Length Factor 0.20 Total Interception Length 17.20813 ft Notes: Tributary flows to catch basin "B-12" equal to 3.2 cfs. 2.1 cfs will bypass the catch basin towards catch basin "B-6" & "B-7" low point. Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:38 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 I" Spread M Throat Incline Angle CB LAT "C-1" Depth 0.49 ft Worksheet for Curb Inlet In Sag IVII Total Depression 5.0 in a Project Description +•M Worksheet CB LAT "C-1" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 8.40 cfs ... Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in ..., Local Depression Width 4.00000 ft Results Spread 20.22144 ft Throat Incline Angle 90.00 degrees Depth 0.49 ft Gutter Depression 1.0 in Total Depression 5.0 in rrr Notes: Tributary flows to catch basin "C-2" equal to 7.4 cfs. In addition, 3.1 cfs bypass catch basin "A-4" (see CB "A-4" analysis). The total tributary flowrate catch basin "C-2" is 10.5 cfs exceeding the half street capacity (6.8 cfs). Tributary flows to catch basin "C-1" equal to 6.2 cfs; the cumulative flowrate to this low point is 16.7 cfs that will be distributed equally between both catch basins since the half street capacity is exceeded; 8.4 cfs to each catch basin. w a 4d n AN Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] wi 2/16/200510:41 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 ii CB LAT 11C-2" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "C-2" Type Curb Inlet In Sag Solve For Spread Gutter Depression 1.0 in Input Data 5.0 in Discharge 8.40 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 20.22144 ft Throat Incline Angle 90.00 degrees Depth 0.49 ft Gutter Depression 1.0 in Total Depression 5.0 in Notes: Tributary flows to catch basin "C-2" equal to 7.4 cfs. In addition, 3.1 cfs bypass catch basin "A-4" (see CB "A-4" analysis). The total tributary flowrate catch basin "C-2" is 10.5 cfs exceeding the half street capacity (6.8 cfs). Tributary flows to catch basin "C-1" equal to 6.2 cfs; the cumulative flowrate to this low point is 16.7 cfs that will be distributed equally between both catch basins since the half street capacity is exceeded; 8.4 cfs to each catch basin. Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:41 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 R m 4d d 8 arr Am rw -. No AU mm 4w in .19 F N M 9 s AN CB LAT "C-3" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "C-3" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 5.80 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 15.79712 ft Throat Incline Angle 90.00 degrees Depth 0.40 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h.\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/200510:42 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT "C-4" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "C-4" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 6.30 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 14.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 12.77874 ft Throat Incline Angle 90.00 degrees Depth 0.34 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:42 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 t "a AN "m Am 9m Am IN iM 8 E M Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/200510:42 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 6 CB LAT "C-5" Worksheet for Curb Inlet In Sag Project Description ., Worksheet CB LAT "C-5" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 2.30 cfs ,,. Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft " Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in ,., Local Depression Width 4.00000 ft Results .� Spread 8.52664 ft Throat Incline Angle 90.00 degrees �r Depth 0.26 ft Gutter Depression 1.0 in 4. Total Depression 5.0 in t "a AN "m Am 9m Am IN iM 8 E M Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/200510:42 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 6 CB LAT "D-1" Worksheet for Curb inlet In Sag 8 F me to .r .v 40 0 ME dI Project Engineer. RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] *. 2/16/200510:43 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 ,rr Project Description �* Worksheet CB LAT "D-1" Type Curb Inlet In Sag Solve For Spread Input Data ,rr Discharge 2.10 cfs ... Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 3.50000 ft Opening Height 0.67 ft ,.. Curb Throat Type Horizontal Local Depression 4.0 in •� Local Depression Width 4.00000 ft Results Spread 9.69115 ft Throat Incline Angle 90.00 degrees Depth 0.28 ft Gutter Depression 1.0 in Total Depression 5.0 in 8 F me to .r .v 40 0 ME dI Project Engineer. RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] *. 2/16/200510:43 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 ,rr CB LAT "D-2" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "D-2" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 1.90 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 3.50000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 9.06563 ft Throat Incline Angle 90.00 degrees Depth 0.27 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:43 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT "D-3" Worksheet for Curb Inlet In Sag Im rrl Project Engineer: RBF Consulting hApdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] qm 2/16/200510:48 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 6 ' Project Description .0 Worksheet CB LAT "D-3" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 6.20 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft ' Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in .. Local Depression Width 4.00000 ft rr Results -- Spread 16.51532 ft Throat Incline Angle 90.00 degrees "r Depth 0.42 ft Gutter Depression 1.0 in Total Depression 5.0 in rr Im rrl Project Engineer: RBF Consulting hApdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] qm 2/16/200510:48 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 6 CB LAT "D-4" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "D-4" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 1.10 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 3.57304 ft Throat Incline Angle 90.00 degrees Depth 0.19 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\.storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:48 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT "D-5" Worksheet for Curb Inlet In Sag Im Project Description *. Worksheet CB LAT "D-5" Type Curb Inlet In Sag Solve For Spread Results Input Data 25.79187 ft .r Discharge 12.10 cfs ,., Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 25.79187 ft Throat Incline Angle 90.00 degrees Depth 0.60 ft Gutter Depression 1.0 in -, Total Depression 5.0 in Notes: Tributary flows to low point at catch basins "D-5" & "D-6" equal to 16.0 cfs. Bypass flow from catch basin "D-8" is 6.0 cfs and from "D-9" 2.1 cfs. Total tributary flows to the low point equal to 24.1 cfs. The half street capacity is only 6.8 cfs. The flows �r will be evenly spread between the two catch basins. .. Ad Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storrn drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] .■, 2/16/200510:48 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT 1113-5" Cross Section for Curb Inlet In Sag Project Description Worksheet CB LAT "D-5" Type Curb Inlet In Sag Solve For Spread Section Data Discharge 12.10 cfs Spread 25.79187 ft Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Throat Incline Angle 90.00 degrees Notes: Q100 water surface elevation of 0.6 ft is below right of way elevation of 0.74' Rl w -Fc `Z 0.470000 w5>; 2% 0.20000 0.000 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 V:5.0[:�' H:1 NTS Project Engineer: RBF Consultir h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614 2/14/2005 9:19 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page I" 4d 411111 go all CB LAT "D-6" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "D-6" Type Curb Inlet In Sag Solve For Spread Input Data rr Discharge 12.10 cfs �. Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in .. Local Depression Width 4.00000 ft Results "' Spread 25.79187 ft Throat Incline Angle 90.00 degrees air Depth 0.60 ft Gutter Depression 1.0 in Total Depression 5.0 in rr Notes: Tributary flows to low point at catch basins "D-5" & "D-6" equal to 16.0 cfs. Bypass flow from catch basin "D-8" is 6.0 cfs and from "D-9" 2.1 cfs. Total tributary flows to the low point equal to 24.1 cfs. The half street capacity is only 6.8 cfs. The flows ars will be evenly spread between the two catch basins. No Project Engineer: RBF Consulting go 1 [614k]Master v6. h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowPage 1 a 2/16/200510:44 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 do CB LAT "D-6" Cross Section for Curb Inlet In Sag Project Description Worksheet CB LAT "D-6" Type Curb Inlet In Sag Solve For Spread Section Data Discharge 12.10 cfs Spread 25.79187 ft Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Throat Incline Angle 90.00 degrees Notes: Q100 water surface elevation of 0.6 ft is below right of way elevation of 0.74'. R/w T c � v.rvvuu ------- - -- --- - 0.40000 t"'SE 2°io 0.20000 .4- 0.00000 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 V:5.01�1 H:1 NTS Project Engineer: RBF Consultir h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614 2/14/2005 9:25 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page R CB LAT "D-7" Worksheet for Curb Inlet On Grade a Project Description MR Worksheet CB LAT "D-7" Type Curb Inlet On Grade All Solve For Efficiency Input Data Results r. Discharge 5.40 cfs ". Slope 0.006000 ft/ft Gutter Width 2.00000 ft arr Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.015 Curb Opening Length 7.00000 ft Local Depression 4.0 in Local Depression Width 4.00000 ft rl� eAAt An Project Engineer: RBF Consulting go h:\pdata\15100634\glcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] mm 2/16/200510:44 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 r Results Efficiency 0.61 Intercepted Flow 3.27 cfs Bypass Flow 2.13 cfs Spread 14.07753 ft Depth 0.37 ft ,.A Flow Area 2.1 ft2 Gutter Depression 1.0 in Total Depression 5.0 in Velocity 2.61 ft/s aw Equivalent Cross Slope 0.061655 ft/ft Length Factor 0.40 Total Interception Length 17.36065 ft Notes: Tributary flows to catch basin "D-7" equal to 5.4 cfs. 2.1 cfs will bypass the catch basin towards catch basins "D-5" & "D-6" low point. rl� eAAt An Project Engineer: RBF Consulting go h:\pdata\15100634\glcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] mm 2/16/200510:44 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 r CB LAT "D-8" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "D-8" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 2.60 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 9.25283 ft Throat Incline Angle 90.00 degrees Depth 0.27 ft Gutter Depression 1.0 in Total Depression 5.0 in Notes: Tributary flows to catch basin "D-8" equal to 6.4 cfs. Bypass flow from catch basin "1-2" is 2.2 cfs along Green Ash Street. Total tributary flows to catch basin "D-8" equal to 8.6 cfs. The majority of the flows are in a southerly direction from White Ash Lane; most of the flows will bypass the T -intersection (6.1 cfs) and continue south along White Ash Lane towards CB "D-5" & "D-6" lowpoint. The only flows estimated to reach CB "D-8" are those within the gutter totaling 0.3 cfs. Therefore, a total of 2.6 cfs are estimated to be tributary to CB "D-8". The entire 2.6 cfs are intercepted by the catch basin since the maximum elevation difference between the normal gutter grade line elevation at the catch basin and the elevation of zero slope (-51.03) at Green Ash Street before the intersection. Based upon the catch basin analysis the depth of water is 0.27'. Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:44 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 w CB LAT "E-1" Worksheet for Curb Inlet In Sag Project Description �. Worksheet CB LAT "E-1" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 1.30 cfs .,, Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft 'r Road Cross Slope 0.020000 fVft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in .., Local Depression Width 4.00000 ft err Results -* Spread 3.65672 ft Throat Incline Angle 90.00 degrees "r Depth 0.20 ft Gutter Depression 1.0 in �. Total Depression 5.0 in r 0 40 w* Am MU AN Project Engineer: RBF Consulting hApdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] w 2/1 612005 10:45 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT 11E-2" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "E-2" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 1.10 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 3.57304 ft Throat Incline Angle 90.00 degrees Depth 0.19 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:45 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT "F-1" Worksheet for Curb Inlet On Grade ,. do Notes: Tributary flows to catch basin "F-1" equal to 4.6 cfs. Due to the street grading, CB "F-1", under the higher storm events will .s act as a flow by catch basin. Since the location of the catch basin is on Mayberry St, due to street grades and the tributary flowrate, 2.9 cis will be intercepted and the remaining will continue west along Underwood Dr. The total bypass flows equal to 1.7 "m cfs towards catch basin "A-6" low point. F R 'a As 44 AN Project Engineer: RBF Consulting h:\pdata\15100634\gics\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k) 2/16/200510:46 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 40 Projeof Description Worksheet CB LAT "F-1" Type Curb Inlet On Grade All Solve For Efficiency ,on Input Data Discharge 4.60 cfs Slope 0.007800 ft/ft Gutter Width 2.00000 ft r. Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 Wit Mannings Coefficient 0.015 Curb Opening Length 7.00000 ft do Local Depression 4.0 in Local Depression Width 4.00000 ft Results .. Efficiency 0.62 Intercepted Flow 2.86 cfs Bypass Flow 1.74 cis Spread 12.50476 ft Depth 0.34 ft Flow Area 1.7 ftz Gutter Depression 1.0 in ,. Total Depression 5.0 in Velocity 2.79 ft/s r' Equivalent Cross Slope 0.066581 ft/ft Length Factor 0.42 Total Interception Length 16.76775 ft do Notes: Tributary flows to catch basin "F-1" equal to 4.6 cfs. Due to the street grading, CB "F-1", under the higher storm events will .s act as a flow by catch basin. Since the location of the catch basin is on Mayberry St, due to street grades and the tributary flowrate, 2.9 cis will be intercepted and the remaining will continue west along Underwood Dr. The total bypass flows equal to 1.7 "m cfs towards catch basin "A-6" low point. F R 'a As 44 AN Project Engineer: RBF Consulting h:\pdata\15100634\gics\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k) 2/16/200510:46 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 40 CB LAT "F-2" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "F-2" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 7.50 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 18.74995 ft Throat Incline Angle 90.00 degrees Depth 0.46 ft Gutter Depression 1.0 in Total Depression 5.0 in Notes: Tributary flows to catch basin "F-2" equal to 4.5 cfs and to "F-3" is 5.0 cfs. In addition, 5.5 cfs bypass catch basin "H-1" (see CB "H-1" analysis). The total tributary flowrate to the low point is 15.0 cfs; flowrate that will be evenly distributed between the two catch basins since the half street capacity is exceeded. Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:46 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 s CB LAT "F-3" Worksheet for Curb Inlet In Sag �. 40 Project Description qm Worksheet CB LAT "F-3" Type Curb Inlet In Sag Jm Solve For Spread Input Data Discharge 7.50 cfs Gutter Width 2.00000 ft .. Gutter Cross Slope 0.063490 ft/ft +� Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal rr Local Depression 4.0 in „w Local Depression Width 4.00000 ft Results .�, Spread 18.74995 ft Throat Incline Angle 90.00 degrees 'r Depth 0.46 ft Gutter Depression 1.0 in Total Depression 5.0 in rr� Notes: Tributary flows to catch basin "F-2" equal to 4.5 cfs and to "F-3" is 5.0 cfs. In addition, 5.5 cfs bypass catch basin "H-1" (see CB "H-1" analysis). The total tributary flowrate to the low point is 15.0 cfs; flowrate that will be evenly distributed between the two catch basins since the half street capacity is exceeded. rr 4111 go N in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 21161200510:46 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 r-, qN 49 RM Am .n a1 .. CB LAT 1117-4" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "F-4" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 10.50 cis Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 fVft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 23.46490 ft Throat Incline Angle 90.00 degrees Depth 0.56 ft Gutter Depression 1.0 in Total Depression 5.0 in W Notes: Tributary flows to catch basin "F-4" equal to 14.1 cfs. Bypass flow from catch basin "F-6" is 5.9 cis. Total tributary flows to catch basin "F-4" equal to 20.0 cis. Tributary flows to catch basin "F-5" equal to 0.9 cis. The half street capacity is only 6.8 cfs. rr Therefore the flows will evelly distribute between CB "F-4" and "F-5" for a total of 20.9 cfs; 10.5 cfs to each catch basin. ,w A Project Engineer: RBF Consulting h:\pdata\15100634\caics\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614kj ..w 2/16/200510:50 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 a CB LAT 7-4" Cross Section for Curb Inlet In Sag Project Description Worksheet CB LAT "F-4" Type Curb Inlet In Sag Solve For Spread Section Data Discharge 10.50 cfs Spread 23.46490 ft Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Throat Incline Angle 90.00 degrees Notes: Q100 water surface elevation of 0.56' is below the right of way elevation of 0.74' R/L.J TC 3� (oq a.so' _2"A T�- � . n annnn 0.40000 0.20000 0.00 00 0 0+00.00 z, 0 o,56 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 V:5.0 H:1 NTS Project Engineer: RBF Consultir h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614 2/14/2005 1:20 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page F Project Description CB LAT "F-5" Worksheet for Curb Inlet In Sag ..� Worksheet CB LAT "F-5" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 10.50 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 fl/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 23.46490 ft Throat Incline Angle 90.00 degrees Depth 0.56 ft Gutter Depression 1.0 in Total Depression 5.0 in Notes: Tributary flows to catch basin "F-4" equal to 14.1 cfs. Bypass flow from catch basin "F-6" is 5.9 cfs. Total tributary flows to catch basin "F-4" equal to 20.0 cfs. Tributary flows to catch basin "F-5" equal to 0.9 cfs. The half street capacity is only 6.8 cfs. Therefore the flows will evelly distribute between CB "F-4" and "F-5" for a total of 20.9 cfs; 10.5 cfs to each catch basin. Project Engineer: RBF Consulting h:\pdata\15100634\caics\stonn drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:50 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT 7-5" Cross Section for Curb Inlet In Sag Project Description Worksheet CB LAT "F-5" Type Curb Inlet In Sag Solve For Spread Section Data Discharge 10.50 cfs Spread 23.46490 ft Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Throat Incline Angle 90.00 degrees Notes: Q100 water surface elevation of 0.56' is below the right of way elevation of 0.74' 12 t ;Z- 0 0jq1 3 S �S 0.50 0.40000 i= I 0.20000 - 0.00000 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 V:5.0 H:1 NTS Project Engineer: RBF Consultir h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614 2/14/2005 1:20 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page M I" CB LAT 7-6" Worksheet for Curb Inlet In Sag 4d Project Description M Worksheet CB LAT "F-6" Type Curb Inlet In Sag Solve For Spread Input Data all Discharge 0.40 cis Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 fVft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft do Results Spread 3.22460 ft Throat Incline Angle 90.00 degrees Depth 0.14 ft Gutter Depression 1.0 in Total Depression 5.0 in Notes: Tributary flows to catch basin "F-6" equal to 6.3 cfs. The majority of the flows are in a southerly direction along Hardy Pecan Ct; due to the street grading of the intersection, most of the flows will bypass the T -intersection (5.9 cis) and continue westerly along Torreypine St towards CB "F-4" & "F-5" lowpoint. The only flows estimated to reach CB "F-6" are those within the gutter totaling 0.4 cls. The entire 0.4 cls are intercepted by the catch basin since the maximum elevation difference between the normal gutter grade line at the catch basin (50.73) and CL elevation of Hardy Pecan Ct sta. 10+20 (50.97) is less than the estimated deph of water. Based upon the catch basin analysis the depth of water is 0.14'. qq all Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/200510:50 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 4" .1111 CB LAT 7-7" Worksheet for Curb Inlet In Sag Project Description •.� Worksheet CB LAT "F -7 - Type Curb Inlet In Sag Solve For Spread air Results *■ Spread 23.76193 ft Input Data 90.00 degrees am Depth Discharge 10.70 cfs 1.0 in Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ftfft Curb Opening Length 7.00000 ft Opening Height 0.67 ft „r Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft air Results *■ Spread 23.76193 ft Throat Incline Angle 90.00 degrees am Depth 0.56 ft Gutter Depression 1.0 in 9w Total Depression 5.0 in r-, d a� 0 a 0 E N Project Engineer: RBF Consulting h.\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/200510:50 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 dd CB LAT "F-7" Cross Section for Curb Inlet In Sag Project Description Worksheet CB LAT "F-7" Type Curb Inlet In Sag Solve For Spread Section Data Discharge 10.70 cfs Spread 23.76193 ft Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Throat Incline Angle 90.00 degrees R'1L,J Notes: Q100 water surface elevation of 0.56' is below the right of way elevation of 0.74' T'P Q 0.40000 - - 0.20000 0.00000 0+00.00 UJ S E 2- .0-- 0+05.00 f- 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 V:5.0 H:1 NTS Project Engineer: RBF Consult[ h:\pdata\15100634\caics\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 (614 2/14/2005 11:36 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page I" Ad CB LAT "G-1" Worksheet for Curb inlet In Sag I. a Project Description Im Worksheet CB LAT "G-1" dw Type Curb Inlet In Sag Solve For Spread Input Data Discharge 7.70 cis 7s Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 Wit Road Cross Slope 0.020000 fttft Curb Opening Length 8.30000 ft Opening Height 0.67 ft m Curb Throat Type Horizontal Local Depression 4.0 in *� Local Depression Width 4.00000 ft Results Spread 17.99938 ft Throat Incline Angle 90.00 degrees Depth 0.45 ft .. Gutter Depression 1.0 in Total Depression 5.0 in rrr rr r 40 I" do IN in id Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.im2 RBF Consulting FlowMaster v6.1 [614k] 4" 21161200510:51 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 d9 CB LAT "G-2" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "G-2" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 7.70 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 8.30000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 17.99938 ft Throat Incline Angle 90.00 degrees Depth 0.45 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:51 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 �r +M/ rrl 4W .w do +rr .. ao ., +111111 .es +M 40 q" 40 CB LAT "H-1" Worksheet for Curb Inlet On Grade Project Description Worksheet CB LAT "H-1" Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 4.20 cfs Slope 0.005300 ft/ft Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.015 Curb Opening Length 7.00000 ft Local Depression 4.0 in Local Depression Width 4.00000 ft Results Efficiency 0.69 Intercepted Flow 2.90 cfs Bypass Flow 1.30 cfs Spread 13.03854 ft Depth 0.35 ft Flow Area 1.8 ft2 Gutter Depression 1.0 in Total Depression 5.0 in Velocity 2.35 ft/s Equivalent Cross Slope 0.064796 ft/ft Length Factor 0.48 Total Interception Length 14.60878 ft Notes: Tributary flows to catch basin "H-1" equal to 8.4 cfs. Approximately half of those flows will travel east along Raintree Ln and the other half south along Mayberry St. Mayberry St slopes southerly pass the T -intersection with Raintree Ln. Due to the street grading, CB "H-1 ", under the higher storm events will act as a flow by catch basin. Since the location of the catch basin is located on Raintree Ln, due to street grades and the tributary flowrate (4.2 cfs), 2.9 cfs will be intercepted and the remaining will continue south along Mayberry St. The total bypass flows equal to (1.3+4.2) 5.5 cfs towards catch basins "F-2" & "F-3" low point. Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/22/2005 9:33 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 I"► CB LAT "I-1" Worksheet for Curb Inlet On Grade Project Description +� Worksheet CB LAT "I-1" Type Curb Inlet On Grade Solve For Efficiency 1101 ®r do 8 IIII Ad t M Project Engineer: RBF Consulting H:\Pdata\15100634\Calcs\Storm Drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614kj +w 2/16/200510:52 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 dw Input Data 0111 Discharge 5.20 ds .�. Slope 0.004000 ft/ft Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 Wit Road Cross Slope 0.020000 ft/ft "- Mannings Coefficient 0.015 „r Curb Opening Length 14.00000 ft Local Depression 4.0 in ... Local Depression Width 4.00000 ft 0101 Results '^ Efficiency 0.98 Intercepted Flow 5.12 ds r Bypass Flow 0.08 cfs Spread 15.04037 ft „w Depth 0.39 ft +� Flow Area 2.3 ft2 Gutter Depression 1.0 in *■ Total Depression 5.0 in Velocity 2.21 ft/s Equivalent Cross Slope 0.059084 ft/ft Length Factor 0.90 ,RM Total Interception Length 15.52217 ft 1101 ®r do 8 IIII Ad t M Project Engineer: RBF Consulting H:\Pdata\15100634\Calcs\Storm Drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614kj +w 2/16/200510:52 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 dw CB LAT "1-2" Worksheet for Curb Inlet On Grade Project Description Worksheet CB LAT "1-2" Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 5.10 cfs Slope 0.009200 ft/ft Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.015 Curb Opening Length 7.00000 ft Local Depression 4.0 in Local Depression Width 4.00000 ft Results Efficiency 0.58 Intercepted Flow 2.94 cfs Bypass Flow 2.16 cfs Spread 12.61105 ft Depth 0.34 ft Flow Area 1.7 ft2 Gutter Depression 1.0 in Total Depression 5.0 in Velocity 3.04 fUs Equivalent Cross Slope 0.066215 ft/ft Length Factor 0.38 Total Interception Length 18.46025 ft Notes: Tributary flows to catch basin "1-2" equal to 4.2 cfs. Bypass flow from catch basin "1-9" is 0.9 cfs. Total tributary flows to catch basin "1-2" equal to 5.1 cfs. Bypass flows are tributary to catch basin "D-8" Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:52 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 do ■r 0 N M R Project Engineer: RBF Consulting H:\Pdata\15100634\Calcs\Storm Drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] +.� 2/16/200510:52 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 .� CB LAT "I-3" Worksheet for Curb Inlet In Sag Ad Project Description qW Worksheet CB LAT "1-3" Type Curb Inlet In Sag 9111 Solve For Spread on Input Data Discharge 6.80 cfs +.. Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft do Curb Throat Type Horizontal Local Depression 4.0 in �.. Local Depression Width 4.00000 ft Results Spread 17.56434 ft Throat Incline Angle 90.00 degrees Depth 0.44 ft Gutter Depression 1.0 in Total Depression 5.0 in irr Notes: Tributary flows to catch basin "1-3" equal to 4.0 cfs. Bypass flow from catch basin "1-8" is 2.8 cfs. Total tributary flows to catch basin "1-3" equal to 6.8 cfs rr do ■r 0 N M R Project Engineer: RBF Consulting H:\Pdata\15100634\Calcs\Storm Drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] +.� 2/16/200510:52 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT "1-4" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "1-4" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 7.80 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 19.24667 ft Throat Incline Angle 90.00 degrees Depth 0.47 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:53 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 wr dw CB LAT "I-5" Worksheet for Curb Inlet On Grade 4" Project Description ®w Worksheet CB LAT "1-5" Type Curb Inlet On Grade Solve For Efficiency Input Data arr Discharge 2.80 ds .., Slope 0.004000 ft/ft Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 Wit Mannings Coefficient 0.015 Curb Opening Length 7.00000 ft Local Depression 4.0 in ,,. Local Depression Width 4.00000 ft rr Results Efficiency 0.84 Intercepted Flow 2.37 cfs err Bypass Flow 0.43 ds Spread 11.69333 ft Depth 0.32 ft �. Flow Area 1.5 ft2 Gutter Depression 1.0 in -� Total Depression 5.0 in Velocity 1.93 ft/s Equivalent Cross Slope 0.069546 ft/ft ., Length Factor 0.64 Total Interception Length 10.85319 ft rw Notes: Bypass flows are tributary to catch basin "1-9" qm IN Project Engineer: RBF Consulting H:\Pdata\15100634\Calcs\Storm Drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] wo 211 612005 10:53 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 so CB LAT "1-6" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "1-6" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 5.20 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 3.50000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 17.73772 ft Throat Incline Angle 90.00 degrees Depth 0.44 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting H:\Pdata\15100634\Calcs\Storm Drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:53 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 P. F w r h d "m rn rr ri. 8 M .n m rrr d E E X111 y CB LAT "1-7" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "1-7" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 7.10 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 7.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 18.07721 ft Throat Incline Angle 90.00 degrees Depth 0.45 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting h:\pdata\15100634\pics\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/200510:54 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 CB LAT "1-8" Worksheet for Curb Inlet On Grade Project Description Worksheet CB LAT "1-8" Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 5.90 cfs Slope 0.010600 ft/ft Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.015 Curb Opening Length 7.00000 ft Local Depression 4.0 in Local Depression Width 4.00000 ft Results Efficiency 0.52 Intercepted Flow 3.09 cfs Bypass Flow 2.81 cfs Spread 13.00296 ft Depth 0.35 ft Flow Area 1.8 ftZ Gutter Depression 1.0 in Total Depression 5.0 in Velocity 3.32 ft/s Equivalent Cross Slope 0.064911 ft/ft Length Factor 0.34 Total Interception Length 20.72305 ft Notes: Area upstream of CB is 2.16 ac, a Q100 yield for this area is 2.75 cfs/ac. Therefore, a total of 5.9 cfs is tributary to CB "1-8". Bypass flows are tributary to catch basin "I-3" Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:54 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 r F CB LAT 111-9" Worksheet for Curb Inlet On Grade Project Description Worksheet CB LAT "1-9" Type Curb Inlet On Grade Solve For Efficiency M Notes: Tributary flows to catch basin "1-9" equal to 2.7 cfs. Bypass flow from catch basin "1-5" is 0.4 cls. Total tributary flows to catch basin "1-9" equal to 3.1 cfs Bypass flows are tributary to catch basin "1-2" F 0 Ad Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] low 2/16/200510:54 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 ii Input Data Discharge 3.10 cfs .. Slope 0.010600 ft/ft Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Mannings Coefficient 0.015 arrt Curb Opening Length 7.00000 ft Local Depression 4.0 in *• Local Depression Width 4.00000 ft Results Efficiency 0.70 Intercepted Flow 2.18 cfs Bypass Flow 0.92 cfs Spread 9.93478 ft Depth 0.29 ft rn Flow Area 1.1 ft2 Gutter Depression 1.0 in Total Depression 5.0 in Velocity 2.89 ft/s rr Equivalent Cross Slope 0.077220 ft/ft Length Factor 0.49 Total Interception Length 14.25025 ft M Notes: Tributary flows to catch basin "1-9" equal to 2.7 cfs. Bypass flow from catch basin "1-5" is 0.4 cls. Total tributary flows to catch basin "1-9" equal to 3.1 cfs Bypass flows are tributary to catch basin "1-2" F 0 Ad Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] low 2/16/200510:54 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 ii CB LAT "I-10" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "I-10" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 5.60 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 14.00000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 11.81371 ft Throat Incline Angle 90.00 degrees Depth 0.32 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting H:\Pdata\15100634\Calcs\Storm Drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:55 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 RE Ali •q Ad +0 rl rw CB LAT "I-11" Worksheet for Curb Inlet In Sag Project Description Worksheet CB LAT "1-11" Type Curb Inlet In Sag Solve For Spread Input Data Discharge 5.00 cfs Gutter Width 2.00000 ft Gutter Cross Slope 0.063490 ft/ft Road Cross Slope 0.020000 ft/ft Curb Opening Length 3.50000 ft Opening Height 0.67 ft Curb Throat Type Horizontal Local Depression 4.0 in Local Depression Width 4.00000 ft Results Spread 17.27994 ft Throat Incline Angle 90.00 degrees Depth 0.43 ft Gutter Depression 1.0 in Total Depression 5.0 in Project Engineer: RBF Consulting H:\Pdata\15100634\Calcs\Storm Drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/200510:55 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 3536 CONCOURS, SUITE 220 ONTARIO, CALIFORNIA 91764-5592 909.581.0196 ■ FAX 909.581.0192 FBF ■ ■ CONSULTING PLANNING ■ DESIGN ■ CONSTRUCTION 800.479.3808 ■ WWW.RBF.COM SUBJECT TYPICAL STREET CROSS—SECTION inn kin 151000634 SHEET NO. 1 OF 1 CANCULATED BY DATE 02/18/05 CHECKED BY DATE SCALE NTS 60' SHORT RESIDENTIAL N. T. S. T. I. = 5.5 SASSAFRAS CT. -STA. 9+56.57 — 14+55..00 RED ASH CT.- STA. 10+41.44 — 12+18.68 WATER ELM PL. - STA. 10+39.86 — 15+34.86 RED CEDAR CT. - STA. 11+40.73 — 74+37.72 SNOW BELL PL. - STA. 16+26.73 — 20+37.73 CRABAPPLE LN. - STA. 14+50.62 — 16+49.69 STA. 9+55.17 — 14+50.62 L W'L Y ? R W R W 32' 32' 12' 20' 1 20' w I a 12' 0.5' M 40 do go alai 64' RESIDENTIAL N. T. S. T. I. = 5.5 LACEBARK ST - STA. 10+67.47 — 18+36.00 BLUE ASH LN.- STA. 10+45.00 — 15+11.02 SCOTCH PINE WY. - STA. 10+43.31 — 12+58.85 JUNEBERRY LN. - STA. 8+09.76 — 10+69.25 RED CEDAR CT.- STA. 10+69.25 — 11+40.73 CRABAPPLE LN. - STA. 9+55.17 — 14+50.62 5' 40 60' RM - HALF ST Worksheet for Irregular Channel Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] Am 2/16/2005 9:28 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Project Description Worksheet 60' R/W - HALF ST Flow Element Irregular Channel do Method Manning's Formula Solve For Discharge Input Data Slope 0.005300 ft/ft .� Water Surface Elevation 0.47 ft Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method �. Results Mannings Coefficient 0.015 Elevation Range 0.00 to 0.74 wr Discharge 7.85 cfs Flow Area 3.4 ft2 -' Wetted Perimeter 18.50797 ft Top Width 18.00000 ft rr Actual Depth 0.47 ft Critical Elevation 0.46 ft .. Critical Slope 0.005987 ft/ft �+ Velocity 2.32 ft/s Velocity Head 0.08 ft Specific Energy 0.55 ft Froude Number 0.94 Flow Type Subcritical Roughness Segments �r Start Station End Station Mannings Coefficient 0+00.00 0+30.00 0.015 Natural Channel Points Station (ft) Elevation (ft) 0+00.00 0.74000 0+12.00 0.50000 41111 0+12.00 0.00000 0+14.00 0.11875 10 0+14.00 0.15000 aW 0+30.00 0.47000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] Am 2/16/2005 9:28 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 I" w ds .. dw am rr 00 til MM do 60' RNV - HALF ST Cross Section for Irregular Channel Project Description Worksheet 60' RNV - HALF ST Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.015 Slope 0.005300 ft/ft Water Surface Elevation 0.47 ft Elevation Range 0.00 to 0.74 Discharge 7.85 cfs 0.80000 . — — -- -- - — 0.60000 - -- -- --------------- 0.20000;:-:-------------- 0.00000 .20000=------------ 0.00000 - - - 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 V :5.0 N H:1 NTS Project Engineer: RBF Consulting hApdata\15100634\glcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k) 2/16/2005 9:29 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 q0 As .. 60' RNV - HALF ST Rating Table for Irregular Channel 40 Project Description "N Worksheet 60' RNV - HALF ST Flow Element Irregular Channel Method Manning's Formula Solve For Discharge +r Input Data Water Surface Elevation 0.47 ft Options ... Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Attribute Minimum Maximum Increment Slope (ftfft) 0.000300 0.035000 0.000100 wr dN No go I" Ad I" 44 a Ad in 4W I" Ad In AN Project Engineer: RBF Consulting h-.\pdata\15100634\Ca1cS\st0rn1 drain\tr 16495JM2 RBF Consulting FlowMaster v6.1 (614k] 2/16/2005 9:24 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 60' R/W - HALF ST Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (W) Wetted Perimeter (ft) Top Width (ft) 0.003500 6.38 1.89 3.4 18.50797 18.00000 0.003600 6.47 1.91 3.4 18.50797 18.00000 0.003700 6.56 1.94 3.4 18.50797 18.00000 0.003800 6.65 1.97 3.4 18.50797 18.00000 0.003900 6.73 1.99 3.4 18.50797 18.00000 0.004000 6.82 2.02 3.4 18.50797 18.00000 0.004100 6.91 2.04 3.4 18.50797 18.00000 0.004200 6.99 2.07 3.4 18.50797 18.00000 0.004300 7.07 2.09 3.4 18.50797 18.00000 0.004400 7.15 2.12 3.4 18.50797 18.00000 0.004500 7.23 2.14 3.4 18.50797 18.00000 0.004600 7.31 2.16 3.4 18.50797 18.00000 0.004700 7.39 2.19 3.4 18.50797 18.00000 0.004800 7.47 2.21 3.4 18.50797 18.00000 0.004900 7.55 2.23 3.4 18.50797 18.00000 0.005000 7.63 2.26 3.4 18.50797 18.00000 0.005100 7.70 2.28 3.4 18.50797 18.00000 0.005200 7.78 2.30 3.4 18.50797 18.00000 0.005300 7.85 2.32 3.4 18.50797 18.00000 0.005400 7.92 2.34 3.4 18.50797 18.00000 0.005500 8.00 2.37 3.4 18.50797 18.00000 0.005600 8.07 2.39 3.4 18.50797 18.00000 0.005700 8.14 2.41 3.4 18.50797 18.00000 0.005800 8.21 2.43 3.4 18.50797 18.00000 0.005900 8.28 2.45 3.4 18.50797 18.00000 0.006000 8.35 2.47 3.4 18.50797 18.00000 0.006100 8.42 2.49 3.4 18.50797 18.00000 0.006200 8.49 2.51 3.4 18.50797 18.00000 0.006300 8.56 2.53 3.4 18.50797 18.00000 0.006400 8.63 2.55 3.4 18.50797 18.00000 0.006500 8.69 2.57 3.4 18.50797 18.00000 0.006600 8.76 2.59 3.4 18.50797 18.00000 0.006700 8.83 2.61 3.4 18.50797 18.00000 0.006800 8.89 2.63 3.4 18.50797 18.00000 0.006900 8.96 2.65 3.4 18.50797 18.00000 0.007000 9.02 2.67 3.4 18.50797 18.00000 0.007100 9.09 2.69 3.4 18.50797 18.00000 0.007200 9.15 2.71 3.4 18.50797 18.00000 0.007300 9.21 2.73 3.4 18.50797 18.00000 0.007400 9.28 2.74 3.4 18.50797 18.00000 0.007500 9.34 2.76 3.4 18.50797 18.00000 0.007600 9.40 2.78 3.4 18.50797 18.00000 0.007700 9.46 2.80 3.4 18.50797 18.00000 0.007800 9.52 2.82 3.4 18.50797 18.00000 0.007900 9.59 2.83 3.4 18.50797 18.00000 0.008000 9.65 2.85 3.4 18.50797 18.00000 0.008100 9.71 2.87 3.4 18.50797 18.00000 0.008200 9.77 2.89 3.4 18.50797 18.00000 0.008300 9.82 2.91 3.4 18.50797 18.00000 0.008400 9.88 2.92 3.4 18.50797 18.00000 0.008500 9.94 2.94 3.4 18.50797 18.00000 0.008600 10.00 1 2.96 3.4 18.50797 18.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:24 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 ai M, 4011 mm to 0 0 t p ,N Am r qw Ad E 0 qR 4d 60' RIW - HALF ST Rating Table for Irregular Channel 2/16/2005 9:24 AM m Haestad Methods, Inc. 3713rooKsioe J/ 60' R/W - HALF ST Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s Flow Area (ft) Wetted Perimeter (ft) Top Width (ft) 0.013900 12.71 3.76 3.4 18.50797 18.00000 0.014000 12.76 3.77 3.4 18.50797 18.00000 0.014100 12.81 3.79 3.4 18.50797 18.00000 0.014200 12.85 3.80 3.4 18.50797 18.00000 0.014300 12.90 3.81 3.4 18.50797 18.00000 0.014400 12.94 3.83 3.4 18.50797 18.00000 0.014500 12.99 3.84 3.4 18.50797 18.00000 0.014600 13.03 3.85 3.4 18.50797 18.00000 0.014700 13.08 3.87 3.4 18.50797 18.00000 0.014800 13.12 3.88 3.4 18.50797 18.00000 0.014900 13.16 3.89 3.4 18.50797 18.00000 0.015000 13.21 3.91 3.4 18.50797 18.00000 0.015100 13.25 3.92 3.4 18.50797 18.00000 0.015200 13.30 3.93 3.4 18.50797 18.00000 0.015300 13.34 3.95 3.4 18.50797 18.00000 0.015400 13.38 3.96 3.4 18.50797 18.00000 0.015500 13.43 3.97 3.4 18.50797 18.00000 0.015600 13.47 3.98 3.4 18.50797 18.00000 0.015700 13.51 4.00 3.4 18.50797 18.00000 0.015800 13.56 4.01 3.4 18.50797 18.00000 0.015900 13.60 4.02 3.4 18.50797 18.00000 0.016000 13.64 4.03 3.4 18.50797 18.00000 0.016100 13.68 4.05 3.4 18.50797 18.00000 0.016200 13.73 4.06 3.4 18.50797 18.00000 0.016300 13.77 4.07 3.4 18.50797 18.00000 0.016400 13.81 4.08 3.4 18.50797 18.00000 0.016500 13.85 4.10 3.4 18.50797 18.00000 0.016600 13.89 4.11 3.4 18.50797 18.00000 0.016700 13.94 4.12 3.4 18.50797 18.00000 0.016800 13.98 4.13 3.4 18.50797 18.00000 0.016900 14.02 4.15 3.4 18.50797 18.00000 0.017000 14.06 4.16 3.4 18.50797 18.00000 0.017100 14.10 4.17 3.4 18.50797 18.00000 0.017200 14.14 4.18 3.4 18.50797 18.00000 0.017300 14.18 4.20 3.4 18.50797 18.00000 0.017400 14.23 4.21 3.4 18.50797 18.00000 0.017500 14.27 4.22 3.4 18.50797 18.00000 0.017600 14.31 4.23 3.4 18.50797 18.00000 0.017700 14.35 4.24 3.4 18.50797 18.00000 0.017800 14.39 4.26 3.4 18.50797 18.00000 0.017900 14.43 4.27 3.4 18.50797 18.00000 0.018000 14.47 4.28 3.4 18.50797 18.00000 0.018100 14.51 4.29 3.4 18.50797 18.00000 0.018200 14.55 4.30 3.4 18.50797 18.00000 0.018300 14.59 4.31 3.4 18.50797 18.00000 0.018400 14.63 4.33 3.4 18.50797 18.00000 0.018500 14.67 4.34 3.4 18.50797 18.00000 0.018600 14.71 4.35 3.4 18.50797 18.00000 0.018700 14.75 4.36 3.4 18.50797 18.00000 0.018800 14.79 4.37 3.4 18.50797 18.00000 0.018900 14.83 4.38 3.4 18.50797 18.00000 0.019000 14.87 4.40 3.4 18.50797 18.00000 h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting Project Engineer: RBF Consulting 2/16/2005 9:24 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 FlowMaster v6.1 [614k] 4, m 60' RM - HALF ST Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft') Wetted Perimeter (ft)ffTop (ft) 0.019100 14.90 4.41 3.4 18.507970 0.019200 14.94 4.42 3.418.507970 0.019300 14.98 4.43 3.4 18.507970 0.019400 15.02 4.44 3.4 18.50797 18.00000 *- 0.019500 15.06 4.45 3.4 18.50797 18.00000 0.019600 15.10 4.47 3.4 18.50797 18.00000 0.019700 15.14 4.48 3.4 18.50797 18.00000 0.019800 15.17 4.49 3.4 18.50797 18.00000 ,:. 0.019900 15.21 4.50 3.4 18.50797 18.00000 '•' 0.020000 15.25 4.51 3.4 18.50797 18.00000 0.020100 15.29 4.52 3.4 18.50797 18.00000 0.020200 15.33 4.53 3.4 18.50797 18.00000 0.020300 15.37 4.54 3.4 18.50797 18.00000 .. 0.020400 15.40 4.56 3.4 18.50797 18.00000 .� 0.020500 15.44 4.57 3.4 18.50797 18.00000 0.020600 15.48 1 4.58 3.4 18.50797 18.00000 0.020700 15.52 1 4.59 3.4 18.50797 18.00000 0.020800 15.55 4.60 3.4 18.50797 18.00000 0.020900 15.59 4.61 3.4 18.50797 18.00000 0.021000 15.63 4.62 3.4 18.50797 18.00000 0.021100 15.67 4.63 3.4 18.50797 18.00000 0.021200 15.70 4.64 3.4 18.50797 18.00000 0.021300 15.74 4.65 3.4 18.50797 18.00000 0.021400 15.78 4.67 3.4 18.50797 18.00000 *� 0.021500 15.81 4.68 3.4 18.50797 18.00000 0.021600 15.85 4.69 3.4 18.50797 18.00000 0.021700 15.89 4.70 3.4 18.50797 18.00000 0.021800 15.92 4.71 3.4 18.50797 18.00000 0.021900 15.96 4.72 3.4 18.50797 18.00000 0.022000 16.00 4.73 3.4 18.50797 18.00000 0.022100 16.03 4.74 3.4 18.50797 18.00000 0.022200 16.07 4.75 3.4 18.50797 18.00000 0.022300 16.10 4.76 3.4 18.50797 18.00000 0.022400 16.14 4.77 3.4 18.50797 18.00000 0.022500 16.18 4.78 3.4 18.50797 18.00000 +w 0.022600 16.21 4.79 3.4 18.50797 18.00000 0.022700 16.25 4.81 3.4 18.50797 18.00000 0.022800 16.28 4.82 3.4 18.50797 18.00000 0.022900 16.32 4.83 3.4 18.50797 18.00000 41111 0.023000 16.36 4.84 3.4 18.50797 18.00000 0.023100 16.39 4.85 3.4 18.50797 18.00000 0.023200 16.43 4.86 3.4 18.50797 18.00000 0.023300 16.46 4.87 3.4 18.50797 18.00000 0.023400 16.50 4.88 3.4 18.50797 18.00000 0.023500 16.53 4.89 3.4 18.50797 18.00000 0.023600 16.57 4.90 3'4 18.50797 18.00000 49 0.023700 16.60 4.91 3.4 18.50797 18.00000 0.023800 16.64 4.92 3'4 18.50797 18.00000 "a 0.023900 16.67 4.93 3.4 18.50797 18.00000 si 0.024000 16.71 4.94 3.4 18.50797 18.00000 0.024100 16.74 4.95 3.4 18.50797 18.00000 ww 0.024200 16.78 4.96 3.4 18.50797 18.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 (614k) Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 5 2/16/2005 9:24 AM ® Haestad Methods, Inc. 37 atll 60' R/W - HALF ST Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (W) Wetted Perimeter (ft) Top Width (ft) 0.024300 16.81 4.97 3.4 18.50797 18.00000 0.024400 16.85 4.98 3.4 18.50797 18.00000 0.024500 16.88 4.99 3.4 18.50797 18.00000 0.024600 16.91 5.00 3.4 18.50797 18.00000 0.024700 16.95 5.01 3.4 18.50797 18.00000 0.024800 16.98 5.02 3.4 18.50797 18.00000 0.024900 17.02 5.03 3.4 18.50797 18.00000 0.025000 17.05 5.04 3.4 18.50797 18.00000 0.025100 17.09 5.05 3.4 18.50797 18.00000 0.025200 17.12 5.06 3.4 18.50797 18.00000 0.025300 17.15 5.07 3.4 18.50797 18.00000 0.025400 17.19 5.08 3.4 18.50797 18.00000 0.025500 17.22 5.09 3.4 18.50797 18.00000 0.025600 17.25 5.10 3.4 18.50797 18.00000 0.025700 17.29 5.11 3.4 18.50797 18.00000 0.025800 17.32 5.12 3.4 18.50797 18.00000 0.025900 17.36 5.13 3.4 18.50797 18.00000 0.026000 17.39 5.14 3.4 18.50797 18.00000 0.026100 17.42 5.15 3.4 18.50797 18.00000 0.026200 17.46 5.16 3.4 18.50797 18.00000 0.026300 17.49 5.17 3.4 18.50797 18.00000 0.026400 17.52 5.18 3.4 18.50797 18.00000 0.026500 17.56 5.19 3.4 18.50797 18.00000 0.026600 17.59 5.20 3.4 18.50797 18.00000 0.026700 17.62 5.21 3.4 18.50797 18.00000 0.026800 17.65 5.22 3.4 18.50797 18.00000 0.026900 17.69 5.23 3.4 18.50797 18.00000 0.027000 17.72 5.24 3.4 18.50797 18.00000 0.027100 17.75 5.25 3.4 18.50797 18.00000 0.027200 17.79 5.26 3.4 18.50797 18.00000 0.027300 17.82 5.27 3.4 18.50797 18.00000 0.027400 17.85 5.28 3.4 18.50797 18.00000 0.027500 0.027600 17.88 17.92 5.29 5.30 3.4 3.4 18.50797 18.50797 18.00000 18.00000 0.027700 17.95 5.31 3.4 18.50797 18.00000 0.027800 0.027900 17.98 18.01 5.32 5.33 3.4 3.4 18.50797 18.50797 18.00000 18.00000 0.028000 0.028100 18.05 18.08 5.34 5.35 3.4 3.4 18.50797 18.50797 18.00000 18.00000 0.028200 18.11 5.36 3.4 18.50797 18.00000 0.028300 0.028400 0.028500 0.028600 0.028700 0.028800 0.028900 0.029000 0.029100 0.029200 0.029300 0.029400 18.14 18.17 18.21 18.24 18.27 18.30 18.33 18.37 18.40 18.43 18.46 18.49 5.37 5.37 5.38 5.39 5.40 5.41 5.42 5.43 5.44 5.45 5.46 5.47 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 3.4 18.50797 18.50797 18.50797 18.50797 18.50797 18.50797 18.50797 18.50797 18.50797 18.50797 18.50797 18.50797 18.00000 18.00000 18.00000 18.00000 18.00000 18.00000 18.00000 18.00000 18.00000 18.00000 18.00000 18.00000 h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting Project Engineer: RBF Consulting 2/16/2005 9:24 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 FlowMaster v6.lPagek6 0 a AM r F t F M MR ai P rir 60' RNV - HALF ST Rating Table for Irregular Channel 0.031900 19.26 5.70 3.4 18.50797 18.00000 0.032000 19.29 5.71 3.4 18.50797 18.00000 0.032100 19.32 5.71 3.4 18.50797 18.00000 0.032200 19.35 5.72 3.4 18.50797 18.00000 0.032300 19.38 5.73 1 3.4 18.50797 18.00000 0.032400 19.41 5.74 3.4 18.50797 18.00000 0.032500 19.44 5.75 3.4 18.50797 18.00000 0.032600 19.47 5.76 3.4 18.50797 18.00000 0.032700 19.50 5.77 3.4 18.50797 18.00000 0.032800 19.53 5.78 3.4 18.50797 18.00000 0.032900 19.56 5.79 3.4 18.50797 18.00000 0.033000 19.59 5.79 3.4 18.50797 18.00000 0.033100 19.62 5.80 3.4 18.50797 18.00000 0.033200 19.65 5.81 3.4 18.50797 18.00000 0.033300 19.68 5.82 3.4 18.50797 18.00000 0.033400 19.71 5.83 3.4 18.50797 18.00000 0.033500 19.74 5.84 3.4 18.50797 18.00000 0.033600 19.77 5.85 3.4 18.50797 18.00000 0.033700 19.80 5.86 3.4 18.50797 18.00000 0.033800 19.83 5.86 3.4 18.50797 18.00000 0.033900 19.86 5.87 3.4 18.50797 18.00000 0.034000 19.89 5.88 3.4 18.50797 18.00000 0.034100 19.91 5.89 3.4 18.50797 18.00000 0.034200 19.94 5.90 3.4 18.50797 18.00000 0.034300 19.97 5.91 3.4 18.50797 18.00000 0.034400 20.00 5.92 3.4 18.50797 18.00000 0.034500 20.03 5.92 3.4 18.50797 18.00000 0.034600 20.06 5.93 3.4 18.50797 18.00000 Iti Project Engineer RBF Consu ng h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:24 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 7 60' RM - HALF ST Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.034700 0.034800 20.09 20.12 5.94 5.95 3.4 3.4 18.50797 18.50797 18.00000 18.00000 0.034900 20.15 5.96 3.4 18.50797 18.00000 0.035000 20.18 5.97 1 3.4 18.50797 1 18.00000 h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting Project Engineer: RBF Consulting 2/16/2005 9:24 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 FlowMaster v6.1Pagek8 60' RNV - TC TO TC Worksheet for Irregular Channel ' Project Description ,. Worksheet 60' R/W - TC TO TC Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data 0.74000 ,.. Slope 0.004000 ft/ft Water Surface Elevation 0.50 ft 0+14.00 0.11875 „ Options 0.15000 Current Roughness Method Improved Lotter's Method 0.47000 Open Channel Weighting Method Improved Lotter's Method -. Closed Channel Weighting Method Horton's Method Results 0.11875 Mannings Coefficient 0.015 40 Elevation Range 0.00 to 0.74 Discharge 17.44 cfs Flow Area 7.8 ftz al Wetted Perimeter 37.07594 ft Top Width 36.00000 ft qR Actual Depth 0.50 ft Critical Elevation 0.48 ft Critical Slope 0.005881 ft/ft Velocity 2.22 ft/s Velocity Head 0.08 ft Specific Energy 0.58 ft Froude Number 0.84 Flow Type Subcritical Roughness Segments Start Station End Station Mannings Coefficient 40 0+00.00 0+60.00 0.015 w Natural Channel Points Station (ft) Elevation (ft) 0+00.00 0.74000 0+12.00 0.50000 0+12.00 0.00000 0+14.00 0.11875 0+14.00 0.15000 0+30.00 0.47000 0+46.00 0.15000 0+46.00 0.11875 0+48.00 0.00000 40 0+48.00 0.50000 0+60.00 0.74000 al Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] qR 2/16/2005 9:36 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 •. AN f4w Am M M" do 911 4f 49 qq 49 in Ad +" As Am go 60' RNV - TC TO TC Cross Section for Irregular Channel Project Description Worksheet 60' RNV - TC TO TC Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.015 Slope 0.004000 ft/ft Water Surface Elevation 0.50 ft Elevation Range 0.00 to 0.74 Discharge 17.44 cfs 0.80000p_._ 0.40000 --- -- — -- . —'—=- --- 0.00000 - 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 V:5.0N H:1 NTS Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:38 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 in 419 qq 49 40 a as 4w Aw s MR go rr F M w *w drti 60' RM - TC TO TC Rating Table for Irregular Channel Project Description Worksheet 60' RNV - TC TO TC Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Water Surface Elevation 0.50 ft Options Top Width (f 37.07594 36.00000 Current Roughness Method Open Channel Weighting Method Closed Channel Weighting Method Improved Lotter's Method Improved Lotter's Method Horton's Method 37.07594 36.00000 37.07594 36.00000 37.07594 Attribute Minimum Ma)amum Increment 37.07594 Slope (ft/ft) 0.000300 0.035000 0.000100 37.07594 36.00000 37.07594 37.07594 36.00000 36.00000 Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area 0.000300 4.78 0.61 7.8 0.000400 5.52 0.70 7.8 0.000500 6.17 0.79 7.8 0.000600 6.76 0.86 7.8 0.000700 7.30 0.93 7.8 0.000800 0.000900 7.80 8.27 0.99 1.06 7.8 7.8 0.001000 8.72 1.11 7.8 0.001100 9.15 1.17 7.8 0.001200 9.55 1.22 7.8 0.001300 9.94 1.27 7.8 0.001400 10.32 1.32 7.8 0.001500 10.68 1.36 7.8 0.001600 0.001700 11.03 11.37 1.41 1.45 7.8 7.8 0.001800 11.70 1.49 7.8 0.001900 12.02 1.53 7.8 0.002000 12.33 1.57 7.8 0.002100 0.002200 0.002300 12.64 12.94 13.23 1.61 1.65 1.69 7.8 7.8 7.8 0.002400 13.51 1.72 7.8 0.002500 13.79 1.76 7.8 0.002600 0.002700 0.002800 0.002900 0.003000 0.003100 0.003200 0.003300 n nn'Adnn 14.06 14.33 14.59 14.85 15.11 15.36 15.60 15.84 I ifi_n8 1.79 1.83 1.86 1.89 1.93 1.96 1.99 2.02 2.05 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 7.8 d Perimeter (ft) Top Width (f 37.07594 36.00000 37.07594 36.00000 37.07594 36.00000 37.07594 36.00000 37.07594 36.00000 37.07594 37.07594 36.00000 36.00000 37.07594 3s.uuuuu 37.07594 36.00000 37.07594 36.00000 37.07594 36.00000 37.07594 36.00000 37.07594 36.00000 37.07594 36.00000 37.07594 36.00000 37.07594 36.00000 37.07594 36.00000 37.07594 37.07594 36.00000 36.00000 37.07594 s0.uuuuu 37.07594 36.00000 37.07594 36.00000 37.07594 36.00000 37.07594 37.07594 37.07594 37.07594 Project Engineer: RBF Consulting h:\pdata\15100634\ca1cs\stortn drain\tr 16495.fm2 RBF Consulting FlowMaster v6A [614k] 2116/2005 9:41 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 60' RNV - TC TO TC Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.003500 16.32 2.08 7.8 37.07594 36.00000 0.003600 16.55 2.11 7.8 37.07594 36.00000 0.003700 16.78 2.14 7.8 37.07594 36.00000 0.003800 17.00 2.17 7.8 37.07594 36.00000 0.003900 17.22 2.20 7.8 37.07594 36.00000 0.004000 17.44 2.22 7.8 37.07594 36.00000 0.004100 17.66 2.25 7.8 37.07594 36.00000 0.004200 17.87 2.28 7.8 37.07594 36.00000 0.004300 18.09 2.31 7.8 37.07594 36.00000 0.004400 18.29 2.33 7.8 37.07594 36.00000 0.004500 18.50 2.36 7.8 37.07594 36.00000 0.004600 18.71 2.39 7.8 37.07594 36.00000 0.004700 18.91 2.41 7.8 37.07594 36.00000 0.004800 19.11 2.44 7.8 37.07594 36.00000 0.004900 19.31 2.46 7.8 37.07594 36.00000 0.005000 19.50 2.49 7.8 37.07594 36.00000 0.005100 19.70 2.51 7.8 37.07594 36.00000 0.005200 19.89 2.54 7.8 37.07594 36.00000 0.005300 20.08 2.56 7.8 37.07594 36.00000 0.005400 20.27 2.58 7.8 37.07594 36.00000 0.005500 20.45 2.61 7.8 37.07594 36.00000 0.005600 20.64 2.63 7.8 37.07594 36.00000 0.005700 20.82 2.66 7.8 37.07594 36.00000 0.005800 21.00 2.68 7.8 37.07594 36.00000 0.005900 21.18 2.70 7.8 37.07594 36.00000 0.006000 21.36 2.72 7.8 37.07594 36.00000 0.006100 21.54 2.75 7.8 37.07594 36.00000 0.006200 21.72 2.77 7.8 37.07594 36.00000 0.006300 21.89 2.79 7.8 37.07594 36.00000 0.006400 22.06 2.81 7.8 37.07594 36.00000 0.006500 22.24 2.84 7.8 37.07594 36.00000 0.006600 22.41 2.86 7.8 37.07594 36.00000 0.006700 22.58 2.88 7.8 37.07594 36.00000 0.006800 22.74 2.90 7.8 37.07594 36.00000 0.006900 22.91 2.92 7.8 37.07594 36.00000 0.007000 23.08 2.94 7.8 37.07594 36.00000 0.007100 23.24 2.96 7.8 37.07594 36.00000 0.007200 23.40 2.98 7.8 37.07594 36.00000 0.007300 23.56 3.00 7.8 37.07594 36.00000 0.007400 23.73 3.03 7.8 37.07594 36.00000 0.007500 23.89 3.05 7.8 37.07594 36.00000 0.007600 24.04 3.07 7.8 37.07594 36.00000 0.007700 24.20 3.09 7.8 37.07594 36.00000 0.007800 24.36 3.11 7.8 37.07594 36.00000 0.007900 24.51 3.13 7.8 37.07594 36.00000 0.008000 24.67 3.15 7.8 37.07594 36.00000 0.008100 24.82 3.17 7.8 37.07594 36.00000 0.008200 24.98 3.18 7.8 37.07594 36.00000 0.008300 25.13 3.20 7.8 37.07594 36.00000 0.008400 25.28 3.22 7.8 37.07594 36.00000 0.008500 25.43 3.24 7.8 37.07594 36.00000 0.008600 25.58 3.26 7.8 37.07594 36.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:41 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 s to 40 ar rr 491 r. in 4d qm All 60' RM - TC TO TC Rating Table for Irregular Channel L /4\ Slope (ft/ft) Discharge (cfs) Velocity (ftfs) Flow Area (n:) vvenea rCnnjcLci %SL, -F •••�••• • 0.008700 25.73 3.28 7.8 37.07594 36.00000 0.008800 25.87 3.30 7.8 37.07594 36.00000 0.008900 26.02 3.32 7.8 37.07594 36.00000 0.009000 26.17 3.34 7.8 37.07594 36.00000 0.009100 26.31 3.35 7.8 37.07594 36.00000 0.009200 26.45 3.37 7.8--t-- 37.07594 36.00000 0.009300 26.60 3.39 7.8 1 37.07594 36.00000 0.009400 26.74 3.41 7.8 1 37.07594 36.00000 0.009500 26.88 3.43 7.8 37.07594 36.00000 0.009600 27.02 3.45 7.8 1 37.07594 36.00000 0.009700 27.16 3.46 7.8 1 37.07594 36.00000 0.009800 27.30 3.48 7.8 37.07594 36.00000 0.009900 27.44 3.50 7.8 37.07594 36.00000 0.010000 27.58 3.52 7.8 37.07594 1 36.00000 0.010100 27.72 3.53 7.8 37.07594 1 36.00000 0.010200 27.85 3.55 7.8 37.0759436.00000 0.010300 27.99 3.57 7.8 37.07594 1 36.00000 0.010400 28.13 3.59 7.8 37.07594 36.00000 0.010500 28.26 3.60 7.8 37.07594 36.00000 0.010600 28.40 3.62 7.8 37.07594 36.00000 0.010700 28.53 3.64 7.8 37.07594 36.00000' 0.010800 28.66 3.65 7.8 37.07594 36.00000 0.010900 28.79 3.67 7.8 37.07594 36,00000 0.011000 28.93 3.69 1 7.8 37.07594 36.00000 0.011100 29.06 3.71 7.8 37.07594 36.00000 0.011200 29.19 3.72 7.8 37.07594 36.00000 0.011300 29.32 3.74 7.837.07594 36.00000 0.011400 29.45 3.75 7.8 37.07594 36.00000 0.011500 29.58 3.77 7.8 37.07594 36.00000 0.011600 29.70 3.79 7.8 37.07594 36.00000 0.011700 29.83 3.80 7.8 37.07594 36.00000 0.011800 29.96 3.82 7.8 37.07594 36.00000 0.011900 1 30.09 3.84 7.8 37.07594 36.00000 0.012000 30.21 3.85 7.8 37.07594 36.00000 0.012100 30.34 3.87 7.8 37.07594 36.00000 0.012200 30.46 3.88 7.8 37.07594 36.00000 0.012300 30.59 3.90 7.8 37.07594 36.00000 0.012400 30.71 3.92 7.8 37.07594 36.00000 0.012500 30.84 3.93 7.8 37.07594 36.00000 0.012600 30.96 3.95 7-8_____I_37.07594 36.00000 0.012700 31.08 3.96 7.8 37.07594 36.00000 0.012800 31.20 3.98 7.8 37.07594 36.00000 0.012900 31.33 3.99 7.8 37.07594 36.00000 0.013000 31.45 4.01 7.8 37.07594 36.00000 0.013100 31.57 4.03 7.8 37.07594 36.00000 0.013200 31.69 4.04 7.8 37.07594 36.00000 0.013300 31.81 4.06 7.8 37.07594 36.00000 0.013400 31.93 4.07 7.8 37.07594 36.00000 0.013500 32.05 4.09 7.8 37.07594 36.00000 0.013600 32.16 4.10 7.8 37.07594 36.00000 0.013700 32.28 4.12 7.8 37.07594 36.00000 0.013800 32.40 4.13 7.8 37.07594 36.00000 Project Engineer. RBF Consulting h:\pdata\15100634\ca1cs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:41 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 60' R/W - TC TO TC Rating Table for Irregular Channel Slope (fVft) Discharge (cfs) Velocity (ft/s) Flow Area (ft) Wetted Perimeter (ft) Top Width (ft) 0.013900 32.52 4.15 7.8 37.07594 36.00000 0.014000 32.63 4.16 7.8 37.07594 36.00000 0.014100 32.75 4.18 7.8 37.07594 36.00000 0.014200 32.87 4.19 7.8 37.07594 36.00000 0.014300 32.98 4.21 7.8 37.07594 36.00000 0.014400 33.10 4.22 7.8 37.07594 36.00000 0.014500 33.21 4.23 7.8 37.07594 36.00000 0.014600 33.33 4.25 7.8 37.07594 36.00000 0.014700 33.44 4.26 7.8 37.07594 36.00000 0.014800 33.55 4.28 7.8 37.07594 36.00000 0.014900 33.67 4.29 7.8 37.07594 36.00000 0.015000 33.78 4.31 7.8 37.07594 36.00000 0.015100 33.89 4.32 7.8 37.07594 36.00000 0.015200 34.00 4.34 7.8 37.07594 36.00000 0.015300 34.12 4.35 7.8 37.07594 36.00000 0.015400 34.23 4.36 7.8 37.07594 36.00000 0.015500 34.34 4.38 7.8 37.07594 36.00000 0.015600 34.45 4.39 7.8 37.07594 36.00000 0.015700 34.56 4.41 7.8 37.07594 36.00000 0.015800 34.67 4.42 7.8 37.07594 36.00000 0.015900 34.78 4.43 7.8 37.07594 36.00000 0.016000 34.89 4.45 7.8 37.07594 36.00000 0.016100 35.00 4.46 7.8 37.07594 36.00000 0.016200 35.10 4.48 7.8 37.07594 36.00000 0.016300 35.21 4.49 7.8 37.07594 36.00000 0.016400 35.32 4.50 7.8 37.07594 36.00000 0.016500 35.43 4.52 7.8 37.07594 36.00000 0.016600 35.53 4.53 7.8 37.07594 36.00000 0.016700 35.64 4.54 7.8 37.07594 36.00000 0.016800 35.75 4.56 7.8 37.07594 36.00000 0.016900 35.85 4.57 7.8 37.07594 36.00000 0.017000 35.96 4.59 7.8 37.07594 36.00000 0.017100 36.07 4.60 7.8 37.07594 36.00000 0.017200 36.17 4.61 7.8 37.07594 36.00000 0.017300 36.28 4.63 7.8 37.07594 36.00000 0.017400 36.38 4.64 7.8 37.07594 36.00000 0.017500 36.49 4.65 7.8 37.07594 36.00000 0.017600 36.59 4.67 7.8 37.07594 36.00000 0.017700 36.69 4.68 7.8 37.07594 36.00000 0.017800 36.80 4.69 7.8 37.07594 36.00000 0.017900 36.90 4.71 7.8 37.07594 36.00000 0.018000 37.00 4.72 7.8 37.07594 36.00000 0.018100 37.11 4.73 7.8 37.07594 36.00000 0.018200 37.21 4.74 7.8 37.07594 36.00000 0.018300 37.31 4.76 7.8 37.07594 36.00000 0.018400 37.41 4.77 7.8 37.07594 36.00000 0.018500 37.51 4.78 7.8 37.07594 36.00000 0.018600 37.61 4.80 7.8 37.07594 36.00000 0.018700 37.72 4.81 7.8 37.07594 36.00000 0.018800 37.82 4.82 7.8 37.07594 36.00000 0.018900 37.92 4.83 7.8 37.07594 36.00000 0.019000 38.02 4.85 7.8 37.07594 36.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:41 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 4 0 I" All F ,m AN E am r 140 dw y IN 4d .•4 go rir 60' RM - TC TO TC Rating Table for Irregular Channel jiting h:\plata\15100634\caics\stonn drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:41 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 5 60' RNV - TC TO TC Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (W) Wetted Perimeter (ft) Top Width (ft) 0.024300 42.99 5.48 7.8 37.07594 36.00000 0.024400 43.08 5.49 7.8 37.07594 36.00000 0.024500 43.17 5.50 7.8 37.07594 36.00000 0.024600 43.26 5.52 7.8 37.07594 36.00000 0.024700 43.35 5.53 7.8 37.07594 36.00000 0.024800 43.43 5.54 7.8 37.07594 36.00000 0.024900 43.52 5.55 7.8 37.07594 36.00000 0.025000 43.61 5.56 7.8 37.07594 36.00000 0.025100 43.70 5.57 7.8 37.07594 36.00000 0.025200 43.78 5.58 7.8 37.07594 36.00000 0.025300 43.87 5.59 7.8 37.07594 36.00000 0.025400 43.96 5.60 7.8 37.07594 36.00000 0.025500 44.04 5.62 7.8 37.07594 36.00000 0.025600 44.13 5.63 7.8 37.07594 36.00000 0.025700 44.21 5.64 7.8 37.07594 36.00000 0.025800 44.30 5.65 7.8 37.07594 36.00000 0.025900 44.39 5.66 7.8 37.07594 36.00000 0.026000 44.47 5.67 7.8 37.07594 36.00000 0.026100 44.56 5.68 7.8 37.07594 36.00000 0.026200 44.64 5.69 7.8 37.07594 36.00000 0.026300 44.73 5.70 7.8 37.07594 36.00000 0.026400 44.81 5.71 7.8 37.07594 36.00000 0.026500 44.90 5.72 7.8 37.07594 36.00000 0.026600 44.98 5.74 7.8 37.07594 36.00000 0.026700 45.07 5.75 7.8 37.07594 36.00000 0.026800 45.15 5.76 7.8 37.07594 36.00000 0.026900 45.24 5.77 7.8 37.07594 36.00000 0.027000 45.32 5.78 7.8 37.07594 36.00000 0.027100 45.40 5.79 7.8 37.07594 36.00000 0.027200 45.49 5.80 7.8 37.07594 36.00000 0.027300 45.57 5.81 7.8 37.07594 36.00000 0.027400 45.65 5.82 7.8 37.07594 36.00000 0.027500 45.74 5.83 7.8 37.07594 36.00000 0.027600 45.82 5.84 7.8 37.07594 36.00000 0.027700 45.90 5.85 7.8 37.07594 36.00000 0.027800 45.99 5.86 7.8 37.07594 36.00000 0.027900 46.07 5.87 7.8 37.07594 36.00000 0.028000 46.15 5.88 7.8 37.07594 36.00000 0.028100 46.23 5.90 7.8 37.07594 36.00000 0.028200 46.32 5.91 7.8 37.07594 36.00000 0.028300 46.40 5.92 7.8 37.07594 36.00000 0.028400 46.48 5.93 7.8 37.07594 36.00000 0.028500 46.56 5.94 7.8 37.07594 36.00000 0.028600 46.64 5.95 7.8 37.07594 36.00000 0.028700 46.72 5.96 7.8 37.07594 36.00000 0.028800 46.81 5.97 7.8 37.07594 36.00000 0.028900 46.89 5.98 7.8 37.07594 36.00000 0.029000 46.97 5.99 7.8 37.07594 36.00000 0.029100 47.05 6.00 7.8 37.07594 36.00000 0.029200 47.13 6.01 7.8 37.07594 36.00000 0.029300 47.21 6.02 7.8 37.07594 36.00000 0.029400 47.29 6.03 7.8 37.07594 1 36.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:41 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 6 in 40 0 ar .r rr 1.0 so ..a No 8 0 N 8 m - "m 49. d 0 60' RM - TC TO TC Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ftz) Wetted Perimeter (ft) Top Width (ft) 0.029500 47.37 6.04 7.8 37.07594 36.00000 0.029600 47.45 6.05 7.8 37.07594 36.00000 0.029700 47.53 6.06 7.8 37.07594 36.00000 0.029800 47.61 6.07 7.8 37.07594 J 36.00000 0.029900 47.69 6.08 7.8 37.07594 36.00000 0.030000 47.77 6.09 7.8 37.07594 36.00000 0.030100 47.85 6.10 7.8 37.07594 36.00000 0.030200 47.93 6.11 7.8 37.07594 36.00000 0.030300 48.01 6.12 7.8 37.07594 36.00000 0.030400 48.09 6.13 7.8 37.07594 36.00000 0.030500 48.17 6.14 7.8 37.07594 36.00000 0.030600 48.25 6.15 7.8 37.07594 36.00000 0.030700 48.32 6.16 7.8 37.07594 36.00000 0.030800 48.40 6.17 7.8 37.07594 36.00000 0.030900 48.48 6.18 7.8 37.07594 36.00000 0.031000 48.56 6.19 7.8 37.07594 36.00000 0.031100 48.64 6.20 7.8 37.07594 36.00000 0.031200 48.72 6.21 7.8 37.07594 36.00000 0.031300 48.79 6.22 7.8 37.07594 36.00000 0.031400 48.87 6.23 7.8 37.07594 36.00000 0.031500 48.95 6.24 7.8 37.07594 36.00000 0.031600 49.03 6.25 7.8 37.07594 36.00000 0.031700 49.11 6.26 7.8 37.07594 36.00000 0.031800 49.18 6.27 7.8 37.07594 36.00000 0.031900 49.26 6.28 7.8 37.07594 36.00000 0.032000 49.34 6.29 7.8 37.07594 36.00000 0.032100 49.41 6.30 7.8 37.07594 36.00000 0.032200 49.49 6.31 7.8 37.07594 36.00000 0.032300 49.57 6.32 7.8 37.07594 36.00000 0.032400 49.64 6.33 7.8 37.07594 36.00000 0.032500 49.72 6.34 7.8 37.07594 36.00000 0.032600 49.80 6.35 7.8 37.07594 36.00000 0.032700 49.87 6.36 7.8 37.07594 36.00000 0.032800 49.95 6.37 7.8 37.07594 36.00000 0.032900 50.03 6.38 7.8 37.07594 36.00000 0.033000 50.10 6.39 7.8 37.07594 36.00000 0.033100 50.18 6.40 7.8 37.07594 36.00000 0.033200 50.25 6.41 7.8 37.07594 36.00000 0.033300 50.33 6.42 7.8 37.07594 36.00000 0.033400 50.40 6.43 7.8 37.07594 36.00000 0.033500 50.48 6.44 7.8 37.07594 1 36.00000 0.033600 50.56 6.45 7.8 37.07594 36.00000 0.033700 50.63 6.46 7.8 37.07594 36.00000 0.033800 50.71 6.47 7.8 37.07594 36.00000 0.033900 50.78 6.48 7.8 37.07594 36.00000 0.034000 50.86 6.48 7.8 37.07594 36.00000 0.034100 50.93 6.49 7.8 37.07594 36.00000 0.034200 51.01 6.50 7.8 37.07594 36.00000 0.034300 51.08 6.51 7.8 37.07594 36.00000 0.034400 51.15 6.52 7.8 37.07594 36.00000 0.034500 51.23 6.53 7.8 37.07594 36.00000 0.034600 51.30 6.54 7.8 37.07594 36.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/1612005 9:41 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 7 60' R/W - TC TO TC Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (W) Wetted Perimeter (ft) Top Width (ft) 0.034700 51.38 6.55 7.8 37.07594 36.00000 0.034800 51.45 6.56 7.8 37.07594 36.00000 0.034900 51.52 6.57 7.8 37.07594 36.00000 0.035000 51.60 6.58 7.8 37.07594 36.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:41 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 8 60' RNV - RM TO RNV Worksheet for Irregular Channel Project Description Elevation (ft) Worksheet 60' RNV - R/W TO RNV Flow Element Irregular Channel 0+00.00 Method Manning's Formula 0+12.00 Solve For Discharge 0+12.00 0.00000 0+14.00 Input Data 0+14.00 Slope 0.004000 ft/ft Water Surface Elevation 0.74 ft 0.15000 0+46.00 Options 0+48.00 Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.015 Elevation Range 0.00 to 0.74 Discharge 56.40 cis Flow Area 19.4 ftz Wetted Perimeter 61.08074 ft Top Width 60.00000 ft Actual Depth 0.74 ft Critical Elevation 0.71 ft Critical Slope 0.004962 ft/ft Velocity 2.91 ft/s Velocity Head 0.13 ft Specific Energy 0.87 ft Froude Number 0.90 Flow Type Subcritical Roughness Segments Start Station End Station Mannings Coefficient 0+00.00 0+60.00 0.015 Natural Channel Points Station (ft) Elevation (ft) 0+00.00 0.74000 0+12.00 0.50000 0+12.00 0.00000 0+14.00 0.11875 0+14.00 0.15000 0+30.00 0.47000 0+46.00 0.15000 0+46.00 0.11875 0+48.00 0.00000 0+48.00 0.50000 0+60.00 0.74000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495Jm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:31 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 N MR 40 .. rr mm .r F ma ar F qw 40 ,w do E 60' RIW - RNV TO RNV Cross Section for Irregular Channel Project Description Worksheet 60' R/W - RNV TO RNV Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.015 Slope 0.004000 ft/ft Water Surface Elevation 0.74 ft Elevation Range 0.00 to 0.74 Discharge 56.40 cfs 0.80000.: 0.40000 ------ - 0.00000 --- 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 V:5.0� H:1 NTS Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 164951m2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:32 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 INI Aw qq Aw to ,. IN .r ow am ,w w r M I" ds MR AN 60' RM - RNV TO RM Rating Table for Irregular Channel Project Description Worksheet 60'RNV - RNV TO R/W Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data 'Y I. 1.7 48.02 2.48 19.4 61.08074 60.00000 Water Surface Elevation 0.74 ft 2.52 19.4 61.08074 Options 0.003100 49.65 2.56 19.4 61.08074 Current Roughness Method Improved Lotter's Method 50.44 2.61 19.4 Open Channel Weighting Method Improved Lotter's Method 0.003300 51.23 2.65 Closed Channel Weighting Method Horton's Method 60.00000 0.003400 52.00 Attribute Minimum Maximum Increment 60.00000 Slope (ft/ft) 0.000300 0.035000 0.000100 Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (W) Wetted Perimeter (ft) Top Width (ft) 0.000300 15.45 0.80 19.4 61.08074 60.00000 0.000400 17.83 0.92 19.4 61.08074 60.00000 0.000500 19.94 1.03 19.4 61.08074 60.00000 0.000600 21.84 1.13 19.4 61.08074 60.00000 0.000700 23.59 1.22 19.4 61.08074 60.00000 0.000800 25.22 1.30 19.4 61.08074 60.00000 0.000900 26.75 1.38 19.4 61.08074 60.00000 0.001000 28.20 1.46 19.4 61.08074 60.00000 0.001100 29.58 1.53 19.4 61.08074 60.00000 0.001200 30.89 1.60 19.4 61.08074 60.00000 0.001300 32.15 1.66 19.4 61.08074 60.00000 0.001400 33.37 1.72 19.4 61.08074 60.00000 0.001500 34.54 1.78 19.4 61.08074 60.00000 0.001600 35.67 1.84 19.4 61.08074 60.00000 0.001700 36.77 1.90 19.4 61.08074 60.00000 0.001800 37.83 1.95 19.4 61.08074 60.00000 0.001900 38.87 2.01 19.4 61.08074 60.00000 0.002000 39.88 2.06 19.4 61.08074 60.00000 0.002100 40.86 2.11 19.4 61.08074 60.00000 0.002200 41.83 2.16 19.4 61.08074 60.00000 0.002300 42.77 2.21 19.4 61.08074 60.00000 0.002400 43.69 2.26 19.4 61.08074 60.00000 0.002500 44.59 2.30 19.4 61.08074 60.00000 0.002600 45.47 2.3519.4 61.08074 60.00000 0.002700 46.34 2.39 19.4 61.08074 60.00000 AA A(1 A C,1 nan7a 60.00000 U.UU4000 I 0.002900 'Y I. 1.7 48.02 2.48 19.4 61.08074 60.00000 0.003000 48.84 2.52 19.4 61.08074 60.00000 0.003100 49.65 2.56 19.4 61.08074 60.00000 0.003200 50.44 2.61 19.4 61.08074 60.00000 0.003300 51.23 2.65 19.4 61.08074 60.00000 0.003400 52.00 2.69 19.4 61.08074 60.00000 Project Engineer. RBF conswung h:\pdata\15100634\ca1cs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 (614kj 2/16/2005 9:16 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 60' RNV - RNV TO R/W Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.003500 52.76 2.72 19.4 61.08074 60.00000 0.003600 53.50 2.76 19.4 61.08074 60.00000 0.003700 54.24 2.80 19.4 61.08074 60.00000 0.003800 54.97 2.84 19.4 61.08074 60.00000 0.003900 55.69 2.88 19.4 61.08074 60.00000 0.004000 56.40 2.91 19.4 61.08074 60.00000 0.004100 57.10 2.95 19.4 61.08074 60.00000 0.004200 57.79 2.98 19.4 61.08074 60.00000 0.004300 58.48 3.02 19.4 61.08074 60.00000 0.004400 59.15 3.05 19.4 61.08074 60.00000 0.004500 59.82 3.09 19.4 61.08074 60.00000 0.004600 60.48 3.12 19.4 61.08074 60.00000 0.004700 61.13 3.16 19.4 61.08074 60.00000 0.004800 61.78 3.19 19.4 61.08074 60.00000 0.004900 62.42 3.22 19.4 61.08074 60.00000 0.005000 63.06 3.26 19.4 61.08074 60.00000 0.005100 63.68 3.29 19.4 61.08074 60.00000 0.005200 64.30 3.32 19.4 61.08074 60.00000 0.005300 64.92 3.35 19.4 61.08074 60.00000 0.005400 65.53 3.38 19.4 61.08074 60.00000 0.005500 66.13 3.42 19.4 61.08074 60.00000 0.005600 66.73 3.45 19.4 61.08074 60.00000 0.005700 67.32 3.48 19.4 61.08074 60.00000 0.005800 67.91 3.51 19.4 61.08074 60.00000 0.005900 68.50 3.54 19.4 61.08074 60.00000 0.006000 69.07 3.57 19.4 61.08074 60.00000 0.006100 69.65 3.60 19.4 61.08074 60.00000 0.006200 70.22 3.63 19.4 61.08074 60.00000 0.006300 70.78 3.66 19.4 61.08074 60.00000 0.006400 71.34 3.68 19.4 61.08074 60.00000 0.006500 71.89 3.71 19.4 61.08074 60.00000 0.006600 72.45 3.74 19.4 61.08074 60.00000 0.006700 72.99 3.77 19.4 61.08074 60.00000 0.006800 73.53 3.80 19.4 61.08074 60.00000 0.006900 74.07 3.83 19.4 61.08074 60.00000 0.007000 74.61 3.85 19.4 61.08074 60.00000 0.007100 75.14 3.88 19.4 61.08074 60.00000 0.007200 75.67 3.91 19.4 61.08074 60.00000 0.007300 76.19 3.93 19.4 61.08074 60.00000 0.007400 76.71 3.96 19.4 61.08074 60.00000 0.007500 77.23 3.99 19.4 61.08074 60.00000 0.007600 77.74 4.01 19.4 61.08074 60.00000 0.007700 78.25 4.04 19.4 61.08074 60.00000 0.007800 78.76 4.07 19.4 61.08074 60.00000 0.007900 79.26 4.09 19.4 61.08074 60.00000 0.008000 79.76 4.12 19.4 61.08074 60.00000 0.008100 80.26 4.14 19.4 61.08074 60.00000 0.008200 80.75 4.17 19.4 61.08074 60.00000 0.008300 81.24 4.20 19.4 61.08074 60.00000 0.008400 81.73 4.22 19.4 61.08074 60.00000 0.008500 82.21 4.25 19.4 61.08074 60.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:16 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 F I" d/ AW 60' RNV - RNV TO RNV Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft) Wetted Perimeter (ft) Top Width (ft) 0.008600 82.70 4.27 19.4 61.08074 60.00000 0.008700 83.18 4.30 19.4 61.08074 60.00000 0.008800 83.65 4.32 19.4 61.08074 60.00000 0.008900 84.13 4.34 19.4 61.08074 60.00000 0.009000 84.60 4.37 19.4 61.08074 60.00000 0.009100 85.07 4.39 19.4 61.08074 60.00000 0.009200 85.53 4.42 19.4 61.08074 60.00000 0.009300 86.00 4.44 19.4 61.08074 60.00000 0.009400 86.46 4.47 19.4 61.08074 60.00000 0.009500 86.92 4.49 19.4 61.08074 60.00000 0.009600 87.37 4.51 19.4 61.08074 60.00000 0.009700 87.83 4.54 19.4 61.08074 60.00000 0.009800 88.28 4.56 19.4 61.08074 60.00000 0.009900 88.73 4.58 19.4 61.08074 60.00000 0.010000 89.17 4.61 19.4 61.08074 60.00000 0.010100 89.62 4.63 19.4 61.08074 60.00000 0.010200 90.06 4.65 19.4 61.08074 60.00000 0.010300 90.50 4.67 19.4 61.08074 60.00000 0.010400 90.94 4.70 19.4 61.08074 60.00000 0.010500 91.38 4.72 19.4 61.08074 60.00000 0.010600 91.81 4.74 19.4 61.08074 60.00000 0.010700 92.24 4.76 19.4 61.08074 60.00000 0.010800 92.67 4.79 19.4 61.08074 60.00000 0.010900 93.10 4.81 19.4 61.08074 60.00000 0.011000 93.53 4.83 19.4 61.08074 60.00000 0.011100 93.95 4.85 19.4 61.08074 60.00000 0.011200 94.37 4.87 19.4 61.08074 60.00000 0.011300 94.79 4.90 19.4 61.08074 60.00000 0.011400 95.21 4.92 19.4 61.08074 60.00000 0.011500 95.63 4.94 19.4 61.08074 60.00000 0.011600 96.04 4.96 19.4 61.08074 60.00000 0.011700 96.46 4.98 19.4 61.08074 60.00000 0.011800 96.87 5.00 19.4 61.08074 60.00000 0.011900 97.28 5.02 19.4 61.08074 ^A ^n^1 A 60.00000 I an nnnnn Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:16 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 60' RNV - RNV TO RNV Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ftz) Wetted Perimeter (ft) Top Width (ft) 0.013700 104.38 5.39 19.4 61.08074 60.00000 0.013800 104.76 5.41 19.4 61.08074 60.00000 0.013900 105.13 5.43 19.4 61.08074 60.00000 0.014000 105.51 5.45 19.4 61.08074 60.00000 0.014100 105.89 5.47 19.4 61.08074 60.00000 0.014200 106.26 5.49 19.4 61.08074 60.00000 0.014300 106.64 5.51 19.4 61.08074 60.00000 0.014400 107.01 5.53 19.4 61.08074 60.00000 0.014500 107.38 5.55 19.4 61.08074 60.00000 0.014600 107.75 5.56 19.4 61.08074 60.00000 0.014700 108.12 5.58 19.4 61.08074 60.00000 0.014800 108.48 5.60 19.4 61.08074 60.00000 0.014900 108.85 5.62 19.4 61.08074 60.00000 0.015000 109.22 5.64 19.4 61.08074 60.00000 0.015100 109.58 5.66 19.4 61.08074 60.00000 0.015200 109.94 5.68 19.4 61.08074 60.00000 0.015300 110.30 5.70 19.4 61.08074 60.00000 0.015400 110.66 5.72 19.4 61.08074 60.00000 0.015500 111.02 5.73 19.4 61.08074 60.00000 0.015600 111.38 5.75 19.4 61.08074 60.00000 0.015700 111.73 5.77 19.4 61.08074 60.00000 0.015800 112.09 5.79 19.4 61.08074 60.00000 0.015900 112.44 5.81 19.4 61.08074 60.00000 0.016000 112.80 5.83 19.4 61.08074 60.00000 0.016100 113.15 5.84 19.4 61.08074 60.00000 0.016200 113.50 5.86 19.4 61.08074 60.00000 0.016300 113.85 5.88 19.4 61.08074 60.00000 0.016400 114.20 5.90 19.4 61.08074 60.00000 0.016500 114.55 5.92 19.4 61.08074 60.00000 0.016600 114.89 5.93 19.4 61.08074 60.00000 0.016700 115.24 5.95 19.4 61.08074 60.00000 0.016800 115.58 5.97 19.4 61.08074 60.00000 0.016900 115.93 5.99 19.4 61.08074 60.00000 0.017000 116.27 6.00 19.4 61.08074 60.00000 0.017100 116.61 6.02 19.4 61.08074 60.00000 0.017200 116.95 6.04 19.4 61.08074 60.00000 0.017300 117.29 6.06 19.4 61.08074 60.00000 0.017400 117.63 6.08 19.4 61.08074 60.00000 0.017500 117.97 6.09 19.4 61.08074 60.00000 0.017600 118.30 6.11 19.4 61.08074 60.00000 0.017700 118.64 6.13 19.4 61.08074 60.00000 0.017800 118.97 6.14 19.4 61.08074 60.00000 0.017900 119.31 6.16 19.4 61.08074 60.00000 0.018000 119.64 6.18 19.4 61.08074 60.00000 0.018100 119.97 6.20 19.4 61.08074 60.00000 0.018200 120.30 6.21 19.4 61.08074 60.00000 0.018300 120.63 6.23 19.4 61.08074 60.00000 0.018400 120.96 6.25 19.4 61.08074 60.00000 0.018500 121.29 6.26 19.4 61.08074 60.00000 0.018600 121.62 6.28 19.4 61.08074 1 60.00000 0.018700 121.94 6.30 19.4 61.08074 60.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storrn drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:16 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 4 I" +r� rr do .w 40 we Am MR mm om ww rrr r rr Rm rir �.y i INI Ad All di W" 4w 60' RNV - RNV TO RM Rating Table for Irregular Channel Slope (fUft) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.018800 122.27 6.31 19.4 61.08074 60.00000 0.018900 122.59 6.33 19.4 61.08074 60.00000 0.019000 122.92 6.35 19.4 61.08074 60.00000 0.019100 123.24 6.36 19.4 61.08074 60.00000 0.019200 123.56 6.38 19.4 61.08074 60.00000 0.019300 123.88 6.40 19.4 61.08074 60.00000 0.019400 124.20 6.41 19.4 61.08074 60.00000 0.019500 124.52 6.43 19.4 61.08074 60.00000 0.019600 124.84 6.45 19.4 61.08074 60.00000 0.019700 125.16 6.46 19.4 61.08074 60.00000 0.019800 125.48 6.48 19.4 61.08074 60.00000 0.019900 125.79 6.50 19.4 61.08074 60.00000 0.020000 126.11 6.51 19.4 61.08074 60.00000 0.020100 126.43 6.53 19.4 61.08074 60.00000 0.020200 126.74 6.55 19.4 61.08074 60.00000 0.020300 127.05 6.56 19.4 61.08074 60.00000 0.020400 127.37 6.58 19.4 61.08074 60.00000 0.020500 127.68 6.59 19.4 61.08074 60.00000 0.020600 127.99 6.61 19.4 61.08074 60.00000 0.020700 128.30 6.63 19.4 61.08074 60.00000 0.020800 128.61 6.64 19.4 61.08074 60.00000 0.020900 128.92 6.66 19.4 61.08074 60.00000 0.021000 129.22 6.67 19.4 61.08074 60.00000 0.021100 129.53 6.69 19.4 61.08074 60.00000 0.021200 129.84 6.71 19.4 61.08074 60.00000 0.021300 130.14 6.72 19.4 61.08074 60.00000 0.021400 130.45 6.74 19A 61.08074 60.00000 0.021500 130.75 6.75 19.4 61.08074 60.00000 0.021600 131.06 6.77 19.4 61.08074 60.00000 0.021700 131.36 6.78 19.4 61.08074 60.00000 0.021800 131.66 6.80 19.4 61.08074 60.00000 0.021900 131.97 6.82 19.4 61.08074 60.00000 0.022000 132.27 6.83 19.4 61.08074 60.00000 0.022100 132.57 1 6.85 19.4 61.08074 60.00000 0.022200 132.87 6.86 19.4 61.08074 -1 ---- I 60.00000 C!1 AMAA Project Engineer: RBF Consulting h:\pdata\15100634\ca1cs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:16 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 5 60'RM - R/W TO RNV Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft) Wetted Perimeter (ft) Top Width (ft) 0.023900 137.86 7.12 19.4 61.08074 60.00000 0.024000 138.15 7.13 19.4 61.08074 60.00000 0.024100 138.43 7.15 19.4 61.08074 60.00000 0.024200 138.72 7.16 19.4 61.08074 60.00000 0.024300 139.01 7.18 19.4 61.08074 60.00000 0.024400 139.29 7.19 19.4 61.08074 60.00000 0.024500 139.58 7.21 19.4 61.08074 60.00000 0.024600 139.86 7.22 19.4 61.08074 60.00000 0.024700 140.15 7.24 19.4 61.08074 60.00000 0.024800 140.43 7.25 19.4 61.08074 60.00000 0.024900 140.71 7.27 19.4 61.08074 60.00000 0.025000 141.00 7.28 19.4 61.08074 60.00000 0.025100 141.28 7.30 19.4 61.08074 60.00000 0.025200 141.56 7.31 19.4 61.08074 60.00000 0.025300 141.84 7.33 19.4 61.08074 60.00000 0.025400 142.12 7.34 19.4 61.08074 60.00000 0.025500 142.40 7.35 19.4 61.08074 60.00000 0.025600 142.68 7.37 19.4 61.08074 60.00000 0.025700 142.96 7.38 19.4 61.08074 60.00000 0.025800 143.23 7.40 19.4 61.08074 60.00000 0.025900 143.51 7.41 19.4 61.08074 60.00000 0.026000 143.79 7.43 19.4 61.08074 60.00000 0.026100 144.06 7.44 19.4 61.08074 60.00000 0.026200 144.34 7.45 19.4 61.08074 60.00000 0.026300 144.62 7.47 19.4 61.08074 60.00000 0.026400 144.89 7.48 19.4 61.08074 60.00000 0.026500 145.16 7.50 19.4 61.08074 60.00000 0.026600 145.44 7.51 19.4 61.08074 60.00000 0.026700 145.71 7.53 19.4 61.08074 60.00000 0.026800 145.98 7.54 19.4 61.08074 60.00000 0.026900 146.26 7.55 19.4 61.08074 60.00000 0.027000 146.53 7.57 19.4 61.08074 60.00000 0.027100 146.80 7.58 19.4 61.08074 60.00000 0.027200 147.07 7.60 19.4 61.08074 60.00000 0.027300 147.34 7.61 19.4 61.08074 60.00000 0.027400 147.61 7.62 19.4 61.08074 60.00000 0.027500 147.88 7.64 19.4 61.08074 60.00000 0.027600 148.15 7.65 19.4 61.08074 60.00000 0.027700 148.41 7.67 19.4 61.08074 60.00000 0.027800 148.68 7.68 19.4 61.08074 60.00000 0.027900 148.95 7.69 19.4 61.08074 60.00000 0.028000 149.22 7.71 19.4 61.08074 60.00000 0.028100 149.48 7.72 19.4 61.08074 60.00000 0.028200 149.75 7.73 19.4 61.08074 60.00000 0.028300 150.01 7.75 19.4 61.08074 60.00000 0.028400 150.28 7.76 19.4 61.08074 60.00000 0.028500 150.54 7.77 19.4 61.08074 60.00000 0.028600 150.81 7.79 19.4 61.08074 60.00000 0.028700 151.07 7.80 19.4 61.08074 60.00000 0.028800 151.33 7.82 19.4 61.08074 60.00000 0.028900 151.60 7.83 19.4 61.08074 60.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 ]614k] 2/16/2005 9:16 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 6 °s w do .. rr .r qm so As 40 F .A 41 An me go 40 60' RIW - RM TO RIW Rating Table for Irregular Channel Slope (ft/ft) Discharge (cls) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.029000 151.86 7.84 19.4 61.08074 60.00000 0.029100 152.12 7.86 19.4 61.08074 60.00000 0.029200 152.38 7.87 19.4 61.08074 60.00000 0.029300 152.64 7.88 19.4 61.08074 60.00000 0.029400 152.90 7.90 19.4 61.08074 60.00000 0.029500 153.16 7.91 19.4 61.08074 60.00000 0.029600 153.42 7.92 19.4 61.08074 60.00000 0.029700 153.68 7.94 19.4 61.08074 60.00000 0.029800 153.94 7.95 19.4 61.08074 60.00000 0.029900 154.20 7.96 19.4 61.08074 60.00000 0.030000 154.45 7.98 19.4 61.08074 60.00000 0.030100 154.71 7.99 19.4 61.08074 60.00000 0.030200 154.97 8.00 19.4 61.08074 60.00000 0.030300 155.22 8:02 19.4 61.08074 60.00000 0.030400 155.48 8.03 19.4 61.08074 60.00000 0.030500 155.74 8.04 19.4 61.08074 60.00000 0.030600 155.99 8.06 19.4 61.08074 60.00000 0.030700 156.24 8.07 19.4 61.08074 60.00000 0.030800 156.50 8.08 19.4 61.08074 60.00000 0.030900 156.75 8.10 19.4 61.08074 60.00000 0.031000 157.01 8.11 19.4 61.08074 60.00000 0.031100 157.26 8.12 19.4 61.08074 60.00000 0.031200 157.51 8.13 19.4 61.08074 60.00000 0.031300 157.76 8.15 19.4 61.08074 60.00000 0.031400 158.02 8.16 19.4 61.08074 60.00000 0.031500 158.27 8.17 19.4 61.08074 60.00000 0.031600 158.52 8.19 19.4 61.08074 60.00000 0.031700 158.77 8.20 19.4 61.08074 60.00000 0.031800 159.02 8.21 19.4 61.08074 60.00000 0.031900 159.27 8.23 19.4 61.08074 60.00000 0.032000 159.52 8.24 19.4 61.08074 60.00000 0.032100 159.77 8.25 19.4 61.08074 60.00000 0.032200 160.02 8.26 19.4 61.08074 60.00000 0.032300 160.26 8.28 19.4 61.08074 60.00000 0.032400 160.51 8.29 19.4 61.08074 60.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:16 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 7 60' RNV - RM TO RM Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (W) Wetted Perimeter (ft) Top Width (ft) 0.034100 164.67 8.50 19.4 61.08074 60.00000 0.034200 164.91 8.52 19.4 61.08074 60.00000 0.034300 165.15 8.53 19.4 61.08074 60.00000 0.034400 165.39 8.54 19.4 61.08074 60.00000 0.034500 165.63 8.55 19.4 61.08074 60.00000 0.034600 165.87 8.57 19.4 61.08074 60.00000 0.034700 166.11 8.58 19.4 61.08074 60.00000 0.034800 166.35 8.59 19.4 61.08074 60.00000 0.034900 166.59 8.60 19.4 61.08074 60.00000 0.035000 166.83 8.62 19.4 61.08074 60.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k) 2/16/2005 9:16 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 8 qu ar AN "a s ail I" ,r/ Am AW F An so .o, do 64' RM - HALF ST Worksheet for Irregular Channel Project Description Worksheet 64' RNV - HALF ST Flow Element Irregular Channel Method Manning's Formula Solve For Discharge 0.015 Input Data Slope 0.004000 ft/ft Water Surface Elevation 0.51 ft Elevation (ft) Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results Mannings Coefficient 0.015 Elevation.Range 0.00 to 0.74 Discharge 8.79 cfs Flow Area 4.1 ft2 Wetted Perimeter 21.03847 ft Top Width 20.50000 ft Actual Depth 0.51 ft Critical Elevation 0.48 ft Critical Slope 0.005897 ft/ft Velocity 2.12 ft/s Velocity Head 0.07 ft Specific Energy 0.58 ft Froude Number 0.83 Flow Type Subcritical Project Engineer: RBF Consulting h:\pdata\15100634\calcs\stonn drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:44 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Roughness Segments Start Station End Station Mannings Coefficient 0+00.00 0+32.00 0.015 Natural Channel Points Station (ft) Elevation (ft) 0+00.00 0+12.00 0+12.00 0+14.00 0+14.00 0+32.00 0.74000 0.50000 0.00000 0.11875 0.15000 0.51000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\stonn drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:44 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 an .rr MW In AW AM ar d 64' ILMI - HALF ST Cross Section for Irregular Channel Project Description Worksheet 64' RNV - HALF ST Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.015 Slope 0.004000 ft/ft Water Surface Elevation 0.51 ft Elevation Range 0.00 to 0.74 Discharge 8.79 cfs 0.80000 - — - 0.30000= -- — -- --- — --- --- 0.00000 =- - 0+00.00 0+05.00 0+10.00 0+15.00 0+20.00 0+25.00 0+30.00 0+35.00 V:5.0 N HA NTS Project Engineer: RBF Consulting hApdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:45 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 E 0 5 ON do E .. so "a 40 srr ON dos M" As 0', E E e F "a do 64' RM - HALF ST Rating Table for Irregular Channel Project Description Discharge (cfs) Worksheet 64' RNV - HALF ST Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Discharge (cfs) Water Surface Elevation 0.51 ft Wetted Perimeter (ft) Top Width (ft) Options 2.41 Current Roughness Method Open Channel Weighting Method Closed Channel Weighting Method Improved Lotter's Method Improved Lottees Method Horton's Method 21.03847 20.50000 Attribute Minimum Ma)amum Increment Slope (ftfft) 0.000300 0.035000 0.000100 21.03847 20.50000 Slope (fttft) Discharge (cfs) Velocity (f s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.000300 2.41 0.58 4.1 21.03847 20.50000 0.000400 2.78 0.67 4.1 21.03847 20.50000 0.000500 3.11 0.75 4.1 21.03847 20.50000 0.000600 3.40 0.82 4.1 21.03847 20.50000 0.000700 3.68 0.89 4.1 21.03847 20.50000 0.000800 3.93 0.95 4.1 21.03847 20.50000 0.000900 4.17 1.01 4.1 21.03847 20.50000 0.001000 4.39 1.06 4.1 21.03847 20.50000 0.001100 4.61 1.11 4.1 21.03847 20.50000 0.001200 4.81 1.16 4.1 21.03847 20.50000 0.001300 5.01 1.21 4.1 21.03847 20.50000 0.001400 5.20 1.25 4.1 21.03847 20.50000 0.001500 5.38 1.30 4.1 21.03847 20.50000 0.001600 5.56 1.34 4.1 21.03847 20.50000 0.001700 5.73 1.38 4.1 21.03847 20.50000 0.001800 5.90 1.42 4.1 21.03847 20.50000 0.001900 6.06 1.46 4.1 21.03847 20.50000 0.002000 6.21 1.50 4.1 21.03847 20.50000 0.002100 6.37 1.54 4.1 21.03847 20.50000 0.002200 6.52 1.57 4.1 21.03847 20.50000 0.002300 6.66 1.61 4.1 21.03847 20.50000 0.002400 6.81 1.64 4.1 21.03847 20.50000 0.002500 6.95 1.68 4.1 21.03847 20.50000 0.002600 7.09 1.71 4.1 21.03847 20.50000 0.002700 7.22 1.74 4.1 21.03847 20.50000 0.002800 7.35 1.77 4.1 21.03847 20.50000 0.002900 7.48 1.81 4.1 21.03847 20.50000 0.003000 7.61 1.84 4.1 21.03847 20.50000 0.003100 7.74 1.87 4.1 21.03847 20.50000 0.003200 7.86 1.90 4.1 21.03847 20.50000 0.003300 7.98 1.93 4.1 21.03847 20.50000 0.003400 8.10 1.96 4.1 21.03847 20.50000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\stonn drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2116/2005 9:48 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 64' R/W - HALF ST Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (W) Wetted Perimeter (ft) Top Width (ft) 0.003500 8.22 1.98 4.1 21.03847 20.50000 0.003600 8.34 2.01 4.1 21.03847 20.50000 0.003700 8.45 2.04 4.1 21.03847 20.50000 0.003800 8.57 2.07 4.1 21.03847 20.50000 0.003900 8.68 2.09 4.1 21.03847 20.50000 0.004000 8.79 2.12 4.1 21.03847 20.50000 0.004100 8.90 2.15 4.1 21.03847 20.50000 0.004200 9.01 2.17 4.1 21.03847 20.50000 0.004300 9.11 2.20 4.1 21.03847 20.50000 0.004400 9.22 2.22 4.1 21.03847 20.50000 0.004500 9.32 2.25 4.1 21.03847 20.50000 0.004600 9.42 2.27 4.1 21.03847 20.50000 0.004700 9.53 2.30 4.1 21.03847 20.50000 0.004800 9.63 2.32 4.1 21.03847 20.50000 0.004900 9.73 2.35 4.1 21.03847 20.50000 0.005000 9.83 2.37 4.1 21.03847 20.50000 0.005100 9.92 2.39 4.1 21.03847 20.50000 0.005200 10.02 2.42 4.1 21.03847 20.50000 0.005300 10.12 2.44 4.1 21.03847 20.50000 0.005400 10.21 2.46 4.1 21.03847 20.50000 0.005500 10.31 2.49 4.1 21.03847 20.50000 0.005600 10.40 2.51 4.1 21.03847 20.50000 0.005700 10.49 2.53 4.1 21.03847 20.50000 0.005800 10.58 2.55 4.1 21.03847 20.50000 0.005900 10.67 2.58 4.1 21.03847 20.50000 0.006000 10.76 2.60 4.1 21.03847 20.50000 0.006100 10.85 2.62 4.1 21.03847 20.50000 0.006200 10.94 2.64 4.1 21.03847 20.50000 0.006300 11.03 2.66 4.1 21.03847 20.50000 0.006400 11.12 2.68 4.1 21.03847 20.50000 0.006500 11.20 2.70 4.1 21.03847 20.50000 0.006600 11.29 2.72 4.1 21.03847 20.50000 0.006700 11.37 2.74 4.1 21.03847 20.50000 0.006800 11.46 2.77 4.1 21.03847 20.50000 0.006900 11.54 2.79 4.1 21.03847 20.50000 0.007000 11.63 2.81 4.1 21.03847 20.50000 0.007100 11.71 2.83 4.1 21.03847 20.50000 0.007200 11.79 2.85 4.1 21.03847 20.50000 0.007300 11.87 2.87 4.1 21.03847 20.50000 0.007400 11.95 1 2.88 4.1 21.03847 20.50000 0.007500 12.03 2.90 4.1 21.03847 20.50000 0.007600 12.11 2.92 4.1 21.03847 20.50000 0.007700 12.19 2.94 4.1 21.03847 20.50000 0.007800 12.27 2.96 4.1 21.03847 20.50000 0.007900 12.35 2.98 4.1 21.03847 20.50000 0.008000 12.43 3.00 4.1 21.03847 20.50000 0.008100 12.51 3.02 4.1 21.03847 20.50000 0.008200 12.58 3.04 4.1 21.03847 20.50000 0.008300 12.66 3.06 4.1 21.03847 20.50000 0.008400 12.74 3.07 4.1 21.03847 20.50000 0.008500 12.81 3.09 4.1 21.03847 20.50000 0.008600 12.89 3.11 4.1 21.03847 20.50000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:48 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 64' RM - HALF ST Rating Table for Irregular Channel Slope (fvft) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.008700 12.96 3.13 4.1 21.03847 20.50000 0.008800 13.04 3.15 4.1 21.03847 20.50000 0.008900 13.11 3.16 4.1 21.03847 20.50000 0.009000 13.18 3.18 4.1 21.03847 20.50000 0.009100 13.26 3.20 4.1 21.03847 20.50000 0.009200 13.33 3.22 4.1 21.03847 20.50000 0.009300 13.40 3.23 4.1 21.03847 20.50000 0.009400 13.47 3.25 4.1 21.03847 20.50000 0.009500 13.54 3.27 4.1 21.03847 20.50000 0.009600 13.62 3.29 4.1 21.03847 20.50000 0.009700 13.69 3.30 4.1 21.03847 20.50000 0.009800 13.76 3.32 4.1 21.03847 20.50000 0.009900 13.83 3.34 4.1 21.03847 20.50000 0.010000 13.90 3.35 4.1 21.03847 20.50000 0.010100 13.97 3.37 4.1 21.03847 20.50000 0.010200 14.03 3.39 4.1 21.03847 20.50000 0.010300 14.10 3.40 4.1 21.03847 20.50000 0.010400 14.17 3.42 4.1 21.03847 20.50000 0.010500 14.24 3.44 4.1 21.03847 20.50000 0.010600 14.31 3.45 4.1 21.03847 20.50000 0.010700 14.37 3.47 4.1 21.03847 20.50000 0.010800 14.44 3.48 4.1 21.03847 20.50000 0.010900 14.51 3.50 4.1 21.03847 20.50000 0.011000 14.57 3.52 4.1 21.03847 20.50000 0.011100 14.64 3.53 4.1 21.03847 20.50000 0.011200 14.71 3.55 4.1 21.03847 20.50000 0.011300 14.77 3.56 4.1 21.03847 20.50000 0.011400 14.84 3.58 4.1 21.03847 20.50000 0.011500 14.90 3.60 4.1 21.03847 20.50000 0.011600 14.97 3.61 4.1 21.03847 20.50000 0.011700 15.03 3.63 4.1 21.03847 20.50000 0.011800 15.09 3.64 4.1 21.03847 20.50000 0.011900 15.16 3.66 4.1 21.03847 20.50000 0.012000 15.22 3.67 4.1 21.03847 20.50000 0.012100 15.29 3.69 4.1 21.03847 20.50000 0.012200 15.35 3.70 4.1 21.03847 20.50000 0.012300 15.41 3.72 4.1 21.03847 20.50000 0.012400 15.47 3.73 4.1 21.03847 20.50000 0.012500 15.54 3.75 4.1 21.03847 20.50000 0.012600 15.60 3.76 4.1 21.03847 20.50000 0.012700 15.66 3.78 4.1 21.03847 20.50000 0.012800 15.72 3.79 4.1 21.03847 20.50000 0.012900 15.78 3.81 4.1 21.03847 20.50000 0.013000 15.84 3.82 4.1 21.03847 20.50000 0.013100 15.90 3.84 4.1 21.03847 20.50000 0.013200 15.97 3.85 4.1 21.03847 20.50000 0.013300 16.03 3.87 4.1 21.03847 20.50000 0.013400 16.09 3.88 4.1 21.03847 20.50000 0.013500 16.15 3.90 4.1 21.03847 20.50000 0.013600 16.21 1 3.91 4.1 21.03847 20.50000 0.013700 16.26 1 3.93 4.1 21.03847 20.50000 0.013800 16.32 1 3.94 4.1 21.03847 20.50000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:48 AM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 64' RNV - HALF ST Rating Table for Irregular Channel Slope (fUft) Discharge (cfs) Velocity (fUs) Flow Area (ft) Wetted Perimeter (ft) Top Width (ft) 0.013900 16.38 3.95 4.1 21.03847 20.50000 0.014000 16.44 3.97 4.1 21.03847 20.50000 0.014100 16.50 3.98 4.1 21.03847 20.50000 0.014200 16.56 4.00 4.1 21.03847 20.50000 0.014300 16.62 4.01 4.1 21.03847 20.50000 0.014400 16.67 4.02 4.1 21.03847 20.50000 0.014500 16.73 4.04 4.1 21.03847 20.50000 0.014600 16.79 4.05 4.1 21.03847 20.50000 0.014700 16.85 4.07 4.1 21.03847 20.50000 0.014800 16.90 4.08 4.1 21.03847 20.50000 0.014900 16.96 4.09 4.1 21.03847 20.50000 0.015000 17.02 4.11 4.1 21.03847 20.50000 0.015100 17.08 4.12 4.1 21.03847 20.50000 0.015200 17.13 4.13 4.1 21.03847 20.50000 0.015300 17.19 4.15 4.1 21.03847 20.50000 0.015400 17.24 4.16 4.1 21.03847 20.50000 0.015500 17.30 4.17 4.1 21.03847 20.50000 0.015600 17.36 4.19 4.1 21.03847 20.50000 0.015700 17.41 4.20 4.1 21.03847 20.50000 0.015800 17.47 4.22 4.1 21.03847 20.50000 0.015900 17.52 4.23 4.1 21.03847 20.50000 0.016000 17.58 4.24 4.1 21.03847 20.50000 0.016100 17.63 4.26 4.1 21.03847 20.50000 0.016200 17.69 4.27 4.1 21.03847 20.50000 0.016300 17.74 4.28 4.1 21.03847 20.50000 0.016400 17.80 4.29 4.1 21.03847 20.50000 0.016500 17.85 4.31 4.1 21.03847 20.50000 0.016600 17.90 4.32 4.1 21.03847 20.50000 0.016700 17.96 4.33 4.1 21.03847 20.50000 0.016800 18.01 4.35 4.1 21.03847 20.50000 0.016900 18.06 4.36 4.1 21.03847 20.50000 0.017000 18.12 4.37 4.1 21.03847 20.50000 0.017100 18.17 4.39 4.1 21.03847 20.50000 0.017200 18.22 4.40 4.1 21.03847 20.50000 0.017300 18.28 4.41 4.1 21.03847 20.50000 0.017400 18.33 4.42 4.1 21.03847 20.50000 0.017500 18.38 4.44 4.1 21.03847 20.50000 0.017600 18.43 4.45 4.1 21.03847 20.50000 0.017700 18.49 4.46 4.1 21.03847 20.50000 0.017800 18.54 4.47 4.1 21.03847 20.50000 0.017900 18.59 4.49 4.1 21.03847 20.50000 0.018000 18.64 4.50 4.1 21.03847 20.50000 0.018100 18.69 4.51 4.1 21.03847 20.50000 0.018200 18.75 4.52 4.1 21.03847 20.50000 0.018300 18.80 4.54 4.1 21.03847 20.50000 0.018400 18.85 4.55 4.1 21.03847 20.50000 0.018500 18.90 4.56 4.1 21.03847 20.50000 0.018600 18.95 4.57 4.1 21.03847 20.50000 0.018700 19.00 4.59 4.1 21.03847 20.50000 0.018800 19.05 4.60 4.1 21.03847 20.50000 0.018900 19.10 4.61 4.1 21.03847 20.50000 0.019000 19.15 4.62 4.1 21.03847 20.50000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:48 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 4 0 40 40 Iw me im arl d on ,m rr 0 r. r. 8 am 40 w E r 8 0- I 64' RM - HALF ST Rating Table for Irregular Channel Slope (ftfft) Discharge (cfs) Velocity (ftfs) Flow Area (ftz) Wetted Perimeter (ft) Top Width (ft) 0.019100 19.20 4.63 4.1 21.03847 20.50000 0.019200 19.25 4.65 4.1 21.03847 20.50000 0.019300 19.30 4.66 4.1 21.03847 20.50000 0.019400 19.35 4.67 4.1 21.03847 20.50000 0.019500 19.40 4.68 4.1 21.03847 20.50000 0.019600 19.45 4.69 4.1 21.03847 20.50000 0.019700 19.50 4.71 4.1 21.03847 20.50000 0.019800 19.55 4.72 4.1 21.03847 20.50000 0.019900 19.60 4.73 4.1 21.03847 20.50000 0.020000 19.65 4.74 4.1 21.03847 20.50000 0.020100 19.70 4.75 4.1 21.03847 20.50000 0.020200 19.75 4.77 4.1 21.03847 20.50000 0.020300 19.80 4.78 4.1 21.03847 20.50000 0.020400 19.85 4.79 4.1 21.03847 20.50000 0.020500 19.90 4.80 4.1 21.03847 20.50000 0.020600 19.94 4.81 4.1 21.03847 20.50000 0.020700 19.99 4.82 4.1 21.03847 20.50000 0.020800 20.04 4.84 4.1 21.03847 20.50000 0.020900 20.09 4.85 4.1 21.03847 20.50000 0.021000 20.14 4.86 4.1 21.03847 20.50000 0.021100 20.18 4.87 4.1 21.03847 20.50000 0.021200 20.23 4.88 4.1 21.03847 20.50000 0.021300 20.28 4.89 4.1 21.03847 20.50000 0.021400 20.33 4.91 4.1 21.03847 20.50000 0.021500 20.38 4.92 4.1 21.03847 20.50000 0.021600 20.42 4.93 4.1 21.03847 20.50000 0.021700 20.47 4.94 4.1 21.03847 20.50000 0.021800 20.52 4.95 4.1 21.03847 20.50000 0.021900 20.56 4.96 4.1 21.03847 20.50000 0.022000 20.61 4.97 4.1 21.03847 20.50000 0.022100 20.66 4.99 4.1 21.03847 20.50000 0.022200 20.70 5.00 4.1 21.03847 20.50000 0.022300 20.75 5.01 4.1 21.03847 20.50000 0.022400 20.80 5.02 4.1 21.03847 20.50000 0.022500 20.84 5.03 4.1 21.03847 20.50000 0.022600 20.89 5.04 4.1 21.03847 20.50000 0.022700 20.94 5.05 4.1 21.03847 20.50000 0.022800 20.98 5.06 4.1 21.03847 20.50000 n ngg4nn 1 91 _n3 5.07 4.1 21.03847 20.50000 0.023000 21.07 5.09 4.1 21.03847 20.50000 0.023100 21.12 5.10 4.1 21.03847 20.50000 0.023200 21.17 5.11 4.1 21.03847 20.50000 0.023300 21.21 5.12 4.1 21.03847 20.50000 0.023400 21.26 5.13 1 4.1 21.03847 20.50000 0.023500 21.30 5.14 4.1 21.03847 20.50000 0.023600 21.35 5.15 4.1 21.03847 20.50000 0.023700 21.39 5.16 4.1 21.03847 20.50000 0.023800 21.44 5.17 4.1 21.03847 20.50000 0.023900 21.48 5.18 4.1 21.03847 20.50000 0.024000 21.53 5.20 4.1 21.03847 20.50000 0.024100 21.57 5.21 4.1 21.03847 20.50000 0.024200 21.62 5.22 4.1 21.03847 20.50000 Project Engineer. RBF Consulting h:\pdata\15100634\calcs\stonn drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:48 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 5 64' R/W - HALF ST Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (W) Wetted Perimeter (ft) Top Width (ft) 0.024300 21.66 5.23 4.1 21.03847 20.50000 0.024400 21.71 5.24 4.1 21.03847 20.50000 0.024500 21.75 5.25 4.1 21.03847 20.50000 0.024600 21.79 5.26 4.1 21.03847 20.50000 0.024700 21.84 5.27 4.1 21.03847 20.50000 0.024800 21.88 5.28 4.1 21.03847 20.50000 0.024900 21.93 5.29 4.1 21.03847 20.50000 0.025000 21.97 5.30 4.1 21.03847 20.50000 0.025100 22.02 5.31 4.1 21.03847 20.50000 0.025200 22.06 5.32 4.1 21.03847 20.50000 0.025300 22.10 5.33 4.1 21.03847 20.50000 0.025400 22.15 5.34 4.1 21.03847 20.50000 0.025500 22.19 5.36 4.1 21.03847 20.50000 0.025600 22.23 5.37 4.1 21.03847 20.50000 0.025700 22.28 5.38 4.1 21.03847 20.50000 0.025800 22.32 5.39 4.1 21.03847 20.50000 0.025900 22.36 5.40 4.1 21.03847 20.50000 0.026000 22.41 5.41 4.1 21.03847 20.50000 0.026100 22.45 5.42 4.1 21.03847 20.50000 0.026200 22.49 5.43 4.1 21.03847 20.50000 0.026300 22.54 5.44 4.1 21.03847 20.50000 0.026400 22.58 5.45 4.1 21.03847 20.50000 0.026500 22.62 5.46 4.1 21.03847 20.50000 0.026600 22.66 5.47 4.1 21.03847 20.50000 0.026700 22.71 5.48 4.1 21.03847 20.50000 0.026800 22.75 5.49 4.1 21.03847 20.50000 0.026900 22.79 5.50 4.1 21.03847 20.50000 0.027000 22.83 5.51 4.1 21.03847 20.50000 0.027100 22.88 5.52 4.1 21.03847 20.50000 0.027200 22.92 5.53 4.1 21.03847 20.50000 0.027300 22.96 5.54 4.1 21.03847 20.50000 0.027400 23.00 5.55 4.1 21.03847 20.50000 0.027500 23.04 5.56 4.1 21.03847 20.50000 0.027600 23.09 5.57 4.1 21.03847 20.50000 0.027700 23.13 5.58 4.1 21.03847 20.50000 0.027800 23.17 5.59 4.1 21.03847 20.50000 0.027900 23.21 5.60 4.1 21.03847 20.50000 0.028000 23.25 5.61 4.1 21.03847 20.50000 0.028100 23.29 5.62 4.1 21.03847 20.50000 0.028200 23.34 5.63 4.1 21.03847 20.50000 0.028300 23.38 5.64 4.1 21.03847 20.50000 0.028400 23.42 5.65 4.1 21.03847 20.50000 0.028500 23.46 5.66 4.1 21.03847 20.50000 0.028600 23.50 5.67 4.1 21.03847 20.50000 0.028700 23.54 5.68 4.1 21.03847 20.50000 0.028800 23.58 5.69 4.1 21.03847 20.50000 0.028900 23.62 5.70 4.1 21.03847 20.50000 0.029000 23.66 5.71 4.1 21.03847 20.50000 0.029100 23.70 5.72 4.1 21.03847 20.50000 0.029200 23.75 5.73 4.1 21.03847 20.50000 0.029300 23.79 1 5.74 4.1 21.03847 20.50000 0.029400 23.83 1 5.75 4.1 21.03847 20.50000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:48 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 6 M R d an Am Am me dft aw rr F No fm MN so .. do I" All q E 0 F wa do 64' RNV - HALF ST Rating Table for Irregular Channel Slope (ftt t) Discharge (cfs) Velocity (ft/s) Flow Area (W) Wetted Perimeter (ft) Top Width (ft) 0.029500 23.87 5.76 4.1 21.03847 20.50000 0.029600 23.91 5.77 4.1 21.03847 20.50000 0.029700 23.95 5.78 4.1 21.03847 20.50000 0.029800 23.99 5.79 4.1 21.03847 20.50000 0.029900 24.03 5.80 4.1 21.03847 20.50000 0.030000 24.07 5.81 4.1 21.03847 20.50000 0.030100 24.11 5.82 4.1 21.03847 20.50000 0.030200 24.15 5.83 4.1 21.03847 20.50000 0.030300 24.19 5.84 4.1 21.03847 20.50000 0.030400 24.23 5.85 4.1 21.03847 20.50000 0.030500 24.27 5.86 4.1 21.03847 20.50000 0.030600 24.31 5.87 4.1 21.03847 20.50000 0.030700 24.35 5.88 4.1 21.03847 20.50000 0.030800 24.39 5.89 4.1 21.03847 20.50000 0.030900 24.43 5.89 4.1 21.03847 20.50000 0.031000 24.47 5.90 4.1 21.03847 20.50000 0.031100 24.51 5.91 4.1 21.03847 20.50000 0.031200 24.54 5.92 4.1 21.03847 20.50000 0.031300 24.58 5.93 4.1 21.03847 20.50000 0.031400 24.62 5.94 4.1 21.03847 20.50000 0.031500 24.66 5.95 4.1 21.03847 20.50000 0.031600 24.70 5.96 4.1 21.03847 20.50000 0.031700 24.74 5.97 4.1. 21.03847 20.50000 0.031800 24.78 5.98 4.1 21.03847 20.50000 0.031900 24.82 5.99 4.1 21.03847 20.50000 0.032000 24.86 6.00 4.1 21.03847 20.50000 0.032100 24.90 6.01 4.1 21.03847 20.50000 0.032200 24.94 6.02 4.1 21.03847 20.50000 0.032300 24.97 6.03 4.1 21.03847 20.50000 0.032400 25.01 6.04 4.1 21.03847 20.50000 0.032500 25.05 6.05 4.1 21.03847 20.50000 0.032600 25.09 6.05 4.1 21.03847 20.50000 0.032700 25.13 6.06 4.1 21.03847 20.50000 0.032800 25.17 6.07 4.1 21.03847 20.50000 0.032900 25.20 6.08 4.1 21.03847 20.50000 0.033000 25.24 6.09 4.1 21.03847 20.50000 0.033100 25.28 6.10 4.1 21.03847 20.50000 0.033200 25.32 6.11 4.1 21.03847 20.50000 Project Engineer: Ktsr- c:onsumng h:\pdata\15100634\glcMstorm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:48 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 7 64' R/W - HALF ST Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft) Wetted Perimeter (ft) Top Width (ft) 0.034700 25.89 6.25 4.1 21.03847 20.50000 0.034800 25.92 6.26 4.1 21.03847 20.50000 0.034900 25.96 6.26 4.1 21.03847 20.50000 0.035000 26.00 6.27 4.1 1 21.03847 20.50000 Project Engineer: RBF Consulting h:\pdata\15100634\caics\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:48 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 8 MR r 414 ■r •w► rri r rr ■r I" to Im mi 64' RM - TC TO TC. Worksheet for Irregular Channel Project Description Roughness Segments Worksheet 64' RNV - TC TO TC End Station Mannings Coefficient Flow Element Irregular Channel 0+64.00 0.015 Method Manning's Formula Solve For Discharge Natural Channel Points Station (ft) Elevation (ft) Input Data 0.74000 Slope 0.004000 fVft Water Surface Elevation 0.50 ft 0+14.00 0.11875 Options 0.15000 Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method 0+52.00 0.00000 Results 0.50000 Mannings Coefficient 0.015 Elevation Range 0.00 to 0.74 Discharge 16.72 ds Flow Area 7.9 ftz Wetted Perimeter 40.07654 ft Top Width 39.00000 ft Actual Depth 0.50 ft Critical Elevation 0.47 ft Critical Slope 0.005937 ft/ft Velocity 2.12 ftts Velocity Head 0.07 ft Specific Energy 0.57 ft Froude Number 0.83 Flow Type Subcritical Calculation Messages: Flow is divided. Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:50 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 Roughness Segments Start Station End Station Mannings Coefficient 0+00.00 0+64.00 0.015 Natural Channel Points Station (ft) Elevation (ft) 0+00.00 0.74000 0+12.00 0.50000 0+12.00 0.00000 0+14.00 0.11875 0+14.00 0.15000 0+32.00 0.51000 0+50.00 0.15000 0+50.00 0.11875 0+52.00 0.00000 0+52.00 0.50000 0+64.00 0.74000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:50 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 0 .A. .,r 0.80000 Im 0.00000 — - r --- - - 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 V:5.0 N HA NTS F I" Am F W MR dd Project Engineer. RBF Consulting h:\pdata\15100634\ca1cs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] „R 2/16/2005 9:51 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 M1 64 RNV - TC TO TC Cross Section for Irregular Channel At Project Description Worksheet 64' RNV - TC TO TC Flow Element Irregular Channel w Method Manning's Formula Solve For Discharge a Section Data Mannings Coefficient 0.015 Slope 0.004000 fUft r Water Surface Elevation 0.50 ft Elevation Range 0.00 to 0.74 Discharge 16.72 cfs r�r 0 .A. .,r 0.80000 Im 0.00000 — - r --- - - 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 V:5.0 N HA NTS F I" Am F W MR dd Project Engineer. RBF Consulting h:\pdata\15100634\ca1cs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] „R 2/16/2005 9:51 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 M1 qw AV d r as MR AN R 0 - Mw sw E F E R N 0 64' RNV - TC TO TC Rating Table for Irregular Channel Project Description Discharge (cfs) Worksheet 64' RNV - TC TO TC Flow Element Irregular Channel Method Manning's Formula Solve For Discharge 40.07654 39.00000 0.000400 5.29 Input Data 7.9 Water Surface Elevation 0.50 ft Options Current Roughness Method Improved Lottees Method Open Channel Weighting Method Improved Lottees Method Closed Channel Weighting Method Horton's Method Attribute Minimum Ma)amum Increment Slope (fvft) 0.000300 0.035000 0.000100 Slope (ftfft) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.000300 4.58 0.58 7.9 40.07654 39.00000 0.000400 5.29 0.67 7.9 40.07654 39.00000 0.000500 5.91 0.75 7.9 40.07654 39.00000 0.000600 6.48 0.82 7.9 40.07654 39.00000 0.000700 6.99 0.89 7.9 40.07654 39.00000 0.000800 7.48 0.95 7.9 40.07654 39.00000 0.000900 7.93 1.01 7.9 40.07654 39.00000 0.001000 8.36 1.06 7.9 40.07654 39.00000 0.001100 8.77 1.11 7.9 40.07654 39.00000 0.001200 9.16 1.16 7.9 40.07654 39.00000 0.001300 9.53 1.21 7.9 40.07654 39.00000 0.001400 9.89 1.25 7.9 40.07654 39.00000 0.001500 10.24 1.30 7.9 40.07654 39.00000 0.001600 10.57 1.34 7.9 40.07654 39.00000 0.001700 10.90 1.38 7.9 40.07654 39.00000 0.001800 11.22 1.42 7.9 40.07654 39.00000 0.001900 11.52 1.46 7.9 40.07654 39.00000 0.002000 11.82 1.50 7.9 40.07654 39.00000 0.002100 12.11 1.54 7.9 40.07654 39.00000 0.002200 12.40 1.57 7.9 40.07654 39.00000 0.002300 12.68 1.61 7.9 40.07654 39.00000 0.002400 12.95 1.64 7.9 40.07654 39.00000 0.002500 13.22 1.68 7.9 40.07654 39.00000 0.002600 13.48 1.71 7.9 40.07654 39.00000 0.002700 13.74 1.74 7.9 40.07654 39.00000 0.002800 13.99 1.77 7.9 40.07654 39.00000 0.002900 14.24 1.80 7.9 40.07654 39.00000 0.003000 14.48 1.84 7.9 40.07654 39.00000 0.003100 14.72 .1.87 7.9 40.07654 39.00000 0.003200 14.95 1.90 7.9 40.07654 39.00000 0.003300 15.19 1.93 7.9 40.07654 39.00000 0.003400 15.42 1.95 7.9 40.07654 39.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.hn2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:53 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 64' RNV - TC TO TC Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (W) Wetted Perimeter (ft) Top Width (ft) 0.003500 15.64 1.98 7.9 40.07654 39.00000 0.003600 15.86 2.01 7.9 40.07654 39.00000 0.003700 16.08 2.04 7.9 40.07654 39.00000 0.003800 16.30 2.07 7.9 40.07654 39.00000 0.003900 16.51 2.09 7.9 40.07654 39.00000 0.004000 16.72 2.12 7.9 40.07654 39.00000 0.004100 16.93 2.15 7.9 40.07654 39.00000 0.004200 17.13 2.17 7.9 40.07654 39.00000 0.004300 17.34 2.20 7.9 40.07654 39.00000 0.004400 17.54 2.22 7.9 40.07654 39.00000 0.004500 17.73 2.25 7.9 40.07654 39.00000 0.004600 17.93 2.27 7.9 40.07654 39.00000 0.004700 18.12 2.30 7.9 40.07654 39.00000 0.004800 18.32 2.32 7.9 40.07654 39.00000 0.004900 18.51 2.35 7.9 40.07654 39.00000 0.005000 18.69 2.37 7.9 40.07654 39.00000 0.005100 18.88 2.39 7.9 40.07654 39.00000 0.005200 19.06 2.42 7.9 40.07654 39.00000 0.005300 19.25 2.44 7.9 40.07654 39.00000 0.005400 19.43 2.46 7.9 40.07654 39.00000 0.005500 19.61 2.49 7.9 40.07654 39.00000 0.005600 19.78 2.51 7.9 40.07654 39.00000 0.005700 19.96 2.53 7.9 40.07654 39.00000 0.005800 20.13 2.55 7.9 40.07654 39.00000 0.005900 20.31 2.57 7.9 40.07654 39.00000 0.006000 20.48 2.60 7.9 40.07654 39.00000 0.006100 20.65 2.62 7.9 40.07654 39.00000 0.006200 20.82 2.64 7.9 40.07654 39.00000 0.006300 20.98 2.66 7.9 40.07654 39.00000 0.006400 21.15 2.68 7.9 40.07654 39.00000 0.006500 21.31 2.70 7.9 40.07654 39.00000 0.006600 21.48 2.72 7.9 40.07654 39.00000 0.006700 21.64 2.74 7.9 40.07654 39.00000 0.006800 21.80 2.76 7.9 40.07654 39.00000 0.006900 21.96 2.78 7.9 40.07654 39.00000 0.007000 22.12 2.80 7.9 40.07654 39.00000 0.007100 22.28 2.82 7.9 40.07654 39.00000 0.007200 22.43 2.84 7.9 40.07654 39.00000 0.007300 22.59 2.86 7.9 40.07654 39.00000 0.007400 22.74 2.88 7.9 40.07654 39.00000 0.007500 22.89 2.90 7.9 40.07654 39.00000 0.007600 23.05 2.92 7.9 40.07654 39.00000 0.007700 23.20 2.94 7.9 40.07654 39.00000 0.007800 23.35 2.96 7.9 40.07654 39.00000 0.007900 23.50 2.98 7.9 40.07654 39.00000 0.008000 23.65 3.00 7.9 40.07654 39.00000 0.008100 23.79 3.02 7.9 40.07654 39.00000 0.008200 23.94 3.04 7.9 40.07654 39.00000 0.008300 24.09 3.05 7.9 40.07654 39.00000 0.008400 24.23 3.07 7.9 40.07654 39.00000 0.008500 24.37 3.09 7.9 40.07654 39.00000 0.008600 24.52 3.11 7.9 40.07654 39.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:53 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 qm 49 40 rr ar r r .w im qq 40 4N F N qu eo 64' RM - TC TO TC Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area W) Wetted Perimeter (ft) Top Width (ft) 0.008700 24.66 3.13 7.9 40.07654 39.00000 0.008800 24.80 3.14 7.9 40.07654 39.00000 0.008900 24.94 3.16 7.9 40.07654 39.00000 0.009000 25.08 3.18 7.9 40.07654 39.00000 0.009100 25.22 3.20 7.9 40.07654 39.00000 0.009200 25.36 3.21 7.9 40.07654 39.00000 0.009300 25.49 3.23 7.9 40.07654 39.00000 0.009400 25.63 3.25 7.9 40.07654 39.00000 0.009500 25.77 3.27 7.9 40.07654 39.00000 0.009600 25.90 3.28 7.9 40.07654 39.00000 0.009700 26.04 3.30 7.9 40.07654 39.00000 0.009800 26.17 3.32 7.9 40.07654 39.00000 0.009900 26.30 3.33 7.9 40.07654 39.00000 0.010000 26.44 3.35 7.9 40.07654 39.00000 0.010100 26.57 3.37 7.9 40.07654 39.00000 0.010200 26.70 3.39 7.9 40.07654 39.00000 0.010300 26.83 3.40 7.9 40.07654 39.00000 0.010400 26.96 3.42 7.9 40.07654 39.00000 0.010500 27.09 3.43 7.9 40.07654 39.00000 0.010600 27.22 3.45 7.9 40.07654 39.00000 0.010700 27.35 3.47 7.9 40.07654 39.00000 0.010800 27.47 3.48 7.9 40.07654 39.00000 0.010900 27.60 3.50 7.9 40.07654 39.00000 0.011000 27.73 3.52 7.9 40.07654 39.00000 0.011100 27.85 3.53 7.9 40.07654 39.00000 0.011200 27.98 3.55 7.9 40.07654 39.00000 0.011300 28.10 3.56 7.9 40.07654 39.00000 0.011400 28.23 3.58 7.9 40.07654 39.00000 0.011500 28.35 3.59 7.9 40.07654 39.00000 0.011600 28.47 3.61 7.9 40.07654 39.00000 0.011700 28.60 3.63 7.9 40.07654 39.00000 0.011800 28.72 3.64 7.9 40.07654 39.00000 0.011900 28.84 3.66 7.9 40.07654 39.00000 0.012000 28.96 3.67 7.9 40.07654 39.00000 0.012100 29.08 3.69 7.9 40.07654 39.00000 0.012200 29.20 3.70 7.9 40.07654 39.00000 0.012300 29.32 3.72 7.9 40.07654 39.00000 0.012400 29.44 3.73 7.9 40.07654 39.00000 0.012500 29.56 3.75 7.9 40.07654 39.00000 0.012600 29.68 3.76 7.9 40.07654 39.00000 0.012700 29.79 3.78 7.9 40.07654 39.00000 0.012800 29.91 3.79 7.9 40.07654 39.00000 0.012900 30.03 3.81 7.9 40.07654 39.00000 0.013000 30.14 3.82 7.9 40.07654 39.00000 0.013100 30.26 3.84 7.9 40.07654 39.00000 0.013200 30.37 3.85 7.9 40.07654 39.00000 0.013300 30.49 3.87 7.9 40.07654 39.00000 0.013400 30.60 3.88 7.9 40.07654 39.00000 0.013500 30.72 3.89 7.9 40.07654 39.00000 0.013600 30.83 3.91 7.9 40.07654 39.00000 0.013700 30.94 3.92 7.9 40.07654 39.00000 0.013800 31.06 3.94 7.9 40.07654 39.00000 Project Engineer. RBF Consulting h:\pdata\15100634\caics\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:53 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 64' R/W - TC TO TC Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.013900 31.17 3.95 7.9 40.07654 39.00000 0.014000 31.28 3.97 7.9 40.07654 39.00000 0.014100 31.39 3.98 7.9 40.07654 39.00000 0.014200 31.50 3.99 7.9 40.07654 39.00000 0.014300 31.61 4.01 7.9 40.07654 39.00000 0.014400 31.72 4.02 7.9 40.07654 39.00000 0.014500 31.83 4.04 7.9 40.07654 39.00000 0.014600 31.94 4.05 7.9 40.07654 39.00000 0.014700 32.05 4.06 7.9 40.07654 39.00000 0.014800 32.16 4.08 7.9 40.07654 39.00000 0.014900 32.27 4.09 7.9 40.07654 39.00000 0.015000 32.38 4.11 7.9 40.07654 39.00000 0.015100 32.49 4.12 7.9 40.07654 39.00000 0.015200 32.59 4.13 7.9 40.07654 39.00000 0.015300 32.70 4.15 7.9 40.07654 39.00000 0.015400 32.81 4.16 7.9 40.07654 39.00000 0.015500 32.91 4.17 7.9 40.07654 39.00000 0.015600 33.02 4.19 7.9 40.07654 39.00000 0.015700 33.13 4.20 7.9 40.07654 39.00000 0.015800 33.23 4.21 7.9 40.07654 39.00000 0.015900 33.34 4.23 7.9 40.07654 39.00000 0.016000 33.44 4.24 7.9 40.07654 39.00000 0.016100 33.54 4.25 7.9 40.07654 39.00000 0.016200 33.65 4.27 7.9 40.07654 39.00000 0.016300 33.75 4.28 7.9 40.07654 39.00000 0.016400 33.86 4.29 7.9 40.07654 39.00000 0.016500 33.96 4.31 7.9 40.07654 39.00000 0.016600 34.06 4.32 7.9 40.07654 39.00000 0.016700 34.16 4.33 7.9 40.07654 39.00000 0.016800 34.27 4.34 7.9 40.07654 39.00000 0.016900 34.37 4.36 7.9 40.07654 39.00000 0.017000 34.47 4.37 7.9 40.07654 39.00000 0.017100 34.57 4.38 7.9 40.07654 39.00000 0.017200 34.67 4.40 7.9 40.07654 39.00000 0.017300 34.77 4.41 7.9 40.07654 39.00000 0.017400 34.87 4.42 7.9 40.07654 39.00000 0.017500 34.97 4.43 7.9 40.07654 39.00000 0.017600 35.07 4.45 7.9 40.07654 39.00000 0.017700 35.17 4.46 7.9 40.07654 39.00000 0.017800 35.27 4.47 7.9 40.07654 39.00000 0.017900 35.37 4.48 7.9 40.07654 39.00000 0.018000 35.47 4.50 7.9 40.07654 39.00000 0.018100 35.57 4.51 7.9 40.07654 39.00000 0.018200 35.67 4.52 7.9 40.07654 39.00000 0.018300 35.76 4.53 7.9 40.07654 39.00000 0.018400 35.86 4.55 7.9 40.07654 39.00000 0.018500 35.96 4.56 7.9 40.07654 39.00000 0.018600 36.06 4.57 7.9 40.07654 39.00000 0.018700 36.15 4.58 7.9 40.07654 39.00000 0.018800 36.25 4.60 7.9 40.07654 39.00000 0.018900 36.34 4.61 7.9 1 40.07654 1 39.00000 0.019000 36.44 4.62 7.9 1 40.07654 1 39.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:53 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 4 0 0 F m AN M ,. r 8 0 I" 4d 10 F me dO a ad 64' RNV - TC TO TC Rating Table for Irregular Channel ng h:\pdata\15100634\caIcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:53 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 5 64' R/W - TC TO TC Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (W) Wetted Perimeter (ft) Top Width (ft) 0.024300 41.21 5.22 7.9 40.07654 39.00000 0.024400 41.30 5.24 7.9 40.07654 39.00000 0.024500 41.38 5.25 7.9 40.07654 39.00000 0.024600 41.46 5.26 7.9 40.07654 39.00000 0.024700 41.55 5.27 7.9 40.07654 39.00000 0.024800 41.63 5.28 7.9 40.07654 39.00000 0.024900 41.72 5.29 7.9 40.07654 39.00000 0.025000 41.80 5.30 7.9 40.07654 39.00000 0.025100 41.88 5.31 7.9 40.07654 39.00000 0.025200 41.97 5.32 7.9 40.07654 39.00000 0.025300 42.05 5.33 7.9 40.07654 39.00000 0.025400 42.13 5.34 7.9 40.07654 39.00000 0.025500 42.22 5.35 7.9 40.07654 39.00000 0.025600 42.30 5.36 7.9 40.07654 39.00000 0.025700 42.38 5.37 7.9 40.07654 39.00000 0.025800 42.46 5.38 7.9 40.07654 39.00000 0.025900 42.55 5.39 7.9 40.07654 39.00000 0.026000 42.63 5.40 7.9 40.07654 39.00000 0.026100 42.71 5.41 7.9 40.07654 39.00000 0.026200 42.79 5.43 7.9 40.07654 39.00000 0.026300 42.87 5.44 7.9 40.07654 39.00000 0.026400 42.95 5.45 7.9 40.07654 39.00000 0.026500 43.04 5.46 7.9 40.07654 39.00000 0.026600 43.12 5.47 7.9 40.07654 39.00000 0.026700 43.20 5.48 7.9 40.07654 39.00000 0.026800 43.28 5.49 7.9 40.07654 39.00000 0.026900 43.36 5.50 7.9 40.07654 39.00000 0.027000 43.44 5.51 7.9 40.07654 39.00000 0.027100 43.52 5.52 7.9 40.07654 39.00000 0.027200 43.60 5.53 7.9 40.07654 39.00000 0.027300 43.68 5.54 7.9 40.07654 39.00000 0.027400 43.76 5.55 7.9 40.07654 39.00000 0.027500 43.84 5.56 7.9 40.07654 39.00000 0.027600 43.92 5.57 7.9 40.07654 39.00000 0.027700 44.00 5.58 7.9 40.07654 39.00000 0.027800 44.08 5.59 7.9 40.07654 39.00000 0.027900 44.16 5.60 7.9 40.07654 39.00000 0.028000 44.24 5.61 7.9 40.07654 39.00000 0.028100 44.32 5.62 7.9 40.07654 39.00000 0.028200 44.39 5.63 7.9 40.07654 39.00000 0.028300 44.47 5.64 7.9 40.07654 39.00000 0.028400 44.55 5.65 7.9 40.07654 39.00000 0.028500 44.63 5.66 7.9 40.07654 39.00000 0.028600 44.71 5.67 7.9 40.07654 39.00000 0.028700 44.79 5.68 7.9 40.07654 39.00000 0.028800 44.86 5.69 7.9 40.07654 39.00000 0.028900 44.94 5.70 7.9 40.07654 39.00000 0.029000 45.02 5.71 7.9 40.07654 39.00000 0.029100 45.10 5.72 7.9 40.07654 39.00000 0.029200 45.18 5.73 7.9 40.07654 39.00000 0.029300 1 45.25 1 5.74 7.9 40.07654 39.00000 0.029400 1 45.33 1 5.75 7.9----[--40.07654 39.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:53 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 6 MR go E F 0 .., do t 4" Am I" 41111 e F MR am 64' RM - TC TO TC Rating Table for Irregular Channel Slope (ftfft) Discharge (Cfs) Velocity (ft/s) Flow Area (ft) Wetted Perimeter (ft) Top Width (ft) 0.029500 45.41 5.76 7.9 40.07654 39.00000 0.029600 45.48 5.77 7.9 40.07654 39.00000 0.029700 45.56 5.78 7.9 40.07654 39.00000 0.029800 45.64 5.79 7.9 40.07654 39.00000 0.029900 45.71 5.80 7.9 40.07654 39.00000 0.030000 45.79 5.81 7.9 40.07654 39.00000 0.030100 45.87 5.82 7.9 40.07654 39.00000 0.030200 45.94 5.82 7.9 40.07654 39.00000 0.030300 46.02 5.83 7.9 40.07654 39.00000 0.030400 46.09 5.84 7.9 40.07654 39.00000 0.030500 46.17 5.85 1 7.9 40.07654 39.00000 0.030600 46.25 5.86 7.9 40.07654 39.00000 0.030700 46.32 5.87 7.9 40.07654 39.00000 0.030800 46.40 5.88 7.9 40.07654 39.00000 0.030900 46.47 5.89 7.9 40.07654 39.00000 0.031000 46.55 5.90 7.9 40.07654 39.00000 0.031100 46.62 5.91 7.9 40.07654 39.00000 0.031200 46.70 5.92 7.9 40.07654 39.00000 0.031300 46.77 5.93 7.9 40.07654 39.00000 0.031400 46.85 5.94 7.9 40.07654 39.00000 0.031500 46.92 5.95 7.9 40.07654 39.00000 0.031600 47.00 5.96 7.9 40.07654 39.00000 0.031700 47.07 5.97 7.9 40.07654 39.00000 0.031800 47.14 5.98 7.9 40.07654 39.00000 0.031900 47.22 5.99 7.9 40.07654 39.00000 0.032000 47.29 6.00 7.9 40.07654 39.00000 0.032100 47.37 6.01 7.9 40.07654 39.00000 0.032200 47.44 6.01 7.9 40.07654 39.00000 0.032300 47.51 6.02 7.9 40.07654 39.00000 0.032400 47.59 6.03 7.9 40.07654 39.00000 -- AA A7VrA .iQ fm(1f) 0.034200 Q5.89 o.cu 6.21 , •v I�- 7.9 40.07654 39.00000 0.034300 48.96 6.22 7.9 40.07654 39.00000 0.034400 0.034500 49.03 49.10 6.23 7.9 40.07654 39.00000 0.034600 49.18 6.23 7.9 40.07654 39.00000 Project Engineer. RBF ConsuIti ng hApdata\15100634\caics\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9,53 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 7 64' R/W - TC TO TC Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (W) Wetted Perimeter (ft) Top Width (ft) 0.034700 49.25 6.24 7.9 40.07654 39.00000 0.034800 49.32 6.25 7.9 40.07654 39.00000 0.034900 49.39 6.26 7.9 40.07654 39.00000 0.035000 49.46 6.27 7.9 40.07654 39.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 9:53 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 8 qu Am 64' RM - RNV TO RIW Worksheet for Irregular Channel fm Project Description .w Worksheet 64' RNV - RNV TO RNV Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data Natural Channel Points VIII Slope 0.004000 ft/ft Water Surface Elevation 0.74 ft 0+12.00 0.50000 Options 0.00000 0+14.00 0.11875 Current Roughness Method Improved Lofter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method Results 0.11875 ,-, Mannings Coefficient 0.015 Elevation Range 0.00 to 0.74 .� Discharge 58.80 ds Flow Area 20.4 ft2 r1 Wetted Perimeter 65.08154 ft Top Width 64.00000 ft 2/16/200510:02 AM Actual Depth 0.74 ft ,.., Critical Elevation 0.71 ft Critical Slope 0.004984 ft/ft Velocity 2.89 ft/s Velocity Head 0.13 ft Specific Energy 0.87 ft Froude Number 0.90 Flow Type Subcritical ii Roughness Segments Start Station End Station Mannings Coefficient 0+00.00 0+64.00 0.015 Natural Channel Points VIII Station (ft) Elevation (ft) 0+00.00 0.74000 0+12.00 0.50000 0+12.00 0.00000 0+14.00 0.11875 0+14.00 0.15000 0+32.00 0.51000 0+50.00 0.15000 0+50.00 0.11875 0+52.00 0.00000 0+52.00 0.50000 0+64.00 0.74000 r1 Project Engineer. RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] ,.,,i 2/16/200510:02 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 ii 4" Id in .A 40 MM v" r SII I" 4d M +n 46 An i1 rir 64' RM - RM TO RNV Cross Section for Irregular Channel Project Description Worksheet 64' RNV - RNV TO R/W Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Section Data Mannings Coefficient 0.015 Slope 0.004000 fVft Water Surface Elevation 0.74 ft Elevation Range 0.00 to 0.74 Discharge 58.80 cfs 0.80000 -- - - - 0.00 00 0 --.. — -- -- - -- - - — — --- --- -- — — 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 0+50.00 0+60.00 0+70.00 V:5.0 N H:1 NTS Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/200510:04 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 I" 40 .. 64' RIW - RIW TO RNV Rating Table for Irregular Channel me Project Description Worksheet 64' RNV - RNV TO RNV ,. Flow Element Irregular Channel Method Manning's Formula Solve For Discharge Input Data ... Water Surface Elevation 0.74 ft 11" Options -- Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Method Horton's Method ... Attribute Minimum Ma)amum Increment .r Slope (fdit) 0.000300 0.035000 0.000100 rr ,m +w 40 An 49 aw do Project Engineer: RBF Consulting FlowMaster v6.1 [614k] h:\pdata\15100634\calcs\stam drain\tr 16495.fm2 RBF Consulting Page 1 21161200510:10 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 64' RNV - R/W TO R/W Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (W) Wetted Perimeter (ft) Top Width (ft) 0.003500 55.00 2.70 20.4 65.08154 64.00000 0.003600 55.78 2.74 20.4 65.08154 64.00000 0.003700 56.55 2.78 20.4 65.08154 64.00000 0.003800 57.31 2.81 20.4 65.08154 64.00000 0.003900 58.06 2.85 20.4 65.08154 64.00000 0.004000 58.80 2.89 20.4 65.08154 64.00000 0.004100 59.53 2.92 20.4 65.08154 64.00000 0.004200 60.25 2.96 20.4 65.08154 64.00000 0.004300 60.96 2.99 20.4 65.08154 64.00000 0.004400 61.67 3.03 20.4 65.08154 64.00000 0.004500 62.36 3.06 20.4 65.08154 64.00000 0.004600 63.05 3.10 20.4 65.08154 64.00000 0.004700 63.73 3.13 20.4 65.08154 64.00000 0.004800 64.41 3.16 20.4 65.08154 64.00000 0.004900 65.08 3.20 20.4 65.08154 64.00000 0.005000 65.74 3.23 20.4 65.08154 64.00000 0.005100 66.39 3.26 20.4 65.08154 64.00000 0.005200 67.04 3.29 20.4 65.08154 64.00000 0.005300 67.68 3.32 20.4 65.08154 64.00000 0.005400 68.31 3.35 20.4 65.08154 64.00000 0.005500 68.94 3.39 20.4 65.08154 64.00000 0.005600 69.57 3.42 20.4 65.08154 64.00000 0.005700 70.19 3.45 20.4 65.08154 64.00000 0.005800 70.80 3.48 20.4 65.08154 64.00000 0.005900 71.41 3.51 20.4 65.08154 64.00000 0.006000 72.01 3.54 20.4 65.08154 64.00000 0.006100 72.61 3.57 20.4 65.08154 64.00000 0.006200 73.20 3.59 20.4 65.08154 64.00000 0.006300 73.79 3.62 20.4 65.08154 64.00000 0.006400 74.37 3.65 20.4 65.08154 64.00000 0.006500 74.95 3.68 20.4 65.08154 64.00000 0.006600 75.52 3.71 20.4 65.08154 64.00000 0.006700 76.09 3.74 20.4 65.08154 64.00000 0.006800 76.66 3.76 20.4 65.08154 64.00000 0.006900 77.22 3.79 20.4 65.08154 64.00000 0.007000 77.78 3.82 20.4 65.08154 64.00000 0.007100 78.33 3.85 20.4 65.08154 64.00000 0.007200 78.88 3.87 20.4 65.08154 64.00000 0.007300 79.43 3.90 20.4 65.08154 64.00000 0.007400 79.97 3.93 20.4 65.08154 64.00000 0.007500 80.51 3.95 20.4 65.08154 64.00000 0.007600 81.04 3.98 20.4 65.08154 64.00000 0.007700 81.58 4.01 20.4 65.08154 64.00000 0.007800 82.10 4.03 20.4 65.08154 64.00000 0.007900 82.63 4.06 20.4 65.08154 64.00000 0.008000 83.15 4.08 20.4 65.08154 64.00000 0.008100 83.67 4.11 20.4 65.08154 64.00000 0.008200 84.18 4.13 20.4 65.08154 64.00000 0.008300 84.69 4.16 20.4 65.08154 64.00000 0.008400 85.20 4.18 20.4 65.08154 64.00000 0.008500 85.71 4.21 20.4 65.08154 64.00000 0.008600 86.21 4.23 20.4 65.08154 64.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\stonn drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:10 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 +w -46 4M 49 AM rrr 411 .rr rr �n rr I" Ad AN 64' RA Rating Tabic Slope (ft/ft) Discharge (cfs) Velocity (ft/s) 0.008700 86.71 4.26 0.008800 87.21 4.28 0.008900 87.70 4.31 0.009000 88.194.33 4.74 0.009100 88.68 4.36 0.009200 89.17 4.38 0.009300 89.65 4.40 0.009400 90.13 4.43 0.009500 90.61 4.45 0.009600 91.09 4.47 0.009700 91.56 4.50 0.009800 92.03 4.52 0.009900 92.50 4.54 0.010000 92.96 4.57 0.010100 93.43 L 4.59 0.010200 93.89 4.61 0010300 94.35 4.63 0.010400 94.81 4.66 0.010500 95.26 4.68 0.010600 95.71 4.70 0.010700 96.16 4.72 0.010800 65.08154 4.74 0.010900 20.4 4.77 0.011000 65.08154 4.79 0.011100 4.81 0.011200 4.83 0.011300 4.85 0.011400 %100.564.94 4.87 0.011500 4.90 0.011600 4.92 0.011700 6 4.940.011800 20.4 9 4.960.011900 65.08154 1 4.98 0.012000 101.84 5.00 0.012100 102.26 5.02 0.012200 102.68 5.04 0.012300 103.10 5.06 0.012400 103.52 5.08 0.012500 103.94 5.10 0.012600 104.35 5.12 0.012700 104.77 5.15 0.012800 105.18 5.17 0.012900 105.59 5.19 0.013000 106.00 5.21 0.013100 106.40 5.23 0.013200 106.81 5.25 0.013300 107.21 5.27 0.013400 107.61 5.2f 0.013500 108.01 5.3( 0.013600 108.41 5.3; 0.013700 108.81 5.3' 0.013800 109.21 5.31 h:\pdata\15100634\calcs\storm drain\tr 16495.ftn2 2/16/200510:10 AM 0 Haestad Methods, Inc. 37 E r - RNV TO RNV for Irregular Channel Flow Area (ft) Wetted Perimeter 20.4 65.08154_ 20.4 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20A 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20A 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20A 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20A 65.08154 20.4 65.08154 20A 65.08154 20.4 65.08154 20.4 65.08154 20.4 65.08154 20.4 gn a 65.08154 65.08154 20.4 20.4 20.4 20.4 Top .00000 Wi 64.00000 64 M- 20.4 20.4 65.08154 ts4.LKJ000 20.4 65.08154 64.00000 20A 65.08154 64.00000 20.4 65.08154 64.00000 20.4 65.08154 64.00000 20.4 65.08154 64.00000 20.4 65.08154 64.00000 20.4 65.08154 64.00000 20.4 65.08154 64.00000 20.4 65.08154 64.00000 20.4 65.08154 64.00000 Project Engineer. RBF Consulting RBF Consulting FlowMaster v6.1 [61 4k] ie Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 64' R/W - R/W TO RNV Rating Table for Irregular Channel Slope Oft) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.013900 109.60 5.38 20.4 65.08154 64.00000 0.014000 110.00 5.40 20.4 65.08154 64.00000 0.014100 110.39 5.42 20.4 65.08154 64.00000 0.014200 110.78 5.44 20.4 65.08154 64.00000 0.014300 111.17 5.46 20.4 65.08154 64.00000 0.014400 111.56 5.48 20.4 65.08154 64.00000 0.014500 111.94 5.50 20.4 65.08154 64.00000 0.014600 112.33 5.52 20.4 65.08154 64.00000 0.014700 112.71 5.54 20.4 65.08154 64.00000 0.014800 113.10 5.55 20.4 65.08154 64.00000 0.014900 113.48 5.57 20.4 65.08154 64.00000 0.015000 113.86 5.59 20.4 65.08154 64.00000 0.015100 114.24 5.61 20.4 65.08154 64.00000 0.015200 114.61 5.63 20.4 65.08154 64.00000 0.015300 114.99 5.65 20.4 65.08154 64.00000 0.015400 115.37 5.67 20.4 65.08154 64.00000 0.015500 115.74 5.68 20.4 65.08154 64.00000 0.015600 116.11 5.70 20.4 65.08154 64.00000 0.015700 116.48 5.72 20.4 65.08154 64.00000 0.015800 116.85 5.74 20.4 65.08154 64.00000 0.015900 117.22 5.76 20.4 65.08154 64.00000 0.016000 117.59 5.77 20.4 65.08154 64.00000 0.016100 117.96 5.79 20.4 65.08154 64.00000 0.016200 118.32 5.81 20.4 65.08154 64.00000 0.016300 118.69 5.83 20.4 65.08154 64.00000 0.016400 119.05 5.85 20.4 65.08154 64.00000 0.016500 119.42 5.86 20.4 65.08154 64.00000 0.016600 119.78 5.88 20.4 65.08154 64.00000 0.016700 120.14 5.90 20.4 65.08154 64.00000 0.016800 120.50 5.92 20.4 65.08154 64.00000 0.016900 120.85 5.94 20.4 65.08154 64.00000 0.017000 121.21 5.95 20.4 65.08154 64.00000 0.017100 121.57 5.97 20.4 65.08154 64.00000 0.017200 121.92 5.99 20.4 65.08154 64.00000 0.017300 122.28 6.00 20.4 65.08154 64.00000 0.017400 122.63 6.02 20.4 65.08154 64.00000 0.017500 122.98 6.04 20.4 65.08154 64.00000 0.017600 123.33 6.06 20.4 65.08154 64.00000 0.017700 123.68 6.07 20.4 65.08154 64.00000 0.017800 124.03 6.09 20.4 65.08154 64.00000 0.017900 124.38 6.11 20.4 65.08154 64.00000 0.018000 124.72 6.13 20.4 65.08154 64.00000 0.018100 125.07 6.14 20.4 65.08154 64.00000 0.018200 125.42 6.16 20.4 65.08154 64.00000 0.018300 125.76 6.18 20.4 65.08154 64.00000 0.018400 126.10 6.19 20.4 65.08154 64.00000 0.018500 126.45 6.21 20.4 65.08154 64.00000 0.018600 126.79 6.23 20.4 65.08154 64.00000 0.018700 127.13 6.24 20.4 65.08154 64.00000 0.018800 127.47 6.26 20.4 65.08154 64.00000 0.018900 127.81 6.28 20.4 65.08154 64.00000 0.019000 128.14 6.29 20.4 65.08154 64.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:10 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 4 F P d qq 4/ in ,01 no rr r err F rir N F w, ow B 64' - RNV TO RM Rating Tabl for Irregular Channel Slope (ftfft) Discharge (cfs) Velocity (fYs) Flow Area (fF) Wetted Perimeter (ft) Top Width (ft) 0.019100 128.48 6.31 20.4 65.08154 64.00000 0.019200 128.82 6.33 20.4 65.08154 64.00000 0.019300 129.15 6.34 20.4 65.08154 64.00000 0.019400 129.48 6.36 20.4 65.08154 64.00000 0.019500 129.82 6.38 20.4 65.08154 64.00000 0.019600 130.15 6.39 20.4 65.08154 64.00000 0.019700 130.48 6.41 20.4 65.08154 64.00000 0.019800 130.81 6.42 20.4 65.08154 64.00000 0.019900 131.14 6.44 20.4 65.08154 64.00000 0.020000 131.47 6.46 20.4 65.08154 64.00000 0.020100 131.80 6.47 20.4 65.08154 64.00000 0.020200 132.13 6.49 20.4 65.08154 64.00000 0.020300 132.45 6.50 20.4 65.08154 64.00000 0.020400 132.78 6.52 20.4 65.08154 64.00000 0.020500 133.10 6.54 20.4 65.08154 64.00000 0.020600 133.43 6.55 20.4 65.08154 64.00000 0.020700 133.75 6.57 20.4 65.08154 64.00000 0.020800 134.08 6.58 20.4 65.08154 64.00000 0.020900 134.40 6.60 20.4 65.08154 64.00000 0.021000 134.72 6.62 20.4 65.08154 64.00000 0.021100 135.04 6.63 20.4 65.08154 64.00000 0.021200 135.36 6.65 20.4 65.08154 64.00000 0.021300 135.68 6.661 20.4 65.08154 64.00000 0.021400 136.00 6.681 20.4 65.08154 64.00000 0.021500 136.31 6.691 20.4 65.08154 64.00000 0.021600 136.63 6.711 20.4 65.08154 64.00000 0.021700 136.95 6.73J 20.4 65.08154 64.00000 0.021800 137.26 6.7 20.4 65.08154 64.00000 0.021900 137.57 6.7 20.4 65.08154 64.00000 0.022000 137.89 6.7 20.4 65.08154 64.00000 0.022100 138.20 6.7 20.4 65.08154 64.00000 0.022200 138.51 6.8 20.4 65.08154 64.00000 0.022300 138.83 6.8 20.4 65.08154 64.00000 0.022400 139.14 6.8 20.4 65.08154 64.00000 0.022500 139.45 6.8 20.4 65.08154 64.00000 0.022600 139.76 6.8 20.4 65.08154 64.00000 0.022700 140.07 6.8 20.4 65.08154 64.00000 0.022800 140.37 6.8 20.4 65.08154 64.00000 0.022900 140.68 6.9 20.4 65.08154 64.00000 0.023000 140.99 6.9 20.4 65.08154 64.00000 0.023100 141.29 6.9 20.4 65.08154 64.00000 0.023200 141.60 6. 20.4 65.08154 64.00000 0.023300 141.90 6. 20.4 65.08154 64.00000 0.023400 142.21 6.08 20.4 65.08154 64.00000 0.023500 142.51 7.00 20.4 65.08154 64.00000 0.023600 142.81 7. 1 20.4 65.08154 64.00000 0.023700 143.12 7. 3 20.4 65.08154 64.00000 0.023800 143.42 7. 20.4 J 65.08154 64.00000 0.023900 143.72 7.06 20.4 65.08154 64.00000 0.024000 144.02 .07 20.4 65.08154 64.00000 0.024100 144.32 7.09 20.4 65.08154 64.00000 0.024200 144.62 7.10 20.4 65.08154 64.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/200510:10 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 5 64' RNV - R/W TO R/W Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ft2) Wetted Perimeter (ft) Top Width (ft) 0.024300 144.92 7.12 20.4 65.08154 64.00000 0.024400 145.22 7.13 20.4 65.08154 64.00000 0.024500 145.51 7.15 20.4 65.08154 64.00000 0.024600 145.81 7.16 20.4 65.08154 64.00000 0.024700 146.11 7.18 20.4 65.08154 64.00000 0.024800 146.40 7.19 20.4 65.08154 64.00000 0.024900 146.70 7.20 20.4 65.08154 64.00000 0.025000 146.99 7.22 20.4 65.08154 64.00000 0.025100 147.28 7.23 20.4 65.08154 64.00000 0.025200 147.58 7.25 20.4 65.08154 64.00000 0.025300 147.87 7.26 20.4 65.08154 64.00000 0.025400 148.16 7.28 20.4 65.08154 64.00000 0.025500 148.45 7.29 20.4 65.08154 64.00000 0.025600 148.74 7.30 20.4 65.08154 64.00000 0.025700 149.03 7.32 20.4 65.08154 64.00000 0.025800 149.32 7.33 20.4 65.08154 64.00000 0.025900 149.61 7.35 20.4 65.08154 64.00000 0.026000 149.90 7.36 20.4 65.08154 64.00000 0.026100 150.19 7.38 20.4 65.08154 64.00000 0.026200 150.48 7.39 20.4 65.08154 64.00000 0.026300 150.76 7.40 20.4 65.08154 64.00000 0.026400 151.05 7.42 20.4 65.08154 64.00000 0.026500 151.34 7.43 20.4 65.08154 64.00000 0.026600 151.62 7.45 20.4 65.08154 64.00000 0.026700 151.91 7.46 20.4 65.08154 64.00000 0.026800 152.19 7.47 20.4 65.08154 64.00000 0.026900 152.47 7.49 20.4 65.08154 64.00000 0.027000 152.76 7.50 20.4 65.08154 64.00000 0.027100 153.04 7.52 20.4 65.08154 64.00000 0.027200 153.32 7.53 20.4 65.08154 64.00000 0.027300 153.60 7.54 20.4 65.08154 64.00000 0.027400 153.88 7.56 20.4 65.08154 64.00000 0.027500 154.16 7.57 20.4 65.08154 64.00000 0.027600 154.44 7.58 20.4 65.08154 64.00000 0.027700 154.72 7.60 20.4 65.08154 64.00000 0.027800 155.00 7.61 20.4 65.08154 64.00000 0.027900 155.28 7.63 20.4 65.08154 64.00000 0.028000 155.56 7.64 20.4 65.08154 64.00000 0.028100 155.84 7.65 20.4 65.08154 64.00000 0.028200 156.11 7.67 20.4 65.08154 64.00000 0.028300 156.39 7.68 20.4 65.08154 64.00000 0.028400 156.67 7.69 20.4 65.08154 64.00000 0.028500 156.94 7.71 20.4 65.08154 64.00000 0.028600 157.22 7.72 20.4 65.08154 64.00000 0.028700 157.49 7.73 20.4 65.08154 64.00000 0.028800 157.77 7.75 20.4 65.08154 64.00000 0.028900 158.04 7.76 20.4 65.08154 64.00000 0.029000 158.31 7.77 20.4 65.08154 64.00000 0.029100 158.59 7.79 20.4 65.08154 64.00000 0.029200 158.86 7.80 20.4 65.08154 64.00000 0.029300 159.13 7.81 20.4 65.08154 64.00000 0.029400 159.40 7.83 20.4 1 65.08154 64.00000 Project Engineer: RBF Consulting h:\pdata\15100634\calcs\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/2005 10:10 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 6 d qm A .rr arr qm 49 qq 401 MR 401 h in rN 64' RIW - RM TO RM Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (ftp) Wetted Perimeter (ft) Top Width (ft) 0.029500 159.67 7.84 20.4 65.08154 64.00000 0.029600 159.94 7.85 20.4 65.08154 64.00000 0.029700 160.21 7.87 20.4 65.08154 64.00000 0.029800 160.48 7.88 20.4 65.08154 64.00000 0.029900 160.75 7.89 20.4 65.08154 64.00000 0.030000 161.02 7.91 20.4 65.08154 64.00000 0.030100 161.29 7.92 20.4 65.08154 64.00000 0.030200 161.56 7.93 20.4 65.08154 64.00000 0.030300 161.82 7.95 20.4 65.08154 64.00000 0.030400 162.09 7.96 20.4 65.08154 64.00000 0.030500 162.36 7.97 20.4 65.08154 64.00000 0.030600 162.62 7.99 20.4 65.08154 64.00000 0.030700 162.89 8.00 20.4 65.08154 64.00000 0.030800 163.15 8.01 20.4 65.08154 64.00000 0.030900 163.42 8.03 20.4 65.08154 64.00000 0.031000 163.68 8.04 20.4 65.08154 64.00000 0.031100 163.94 8.05 20.4 65.08154 64.00000 0.031200 164.21 8.06 20.4 65.08154 64.00000 0.031300 164.47 8.08 20.4 65.08154 64.00000 0.031400 164.73 8.09 20.4 65.08154 64.00000 0.031500 165.00 8.10 20.4 65.08154 64.00000 0.031600 165.26 8.12 20.4 65.08154 64.00000 0.031700 165.52 8.13 20.4 65.08154 64.00000 0.031800 165.78 8.14 20.4 65.08154 64.00000 0.031900 166.04 8.15 20.4 65.08154 64.00000 0.032000 166.30 8.17 20.4 65.08154 64.00000 0.032100 166.56 8.18 20.4 65.08154 64.00000 0.032200 166.82 8.19 20.4 65.08154 64.00000 0.032300 167.08 8.21 20.4 65.08154 64.00000 0.032400 167.34 8.22 20.4 65.08154 64.00000 0.032500 167.59 8.23 20.4 65.08154 64.00000 0.032600 167.85 8.24 20A 65.08154 64.00000 0.032700 168.11 8.26 20.4 65.08154 64.00000 0.032800 168.37 8.27 20.4 65.08154 64.00000 0.032900 168.62 8.28 20.4 65.08154 64.00000 0.033000 168.88 8.29 20.4 65.08154 64.00000 0.033100 169.13 8.31 20.4 65.08154 64.00000 0.033200 169.39 8.32 20.4 65.08154 64.00000 0.033300 169.64 8.33 20.4 65.08154 64.00000 0.033400 169.90 8.34 20.4 65.08154 64.00000 0.033500 170.15 8.36 20.4 65.08154 64.00000 0.033600 170.41 8.37 20.4 65.08154 64.00000 0.033700 170.66 8.38 20.4 65.08154 64.00000 0.033$00 17U.91 ts.sa ZU.4 00.vo ioff v..vwvv 0.033900 171.17 8.41 20.4 65.08154 64.00000 0.034000 171.42 8.42 20.4 65.08154 64.00000 0.034100 171.67 8.43 20.4 65.08154 64.00000 0.034200 171.92 8.44 20.4 65.08154 64.00000 0.034300 172.17 8.46 20.4 65.08154 64.00000 0.034400 172.42 8.47 20.4 65.08154 64.00000 0.034500 172.67 8.48 20.4 65.08154 64.00000 0.034600 172.92 8.49 20.4 65.08154 64.00000 h:\pdata\15100634\ca1cs\stonn drain\tr 16495.fm2 2/16/200510:10 AM 0 Haestad Methods, Inc. Project Engineer: RBF Consulting RBF Consulting FlowMaster v6.1 [614k) 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 7 64' R/W - RM TO R1W Rating Table for Irregular Channel Slope (ft/ft) Discharge (cfs) Velocity (ft/s) Flow Area (W) Wetted Perimeter (ft) Top Width (ft) 0.034700 173.17 8.50 20.4 65.08154 64.00000 0.034800 173.42 8.52 20.4 65.08154 64.00000 0.034900 173.67 8.53 20.4 65.08154 64.00000 0.035000 173.92 8.54 20.4 65.08154 64.00000 Project Engineer: RBF Consulting h:\pdata\15100634\caics\storm drain\tr 16495.fm2 RBF Consulting FlowMaster v6.1 [614k] 2/16/200510:10 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 8 E a Ln 0 N O Q I / CD S CD I I DATA FROM / / / 0 MASTER DRAINAGE PLAN #6 _ O — Q100 =5.2 CFS / \ \ a- LATERAL J-3 A = 1.8 AC S w Q100 = 11.0 CFS LINE H A = 2.8 AC cn ROPOSED R/W Luh. LATERAL I-1 \ r- 00 AN ..a f— 600 j n 12 13 — N 22 3 24 _+ 26— i7 28 _2— 33 �— 3� LINE J — —� _ — - - �— - - - - - - w Ln AF 2100 300 a_ \ ¥ PROPOSED R/W I / I JOIN EXISTING 72" RCP (LINE B) LATERAL J-1 I C.B. #5 w Q100 =3.2 CFS Q100 =5.2 CFS A = 1 .0 ACRES 648 ACRES 0 A PER REFERENCE 2 I LATERAL J-2 Q100 = 1.1 CFS SEE EXHIBIT B IN APPENDIX C O (PER MASTER DRAINAGE PLAN) FOR DRAINAGE BOUNDARY z coo W w / O CD 0 00 4 O O ll� T F 7TE D INDEX MAP Q SCALE : 1" = 150' Q AREA NUDE 150 0 150 300 450 0- NUDE DESIGNATION 0 MfELEVATION 0 GRAPHIC SCALE of DRAINAGE BASIN BOUNDARY SYCAMORE AILS / -- FLOW DIRECTION fl"QTY OFFON TANA ~ • ■ F=KMD °�"'�,°° TRACT NO.16074 0 ,req cuFonu e250-"79 C O N S U LTI N Q .09.676&114 • FAX 9%".72. • .wABF.cam / FIGURE 3 w CATCH BASIN HYDROLOGY MAP ry i / Technical Appendix D 100 -Year Rational Method Analysis Derived from Preliminary Hydrology & Hydraulic Calculations for Sierra Business Park Huitt-Zollars, Inc — November 1, 2003 "m FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE= 15 ---------------------------------------------------------------------------- w.. »»>DEFINE MEMORY BANK # 1 ««< MEMORY BANK # 1 DEFINED Q(CFS) TC(MIN.) AS FOLLOWS: Fp(INCH/HR) Ap FM(INCH/HR) **************************************************************************** •a RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE .392 (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) .119 (c) Copyright 1983-93 Advanced Engineering Software (aes) Ver. 1.9B Release Date: 7/18/93 License ID 1202 .381 .32 .124 Analysis prepared by: 3 104.12 21.11 .378 HUITT-ZOLLARS, INC. ,.� 15101 RED HILL AVENUE .. TOTAL AREA = 48.01 PHONE (714)N259-79008*IFAX200 (714)5259-0210 .,. ---------------------------------------------------------------------------- FILE NAME: 202Q100A.DAT TIME/DATE OF STUDY: 13:59 5/ 3/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: **************************************************************************** --*TIME-OF-CONCENTRATION MODEL*-- 1.60 TO NODE 1.00 IS CODE = USER SPECIFIED STORM EVENT(YEAR) = 100.00 "� SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 MAIN -STREAM MEMORY DEFINED Q(CFS) TC(MIN.) *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* Ap 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 920 Ae(ACRES) 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.340 +� COMPUTED RAINFALL INTENSITY DATA: .30 STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.3400 33.42 SLOPE OF INTENSITY DURATION CURVE = .6000 "m FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE= 15 ---------------------------------------------------------------------------- w.. »»>DEFINE MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 12 Page 1 an go MEMORY BANK # 1 DEFINED Q(CFS) TC(MIN.) AS FOLLOWS: Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 99.29 12.81 .392 .30 .119 33.42 2 105.86 19.58 .381 .32 .124 46.49 3 104.12 21.11 .378 .33 .125 48.01 .. TOTAL AREA = 48.01 **************************************************************************** FLOW PROCESS FROM NODE 1.60 TO NODE 1.00 IS CODE = 14 "� ---------------------------------------------------------------------------- »»>MEMORY BANK # 1 COPIED ONTO MAIN -STREAM MEMORY««< Am AN MAIN -STREAM MEMORY DEFINED Q(CFS) TC(MIN.) AS FOLLOWS: Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 99.29 12.81 .392 .30 .119 33.42 2 105.86 19.58 .381 .32 .124 46.49 3 104.12 21.11 .378 .33 .125 48.01 40 TOTAL AREA = 48.01 FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 12 Page 1 an go ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.624 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 7.06 SUBAREA RUNOFF(CFS) = 16.20 EFFECTIVE AREA(ACRES) = 53.55 AREA -AVERAGED Fm(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) = .40 AREA -AVERAGED Ap = .30 TOTAL AREA(ACRES) = 55.07 PEAK FLOW RATE(CFS) = 120.80 TC(MIN) = 19.58 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION(FEET) = 1079.00 DOWNSTREAM NODE ELEVATION(FEET) = 1072.02 FLOW LENGTH(FEET) = 1620.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 120.80 TRAVEL TIME(MIN.) = 3.00 TC(MIN.) = 22.57 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.409 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.49 SUBAREA RUNOFF(CFS) = 5.23 EFFECTIVE AREA(ACRES) = 56.04 AREA -AVERAGED Fm(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) = .40 AREA -AVERAGED Ap = .29 TOTAL AREA(ACRES) = 57.56 PEAK FLOW RATE(CFS) = 120.80 TC(MIN) = 22.57 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.57 RAINFALL INTENSITY(INCH/HR) = 2.41 AREA -AVERAGED Fm(INCH/HR) _ .12 Page 2 r_ F AREA -AVERAGED Fp(INCH/HR) _ .40 AREA -AVERAGED Ap = 29 EFFECTIVE STREAM AREA(ACRES) = 56.04 TOTAL STREAM AREA(ACRES) = 57.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 120.80 go **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 2.1 +w ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< +� ----------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 435.00 UPSTREAM ELEVATION(FEET) = 1088.50 DOWNSTREAM ELEVATION(FEET) = 1087.50 ELEVATION DIFFERENCE(FEET) = 1.00 TC(MIN.) = .304*[( 435.00** 3.00)/( 1.00)]** .20 = 11.640 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.584 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 .. SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 5.72 r TOTAL AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) = 5.72 FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 3 ------------------------------------------------------------ --------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< +�+ DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.5 ,.. UPSTREAM NODE ELEVATION(FEET) = 1081.50 DOWNSTREAM NODE ELEVATION(FEET) = 1080.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.72 TRAVEL TIME(MIN.) _ .73 TC(MIN.) = 12.37 rr **************************************************************************** •• FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 8 ar ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.455 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 �. SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.79 SUBAREA RUNOFF(CFS) = 5.45 EFFECTIVE AREA(ACRES) = 3.60 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 10.95 TC(MIN) = 12.37 FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< Page 3 aw go »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION(FEET) = 1080.50 DOWNSTREAM NODE ELEVATION(FEET) = 1079.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.95 TRAVEL TIME(MIN.) _ .62 TC(MIN.) = 12.99 FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.355 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 5.26 EFFECTIVE AREA(ACRES) = 5.38 AREA -AVERAGED Fm(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.38 PEAK FLOW RATE(CFS) = 15.88 TC(MIN) = 12.99 FLOW PROCESS FROM NODE 2.40 TO NODE 2.50 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 1079.50 DOWNSTREAM NODE ELEVATION(FEET) = 1078.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.88 TRAVEL TIME(MIN.) _ .57 TC(MIN.) = 13.56 FLOW PROCESS FROM NODE 2.50 TO NODE 2.50 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.270 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 5.12 EFFECTIVE AREA(ACRES) = 7.16 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.16 PEAK FLOW RATE(CFS) = 20.59 TC(MIN) = 13.56 FLOW PROCESS FROM NODE 2.50 TO NODE 2.60 IS CODE = 3 ---------------------------------------------------------------------------- Page 4 G »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< „A »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< 40 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 1078.50 DOWNSTREAM NODE ELEVATION(FEET) = 1077.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.59 TRAVEL TIME(MIN.) _ .54 TC(MIN.) = 14.11 FLOW PROCESS FROM NODE 2.70 TO NODE 2.80 IS CODE = 3 Page 5 s, FLOW PROCESS FROM NODE 2.60 TO NODE 2.60 IS CODE = 8 ,� ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------------------------------- ----------- -- ---------------- M100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.194 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0750 do SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 ^*' SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 5.00 EFFECTIVE AREA(ACRES) = 8.94 AREA -AVERAGED FM(INCH/HR) _ .08 +�+ AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.94 PEAK FLOW RATE(CFS) = 25.10 TC(MIN) = 14.11 w FLOW PROCESS FROM NODE 2.60 TO NODE 2.70 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ... DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 �r UPSTREAM NODE ELEVATION(FEET) = 1077.50 DOWNSTREAM NODE ELEVATION(FEET) = 1076.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 .. ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.10 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 14.62 FLOW PROCESS FROM NODE 2.70 TO NODE 2.70 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION TO- MAINLINE ,� -OF -SUBAREA -PEAK -FLOW<<<<< -------------------- ,� 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.126 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 4.89 EFFECTIVE AREA(ACRES) = 10.72 AREA -AVERAGED FM(INCH/HR)AREA-_ .08 INCH/H10.72 •75 .10 TOTALAARREpA,(ACRES)GED TE(CFS) =29.44 PEAK FLOWAREA-AVERARAD TC(MIN) = 14.62 FLOW PROCESS FROM NODE 2.70 TO NODE 2.80 IS CODE = 3 Page 5 ---------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 1076.50 DOWNSTREAM NODE ELEVATION(FEET) = 1075.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.44 TRAVEL TIME(MIN.) _ .49 TC(MIN.) = 15.11 FLOW PROCESS FROM NODE 2.80 TO NODE 2.80 IS CODE = 8 ------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.065 ----------------- SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 4.79 EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 33.64 TC(MIN) = 15.11 FLOW PROCESS FROM NODE 2.80 TO NODE 2.90 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) 1075.50 DOWNSTREAM NODE ELEVATION(FEET) = 1074.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.64 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 15.59 FLOW PROCESS FROM NODE 2.90 TO NODE 2.90 IS CODE = 8 ------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----- 0 YEAR RAINFALL INTENSITY(INCH/HR) = 3.009 ------------- SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 4.70 EFFECTIVE AREA(ACRES) = 14.28 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 14.28 PEAK FLOW RATE(CFS) = 37.70 TC(MIN) = 15.59 Page 6 ED FLOW PROCESS FROM NODE 2.90 TO NODE 2.10 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ai »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 art UPSTREAM NODE ELEVATION(FEET) = 1074.50 DOWNSTREAM NODE ELEVATION(FEET) = 1073.75 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 mm ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES'= 1 err PIPE-FLOW(CFS) = 37.70 TRAVEL TIME(MIN.) _ .34 TC(MIN.) = 15.93 **************************************************************************** d9 FLOW PROCESS FROM NODE 2.10 TO NODE 2.10 IS CODE = 8 ---------------------------------------------------------------------------- ,,,»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.969 rr SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 '^ SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) = 3.05 EFFECTIVE AREA(ACRES) = 15.45 AREA -AVERAGED FM(INCH/HR) _ .08 .,.. AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 15.45 PEAK FLOW RATE(CFS) = 40.25 rr TC(MIN) = 15.93 FLOW PROCESS FROM NODE 2.10 TO NODE 2.11 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ... »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ----------------------------- - DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION(FEET) = 1073.75 DOWNSTREAM NODE ELEVATION(FEET) = 1072.40 FLOW LENGTH(FEET) = 270.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.25 TRAVEL TIME(MIN.) _ .61 TC(MIN.) = 16.54 FLOW PROCESS FROM NODE 2.11 TO NODE 2.11 IS CODE = 8 ---------------------------------------------------------- ------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.903 SOIL CLASSIFICATION IS "B" do COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 +�U SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 3.18 EFFECTIVE AREA(ACRES) = 16.70 AREA -AVERAGED FMCINCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 42.50 TC(MIN) = 16.54 Page 7 FLOW PROCESS FROM NODE 2.11 TO NODE 2.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------- - DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1072.40 DOWNSTREAM NODE ELEVATION(FEET) = 1072.02 FLOW LENGTH(FEET) = 76.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.50 TRAVEL TIME(MIN.) _ .17 TC(MIN.) = 16.72 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.72 RAINFALL INTENSITY(INCH/HR) = 2.88 AREA -AVERAGED Fm(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 16.70 TOTAL STREAM AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 160.85 15.81 2.983 .46 .22 .10 58.76 2 156.10 22.57 2.409 .44 .24 .11 72.74 3 152.31 24.11 2.316 .43 .25 .11 74.26 4 161.96 16.72 2.885 .46 .22 .10 61.42 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 161.96 TC(MIN.) = 16.716 EFFECTIVE AREA(ACRES) = 61.42 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .46 AREA -AVERAGED Ap = .22 TOTAL AREA(ACRES) = 74.26 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 ----------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.5 UPSTREAM NODE ELEVATION(FEET) = 1072.02 DOWNSTREAM NODE ELEVATION(FEET) = 1069.92 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 161.96 TRAVEL TIME(MIN.) _ .25 TC(MIN.) = 16.96 Page 8 .q 4d **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8 ---------------------------------------------------------------------------- ,,,, »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.860 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 3.13 EFFECTIVE AREA(ACRES) = 62.67 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .46 AREA -AVERAGED Ap = .22 TOTAL AREA(ACRES) = 75.51 PEAK FLOW RATE(CFS) = 161.96 +rr TC(MIN) = 16.96 .r FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.6 two UPSTREAM NODE ELEVATION(FEET) = 1069.92 DOWNSTREAM NODE ELEVATION(FEET) = 1069.17 FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 .. PIPE-FLOW(CFS) = 161.96 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 17.03 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- rr »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 17.03 RAINFALL INTENSITY(INCH/HR) 2.85 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .46 AREA -AVERAGED Ap = 22 EFFECTIVE STREAM AREA(ACRES) = 62.67 TOTAL STREAM AREA(ACRES) = 75.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 161.96 iW**************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 2.1 ---------------------------------------------------------------------------- --»»>RATIONAL-METHOD INITIAL -SUBAREA -ANALYSIS<<<<< --------------------- DEVELOPMENT IS COMMERCIAL +w TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 511.00 UPSTREAM ELEVATION(FEET) = 1085.00 DOWNSTREAM ELEVATION(FEET) = 1084.25 ELEVATION DIFFERENCE (FEET) = 75 TC(MIN.) = .304*[( 511.00** 3.00)/( 75)3** .20 = 13.580 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.268 Page 9 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 8.07 TOTAL AREA(ACRES) = 2.81 PEAK FLOW RATE(CFS) = 8.07 FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.0 UPSTREAM NODE ELEVATION(FEET) = 1078.25 DOWNSTREAM NODE ELEVATION(FEET) = 1077.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.07 TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 14.25 FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 00 YEAR RAINFALL INTENSITY(INCH/HR) = 3.175 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 7.84 EFFECTIVE AREA(ACRES) = 5.62 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.62 PEAK FLOW RATE(CFS) = 15.68 TC(MIN) = 14.25 FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 1077.25 DOWNSTREAM NODE ELEVATION(FEET) = 1076.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.68 TRAVEL TIME(MIN.) _ .57 TC(MIN.) = 14.82 FLOW PROCESS FROM NODE 4.40 TO NODE 4.40 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.101 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 Page 10 E qm As SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 Mw SUBAREA PERVIOUS AREA FRACTION, Ap = 10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 7.65 EFFECTIVE AREA(ACRES) = 8.43 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 .� TOTAL AREA(ACRES) = 8.43 PEAK FLOW RATE(CFS) = 22.96 TC(MIN) = 14.82 s FLOW PROCESS FROM NODE 4.40 TO NODE 4.50 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.5 INCHES PIPE -FLOW VELOCITY (FEET/SEC. ) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 1076.25 ,., DOWNSTREAM NODE ELEVATION(FEET) = 1075.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.96 TRAVEL TIME(MIN.) _ .52 TC(MIN.) = 15.34 FLOW PROCESS FROM NODE 4.50 TO NODE 4.50 IS CODE = 8 .. ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< M 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.037 SOIL CLASSIFICATION IS . B COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 rrr SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = 10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 7.49 "^ EFFECTIVE AREA(ACRES) = 11.24 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 11.24 PEAK FLOW RATE(CFS) = 29.97 TC(MIN) = 15.34 FLOW PROCESS FROM NODE 4.50 TO NODE 4.60 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.8 INCHES a� PIPE -FLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION(FEET) = 1075.25 DOWNSTREAM NODE ELEVATION(FEET) = 1074.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.97 TRAVEL TIME(MIN.) _ .49 TC(MIN.) = 15.83 FLOW PROCESS FROM NODE 4.60 TO NODE 4.60 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.981 SOIL CLASSIFICATION IS "B" Page 11 .o COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 7.35 EFFECTIVE AREA(ACRES) = 14.05 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 14.05 PEAK FLOW RATE(CFS) = 36.75 TC(MIN) = 15.83 FLOW PROCESS FROM NODE 4.60 TO NODE 4.70 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.2 UPSTREAM NODE ELEVATION(FEET) = 1074.25 DOWNSTREAM NODE ELEVATION(FEET) = 1073.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.75 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 16.29 FLOW PROCESS FROM NODE 4.70 TO NODE 4.70 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.930 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 7.22 EFFECTIVE AREA(ACRES) = 16.86 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.86 PEAK FLOW RATE(CFS) = 43.32 TC(MIN) = 16.29 FLOW PROCESS FROM NODE 4.70 TO NODE 4.80 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< --------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1073.25 DOWNSTREAM NODE ELEVATION(FEET) = 1072.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.32 TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 16.74 FLOW PROCESS FROM NODE 4.80 TO NODE 4.80 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.883 Page 12 0 40 w 40 SOIL CLASSIFICATION IS "B" ., COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 49 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) 7.10 m EFFECTIVE AREA(ACRES) = 19.67 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 ai TOTAL AREA(ACRES) = 19.67 PEAK FLOW RATE(CFS) = 49.70 TC(MIN) = 16.74 FLOW PROCESS FROM NODE 4.80 TO NODE 4.90 IS CODE = 3 ---------------------------------------------------------------------------- .,. »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION(FEET) = 1072.25 DOWNSTREAM NODE ELEVATION(FEET) = 1071.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.70 TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 17.17 FLOW PROCESS FROM NODE 4.90 TO NODE 4.90 IS CODE = 8 ---------------------------------------------------------------------------- rW »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.839 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 ... SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 6.99 EFFECTIVE AREA(ACRES) = 22.48 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 22.48 PEAK FLOW RATE(CFS) = 55.92 TC(MIN) = 17.17 +* FLOW PROCESS FROM NODE 4.90 TO NODE 4.10 IS CODE = 3 ------------------------ ---------------------------------------------------- air »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 1071.25 FLDOWNSTREAM OWLENGTH(FEET)LEVAT150(OOET)S MANNING'SN = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.92 TRAVEL TIME(MIN.) _ .32 TC(MIN.) = 17.49 in FLOW PROCESS FROM NODE 4.10 TO NODE 4.10 IS CODE = 8 ---------------------------------------------------------------------------- ""� »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- Page 13 dd 0 ,r 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.808 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.02 SUBAREA RUNOFF(CFS) = 4.97 EFFECTIVE AREA(ACRES) = 24.50 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 24.50 PEAK FLOW RATE(CFS) = 60.25 TC(MIN) = 17.49 FLOW PROCESS FROM NODE 4.10 TO NODE 4.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 1070.50 DOWNSTREAM NODE ELEVATION(FEET) = 1069.17 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.25 TRAVEL TIME(MIN.) _ .47 TC(MIN.) = 17.96 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 17.96 RAINFALL INTENSITY(INCH/HR) = 2.76 AREA -AVERAGED Fm(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 24.50 TOTAL STREAM AREA(ACRES) = 24.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.25 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 218.66 16.12 2.948 .51 .18 .09 82.00 2 221.00 17.03 2.853 .51 .18 .09 85.91 3 207.97 22.89 2.389 .48 .21 .10 98.49 4 202.13 24.43 2.298 .47 .21 .10 100.01 5 221.29 17.96 2.763 .50 .19 .09 88.97 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 221.29 TC(MIN.) = 17.961 EFFECTIVE AREA(ACRES) = 88.97 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) _ .50 AREA -AVERAGED Ap = .19 TOTAL AREA(ACRES) = 100.01 **************************************************************************** Page 14 40 71 I" FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.708 SOIL CLASSIFICATION IS "B" COMMERC�* SUBAREAIPERVIOUSELOSSSRATE, Fp(INCH/HR)R, 750 .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 .rr SUBAREA AREA(ACRES) = 4.18 SUBAREA RUNOFF(CFS) = 9.91 EFFECTIVE AREA(ACRES) = 93.15 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) = 104.19 PEAK FLOW RATE(CFS) = 221.29 TC(MIN) = 18.57 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 r---------------------------------------------------------------------------- ------------------------------------------------------------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ,., DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.7 INCHES '^ PIPE -FLOW VELOCITY(FEET/SEC.) = 13.5 UPSTREAM NODE ELEVATION(FEET) = 1069.17 ww DOWNSTREAM NODE ELEVATION(FEET) = 1065.00 FLOW LENGTH(FEET) = 495.00 MANNING'S N = .013 do ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 221.29 .w- TRAVEL TIME(MIN.) = .61 TC(MIN.) = 18.57 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.708 SOIL CLASSIFICATION IS "B" COMMERC�* SUBAREAIPERVIOUSELOSSSRATE, Fp(INCH/HR)R, 750 .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 .rr SUBAREA AREA(ACRES) = 4.18 SUBAREA RUNOFF(CFS) = 9.91 EFFECTIVE AREA(ACRES) = 93.15 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) = 104.19 PEAK FLOW RATE(CFS) = 221.29 TC(MIN) = 18.57 FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 8 ------ ------ ------- ----- --------- -------- --------- -------- --------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.701 I SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .58 SUBAREA RUNOFF(CFS) = 1.37 EFFECTIVE AREA(ACRES) = 93.73 AREA -AVERAGED Fm(INCH/HR) _ .09 idi TOTALAAREAGED (ACRES)INCH/104.77 .51 AREA-AVERPEAK FLOWA.1 RATE(CFS) =221.29 ME TC(MIN) = 18.66 Page 15 rrr Im FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 r---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ,., DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.3 UPSTREAM NODE ELEVATION(FEET) = 1065.00 ww DOWNSTREAM NODE ELEVATION(FEET) = 1064.07 FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013 do ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 221.29 .w- TRAVEL TIME(MIN.) = .09 TC(MIN.) = 18.66 FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 8 ------ ------ ------- ----- --------- -------- --------- -------- --------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.701 I SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .58 SUBAREA RUNOFF(CFS) = 1.37 EFFECTIVE AREA(ACRES) = 93.73 AREA -AVERAGED Fm(INCH/HR) _ .09 idi TOTALAAREAGED (ACRES)INCH/104.77 .51 AREA-AVERPEAK FLOWA.1 RATE(CFS) =221.29 ME TC(MIN) = 18.66 Page 15 rrr Im FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.66 RAINFALL INTENSITY(INCH/HR) = 2.70 AREA -AVERAGED FM(INCH/HR) = .09 AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18 EFFECTIVE STREAM AREA(ACRES) = 93.73 TOTAL STREAM AREA(ACRES) = 104.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 221.29 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 445.00 UPSTREAM ELEVATION(FEET) = 1080.00 DOWNSTREAM ELEVATION(FEET) = 1079.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC(MIN.) = .304*[( 445.00** 3.00)/( 1.00)]** .20 = 11.800 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.555 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 7.20 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 7.20 **************************************************************************** FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.1 UPSTREAM NODE ELEVATION(FEET) = 1073.00 DOWNSTREAM NODE ELEVATION(FEET) = 1072.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.20 TRAVEL TIME(MIN.) _ .71 TC(MIN.) = 12.51 FLOW PROCESS FROM NODE 6.30 TO NODE 6.30 IS CODE = 8 ------------------------------------------------------------ 7 --------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.432 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.95 Page 16 R FLOW PROCESS FROM NODE 6.50 TO NODE 6.50 IS CODE = 8 ---------------------------------------------------------------------------- M »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.257 SOIL CLASSIFICATION IS B COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 Page 17 r MR r EFFECTIVE AREA(ACRES) = 4.60 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 r TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 13.90 TC(MIN) = 12.51 FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 IS CODE = 3 wr ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< +r DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.6 .. UPSTREAM NODE ELEVATION(FEET) = 1072.00 DOWNSTREAM NODE ELEVATION(FEET) = 1071.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 r ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.90 TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 13.11 r �• FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 8 .do ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.338 ... SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 r SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .7S SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.75 EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED. FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 20.26 ,.. TC(MIN) = 13.11 r FLOW PROCESS FROM NODE 6.40 TO NODE 6.50 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< r »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< *• DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 do UPSTREAM NODE ELEVATION(FEET) = 1071.00 DOWNSTREAM NODE ELEVATION(FEET) = 1070.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.26 TRAVEL TIME(MIN.) _ .55 TC(MIN.) = 13.65 FLOW PROCESS FROM NODE 6.50 TO NODE 6.50 IS CODE = 8 ---------------------------------------------------------------------------- M »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.257 SOIL CLASSIFICATION IS B COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 Page 17 r MR r SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.59 EFFECTIVE AREA(ACRES) = 9.20 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 26.35 TC(MIN) = 13.65 FLOW PROCESS FROM NODE 6.50 TO NODE 6.60 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< -------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1070.00 DOWNSTREAM NODE ELEVATION(FEET) = 1069..00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.35 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 14.16 FLOW PROCESS FROM NODE 6.60 TO NODE 6.60 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.186 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.44 EFFECTIVE AREA(ACRES) = 11.50 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 32.20 TC(MIN) = 14.16 FLOW PROCESS FROM NODE 6.60 TO NODE 6.70 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION(FEET) = 1069.00 DOWNSTREAM NODE ELEVATION(FEET) = 1068.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.20 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 14.64 FLOW PROCESS FROM NODE 6.70 TO NODE 6.70 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.123 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 Page 18 M MR ji it FLOW PROCESS FROM NODE 6.80 TO NODE 6.80 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.066 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 �. SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 rel SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.19 EFFECTIVE AREA(ACRES) = 16.10 AREA -AVERAGED FM(INCH/HR) _ .07 .w AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.10 PEAK FLOW RATE(CFS) = 43.34 TC(MIN) = 15.10 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.31 qm EFFECTIVE AREA(ACRES) = 13.80 AREA -AVERAGED FM(INCH/HR) _ .07 do AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 ... TOTAL AREA(ACRES) = 13.80 PEAK FLOW RATE(CFS) = 37.86 TC(MIN) = 14.64 PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 FLOW PROCESS FROM NODE 6.70 TO NODE 6.80 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< rr »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.9 INCHES ... PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 aq UPSTREAM NODE ELEVATION(FEET) = 1068.00 rr DOWNSTREAM NODE ELEVATION(FEET) = 1067.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.86 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 15.10 it FLOW PROCESS FROM NODE 6.80 TO NODE 6.80 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.066 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 �. SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 rel SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.19 EFFECTIVE AREA(ACRES) = 16.10 AREA -AVERAGED FM(INCH/HR) _ .07 .w AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.10 PEAK FLOW RATE(CFS) = 43.34 TC(MIN) = 15.10 FLOW PROCESS FROM NODE 6.90 TO NODE 6.90 IS CODE = 8 ------ ----- -------- ----- --------- -------- --------- -------- ------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------=------------------------------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.012 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 Page 19 V, FLOW PROCESS FROM NODE 6.80 TO NODE 6.90 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ... »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1067.00 DOWNSTREAM NODE ELEVATION(FEET) = 1066.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.34 aq TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 15.55 FLOW PROCESS FROM NODE 6.90 TO NODE 6.90 IS CODE = 8 ------ ----- -------- ----- --------- -------- --------- -------- ------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------=------------------------------------------------------------ 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.012 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 Page 19 V, SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 6.08 EFFECTIVE AREA(ACRES) = 18.40 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 18.40 PEAK FLOW RATE(CFS) = 48.64 TC(MIN) = 15.55 FLOW PROCESS FROM NODE 6.90 TO NODE 6.10 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION(FEET) = 1066.00 DOWNSTREAM NODE ELEVATION(FEET) = 1065.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.64 TRAVEL TIME(MIN.) _ .32 TC(MIN.) = 15.88 FLOW PROCESS FROM NODE 6.10 TO NODE 6.10 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.975 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 3.94 EFFECTIVE AREA(ACRES) = 19.91 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 19.91 PEAK FLOW RATE(CFS) = 51.97 TC(MIN) = 15.88 FLOW PROCESS FROM NODE 6.10 TO NODE 6.11 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1065.25 DOWNSTREAM NODE ELEVATION(FEET) = 1064.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED'PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.97 TRAVEL TIME(MIN.) _ .47 TC(MIN.) = 16.35 FLOW PROCESS FROM NODE 6.11 TO NODE 6.11 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.923 SOIL CLASSIFICATION IS "B" Page 20 w v COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.17 SUBAREA RUNOFF(CFS) = 5.56 EFFECTIVE AREA(ACRES) = 22.08 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 22.08 PEAK FLOW RATE(CFS) = 56.60 TC(MIN) = 16.35 FLOW PROCESS FROM NODE 6.11 TO NODE 6.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE <<<<< -FLOW) -------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION(FEET) = 1064.50 DOWNSTREAM NODE ELEVATION(FEET) = 1064.07 FLOW LENGTH(FEET) = 75.00 MANNING'S N = .013 1 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 56.60 •. TRAVEL TIME(MIN.) _ .15 TC(MIN.) = 16.50 aril **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 -------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.50 RAINFALL INTENSITY(INCH/HR) = 2.91 ,.. AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 .. AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 22.08 TOTAL STREAMAREA(ACRES) = 22.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) INCH/HR) (ACRES) 1 274.59 16.82 2.874 .54 .16 .09 108.84 112.75 2 275.15 17.73 2.785 .54 .16 .09 3 273.76 18.66 2.701 .54 .17 .09 115.81 4 254.36 23.59 2.346 .51 .18 .09 125.33 126.85 5 247.27 25.15 2.258 .50 .19 .09 16.50 2.907 .55 .16 .09 107.21 6 273.68 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RATE(CFS) = 275.15 TC(MIN.) = 17.728 PEAK FLOW _ EFFECTIVE .75 AREA -AVERAGED AFp(INCH/HR) •09 =112.54 AREA AVERAGED Ap .16 AREA -AVERAGED TOTAL AREA(ACRES) = 126.85 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 Page 21 ----------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.6 INCHES PIPE -FLOW VELOCITY (FEET/SEC. ) = 15.3 UPSTREAM NODE ELEVATION(FEET) = 1064.07 DOWNSTREAM NODE ELEVATION(FEET) = 1058.97 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 275.15 TRAVEL TIME(MIN.) = .54 TC(MIN.) = 18.27 FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 8 --------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.735 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.23 SUBAREA RUNOFF(CFS) = 5.34 EFFECTIVE AREA(ACRES) = 114.98 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .54 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 129.08 PEAK FLOW RATE(CFS) = 275.15 TC(MIN) = 18.27 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.1 UPSTREAM NODE ELEVATION(FEET) = 1058.97 DOWNSTREAM NODE ELEVATION(FEET) = 1055.52 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 275.15 TRAVEL TIME(MIN.) = .39 TC(MIN.) = 18.66 FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 8 ----------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.701 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.78 SUBAREA RUNOFF(CFS) = 6.57 EFFECTIVE AREA(ACRES) = 117.76 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 131.86 PEAK FLOW RATE(CFS) = 276.85 TC(MIN) = 18.66 Page 22 F FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 40 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< -------------------------- ----------------------------------------------- DEPTH OF FLOW IN 63.0 INCH PIPE IS 50.4 INCHES Mw PIPE -FLOW VELOCITY(FEET/SEC.) = 14.9 UPSTREAM NODE ELEVATION(FEET) = 1055.52 DOWNSTREAM NODE ELEVATION(FEET) = 1052.07 FLOW LENGTH(FEET) = 360.00 MANNING'S N = .013 *� ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 .85 276.40 TRAVELLTIME(MIN.) = TC(MIN.) = 19.06 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.666 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 �• SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 rr SUBAREA AREA(ACRES) = 2.75 SUBAREA RUNOFF(CFS) = 6.41 EFFECTIVE AREA(ACRES) = 120.51 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 .. TOTAL AREA(ACRES) = 134.61 PEAK FLOW RATE(CFS) = 279.62 TC(MIN) = 19.06 rr FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.666 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 .. SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.73 SUBAREA RUNOFF(CFS) = 4.03 EFFECTIVE AREA(ACRES) = 122.24 . AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 �+ TOTAL AREA(ACRES) = 136.34 PEAK FLOW RATE(CFS) = 283.66 TC(MIN) = 19.06 err qm FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3 Ad »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< MR DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.6 INCHES do PIPE -FLOW VELOCITY(FEET/SEC.) = 22.9 UPSTREAM NODE ELEVATION(FEET) = 1052.07 DOWNSTREAM NODE ELEVATION(FEET) = 1049.07 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 dw ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 283.66 TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 19.13 END OF STUDY SUMMARY: Page 23 TOTAL AREA(ACRES) = 136.34 TC(MIN.) = 19.13 EFFECTIVE AREA(ACRES) = 122.24 AREA -AVERAGED Fm(INCH/HR)= .09 AREA -AVERAGED Fp(INCH/HR) _ .55 AREA -AVERAGED Ap = .16 PEAK FLOW RATE(CFS) = 283.66 ** PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 282.24 17.91 2.768 .56 .16 .09 116.70 2 283.08 18.22 2.739 .55 .16 .09 118.33 3 283.66 19.13 2.660 .55 .16 .09 122.24 4 282.23 20.06 2.585 .55 .16 .09 125.30 5 264.13 25.02 2.265 .52 .18 .09 134.82 6 257.02 26.59 2.184 .51 .18 .09 136.34 ---------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS Page 24 h **************************************************************************** Im RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE 4m (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-93 Advanced Engineering software (aes) Ver. 1.9B Release Date: 7/18/93 License ID 1202 .. Analysis prepared by: HUITT-ZOLLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 awf PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: 202Q100G.DAT TIME/DATE OF STUDY: 13:43 5/ 3/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------- --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 .,. SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) _ .920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3400 rr SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 15 ---------------------------------------------------------------------------- »»>DEFINE MEMORY BANK # 1 ««< "' MEMORY BANK # 1 DEFINED AS FOLLOWS: Q(CFS) TC(MIN.) Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) " 1 110.39 10.30 .643 .25 .161 31.95 2 123.04 14.98 .638 .26 .163 45.25 ,.. 3 122.74 15.12 .638 .26 .164 45.41 TOTAL AREA = 45.41 VIII **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE 14 ---------------------------------------------------------------------------- »»>MEMORY BANK # 1 COPIED ONTO MAIN -STREAM MEMORY««< w MAIN -STREAM MEMORY DEFINED AS FOLLOWS: a� Q(CFS) TC(MIN.) Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 110.39 10.30 .643 .25 .161 31.95 2 123.04 14.98 .638 .26 .163 45.25 3 122.74 15.12 .638 .26 .164 45.41 TOTAL AREA = 45.41 4m FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 Page 1 +A ref .. ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< -------------------------------------------------------------------- DEPTH OF FLOW IN 54.0 INCH PIPE IS 38.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.1 UPSTREAM NODE ELEVATION(FEET) = 1075.90 DOWNSTREAM NODE ELEVATION(FEET) = 1073.50 FLOW LENGTH(FEET) = 435.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 123.04 TRAVEL TIME(MIN.) _ .72 TC(MIN.) = 15.70 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.70 RAINFALL INTENSITY(INCH/HR) = 3.00 AREA -AVERAGED FM(INCH/HR) = .16 AREA -AVERAGED Fp(INCH/HR) = .64 AREA -AVERAGED Ap = .26 EFFECTIVE STREAM AREA(ACRES) = 45.25 TOTAL STREAM AREA(ACRES) = 45.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 123.04 FLOW PROCESS FROM NODE 11.10 TO NODE 11.20 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 665.00 UPSTREAM ELEVATION(FEET) = 1090.50 DOWNSTREAM ELEVATION(FEET) = 1087.50 ELEVATION DIFFERENCE(FEET) = 3.00 TC(MIN.) = .304*[( 665.00** 3.00)/( 3.00)]** .20 = 12.054 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.510 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 7.70 TOTAL AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) = 7.70 **************************************************************************** FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< Page 2 d r DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES „aw PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 1081.50 DOWNSTREAM NODE ELEVATION(FEET) = 1077.27 FLOW LENGTH(FEET) = 420.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES­ PIPE-FLOW(CFS) = 7.70 TRAVEL TIME(MIN.) = 1.10 TC(MIN.) = 13.15 FLOW PROCESS FROM NODE 11.30 TO NODE 11.30 IS CODE = 8 di---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.331 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 rw SUBAREA AREA(ACRES) = 4.22 SUBAREA RUNOFF(CFS) = 12.37 EFFECTIVE AREA(ACRES) = 6.71 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 *� TOTAL AREA(ACRES) = 6.71 PEAK FLOW RATE(CFS) = 19.66 TC(MIN) = 13.15 r .., FLOW PROCESS FROM NODE 11.30 TO NODE 11.00 IS CODE = 3 w---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< WAN DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES "10 PIPE -FLOW VELOCITY (FEET/SEC. ) = 17.9 UPSTREAM NODE ELEVATION(FEET) = 1077.27 .., DOWNSTREAM NODE ELEVATION(FEET) = 1073.50 FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.66 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 13.19 r7 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ..*------------------------------ --------------------------------------------- ----------------------------t--------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >>>>>DESIGNATE iwf »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ----------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.19 As RAINFALL INTENSITY(INCH/HR) = 3.32 AREA -AVERAGED FM(INCH/HR) = .08 MI AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 40 EFFECTIVE STREAM AREA(ACRES) = 6.71 TOTAL STREAM AREA(ACRES) = 6.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.66 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae Page 3 of r7 (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 128.74 11.04 3.700 .65 .23 .15 37.56 2 140.71 15.70 2.995 .64 .24 .15 51.96 3 140.31 15.84 2.980 .64 .24 .15 52.12 4 135.90 13.19 3.325 .65 .23 .15 44.81 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 140.71 TC(MIN.) = 15.701 EFFECTIVE AREA(ACRES) = 51.96 AREA -AVERAGED FM(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) _ .64 AREA -AVERAGED Ap = .24 TOTAL AREA(ACRES) = 52.12 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION(FEET) = 1073.50 DOWNSTREAM NODE ELEVATION(FEET) = 1072.77 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 140.71 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 16.18 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.942 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.61 EFFECTIVE AREA(ACRES) = 53.36 AREA -AVERAGED Fm(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .23 TOTAL AREA(ACRES) = 53.52 PEAK FLOW RATE(CFS) = 140.71 TC(MIN) = 16.18 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.3 UPSTREAM NODE ELEVATION(FEET) = 1072.77 DOWNSTREAM NODE ELEVATION(FEET) = 1062.75 FLOW LENGTH(FEET) = 630.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 140.71 TRAVEL TIME(MIN.) _ .69 TC(MIN.) = 16.87 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- Page 4 MR di in »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< MR-------------------------- - TOTAL NUMBER OF STREAMS 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.87 RAINFALL INTENSITY(INCH/HR) = 2.87 AREA -AVERAGED FM(INCH/HR) = .15 AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = 23 EFFECTIVE STREAM AREA(ACRES) = 53.36 TOTAL STREAM AREA(ACRES) = 53.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 140.71 rw FLOW PROCESS FROM NODE 13.10 TO NODE 13.20 IS CODE = 2.1 ,rr ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 w INITIAL SUBAREA FLOW-LENGTH(FEET) = 840.00 UPSTREAM N(FEET) =_. 101082000 DOWNSTREAMLEVATIELEVAT84 ION(FEET) = ELEVATION NDIFE(840T or TC(MIN00** 3.00)/( 2.00)]** .20 = 15.040 - 304*[( 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.074 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 12.68 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 12.68 rr **************************************************************************** ... FLOW PROCESS FROM NODE 13.20 TO NODE 13.30 IS CODE = 3 rw ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1076.00 DOWNSTREAM NODE ELEVATION(FEET) = 1071.20 *+, FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 do PIPE-FLOW(CFS) = 12.68 TRAVEL TIME(MIN.) = 1.02 TC(MIN.) = 16.06 MR FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 IS CODE = 8 'wl ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< A 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.955 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 AREA(ACRES) = 4.65 SUBAREA RUNOFF(CFS) = 12.05 SUBAREA EFFECTIVE AREA(ACRES) = 9.35 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.35 PEAK FLOW RATE(CFS) = 24.24 Page 5 ri an i TC(MIN) = 16.06 FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 IS CODE = 8 ----: ------------------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.955 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 6.09 SUBAREA RUNOFF(CFS) = 15.79 EFFECTIVE AREA(ACRES) = 15.44 AREA -AVERAGED Fm(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 15.44 PEAK FLOW RATE(CFS) = 40.02 TC(MIN) = 16.06 FLOW PROCESS FROM NODE 13.30 TO NODE 13.40 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.0 UPSTREAM NODE ELEVATION(FEET) = 1071.20 DOWNSTREAM NODE ELEVATION(FEET) = 1063.35 FLOW LENGTH(FEET) = 405.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.02 TRAVEL TIME(MIN.) _ .56 TC(MIN.) = 16.62 FLOW PROCESS FROM NODE 13.40 TO NODE 13.40 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.895 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) = 3.12 EFFECTIVE AREA(ACRES) = 16.67 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.67 PEAK FLOW RATE(CFS) = 42.31 TC(MIN) = 16.62 FLOW PROCESS FROM NODE 13.40 TO NODE 13.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< -------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.7 UPSTREAM NODE ELEVATION(FEET) = 1063.35 DOWNSTREAM NODE ELEVATION(FEET) = 1062.75 FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 Page 6 I" r7 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8 ------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Ad 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.820 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 Page 7 rr ww ori PIPE-FLOW(CFS) = 42.31 TRAVEL TIME(MIN.) _ .07 TC(MIN.) = 16.69 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ------------------------------------ ----- --------- -------- ------------------ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 16.69 RAINFALL INTENSITY(INCH/HR) = 2.89 +w AREA -AVERAGED FM(INCH/HR) = .07 AREA -AVERAGED Fp(INCH/HR) = .75 At AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 16.67 TOTAL STREAM AREA(ACRES) = 16.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.31 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. +�rTC ** PEAK FLOW RATE TABLE ** intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 166.27 12.23 3.480 .66 .19 .13 51.17 ,. 2 175.85 14.37 3.158 .66 .20 .13 60.56 3 182.75 16.87 2.869 .66 .20 .13 70.03 4 182.13 17.01 2.855 .66 .20 .13 70.19 5 182.68 16.69 2.887 .66 .20 .13 69.52 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 182.75 TC(MIN.) = 16.868 AREA(ACRES) = 70.03 AREA -AVERAGED FM (INCH/HR) _ .13 + EFFECTIVE AREA -AVERAGED Fp(INCH/HR) _ .66 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 70.19 **************************************************************************** ,,. FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3 ----------- �r -------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.1 UPSTREAM NODE ELEVATION(FEET) = 1062.75 DOWNSTREAM NODE ELEVATION(FEET) = 1060.88 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 182.75 TRAVEL TIME(MIN.) _ .50 TC(MIN.) = 17.36 FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8 ------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< Ad 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.820 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 Page 7 rr ww SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.82 SUBAREA RUNOFF(CFS) = 4.50 EFFECTIVE AREA(ACRES) = 71.85 AREA -AVERAGED FM(INCH/HR) _ .13 AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 72.01 PEAK FLOW RATE(CFS) = 182.75 TC(MIN) = 17.36 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.3 UPSTREAM NODE ELEVATION(FEET) = 1060.88 DOWNSTREAM NODE ELEVATION(FEET) = 1057.80 FLOW LENGTH(FEET) = 525.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 182.75 TRAVEL TIME(MIN.) _ .78 TC(MIN.) = 18.14 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.14 RAINFALL INTENSITY(INCH/HR) = 2.75 AREA -AVERAGED FM(INCH/HR) = .13 AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = .20 EFFECTIVE STREAM AREA(ACRES) = 71.85 TOTAL STREAM AREA(ACRES) = 72.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 182.75 **************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 15.20 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1075.50 DOWNSTREAM ELEVATION(FEET) = 1072.50 ELEVATION DIFFERENCE(FEET) = 3.00 TC(MIN.) = .304*[( 900.00** 3.00)/( 3.00)]** .20 = 14.454 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.148 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 12.94 TOTAL AREA(ACRES) = 4.68 PEAK FLOW RATE(CFS) = 12.94 **************************************************************************** FLOW PROCESS FROM NODE 15.20 TO NODE 15.30 IS CODE = 3 ---------------------------------------------------------------------------- Page 8 E] - »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< - »»>USING- COMPUTER -ESTIMATED -PIPESIZE-(NON_PRESSURE_FLOW)<<<<< _------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.2 UPSTREAM NODE ELEVATION(FEET) = 1066.50 DOWNSTREAM NODE ELEVATION(FEET) = 1062.60 FLOW LENGTH(FEET) = 390.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.94 •. TRAVEL TIME(MIN.) _ .90 TC(MIN.) = 15.36 rr FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 8 ---------------------------------------------------------------------------- rri »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.035. SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 4.69 SUBAREA RUNOFF(CFS) = 12.50 EFFECTIVE AREA(ACRES) = 9.37 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA-rr� TOTALAVERAGED AREA(ACRES)INCH/HR9.37 •75 PEAK FLOW RATE(CFS) REA-AVERAGED AP = =10 24.96 TC(MIN) = 15.36 FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 8 ... ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.035~ SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = 10 AREA(ACRES) = 6.29 SUBAREA RUNOFF(CFS) = 16.76 SUBAREA EFFECTIVE AREA(ACRES) = 15.66 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 = 41.72 TOTAL AREA(ACRES) = 15.66 PEAK FLOW RATE(CFS) TC(MIN) = 15.36 FLOW PROCESS FROM NODE 15.30 TO NODE 15.00 IS CODE = 3 "R -------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< COMPUTER -ESTIMATED --»»>USING- -PIPESIZE-(NON_PRESSURE-FLOW)<<<<< _------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION(FEET) = 1062.60 DOWNSTREAM NODE ELEVATION(FEET) = 1057.80 FLOW LENGTH(FEET) = 495.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 # PIPE-FLOW(CFS) = 41.72 TRAVEL TIME(MIN.) _ .86 TC(MIN.) = 16.22 FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 `d Page 9 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.22 RAINFALL INTENSITY(INCH/HR) = 2.94 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 15.66 TOTAL STREAM AREA(ACRES) = 15.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.72 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 205.18 13.54 3.273 .67 .17 .12 66.07 2 217.00 15.65 3.001 .67 .18 .12 77.49 3 221.86 17.96 2.763 .67 .18 .12 87.00 4 221.69 18.14 2.747 .67 .18 .12 87.51 5 220.89 18.28 2.734 .67 .18 .12 87.67 6 219.25 16.22 2.937 .67 .18 .12 80.25 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 221.86 TC(MIN.) = 17.964 EFFECTIVE AREA(ACRES) = 87.00 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) = 87.67 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.5 UPSTREAM NODE ELEVATION(FEET) = 1057.80 DOWNSTREAM NODE ELEVATION(FEET) = 1050.50 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 221.86 TRAVEL TIME(MIN.) _ .28 TC(MIN.) = 18.25 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< -------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.25 RAINFALL INTENSITY(INCH/HR) = 2.74 AREA -AVERAGED FM(INCH/HR) = .12 AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .18 EFFECTIVE STREAM AREA(ACRES) = 87.00 TOTAL STREAM AREA(ACRES) = 87.67 Page 10 F I" dd PEAK FLOW RATE(CFS) AT CONFLUENCE = 221.86 s� FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 IS CODE = 2.1 .� ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< rr DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 .. UPSTREAM ELEVATION(FEET) = 1067.00 DOWNSTREAM ELEVATION(FEET) = 1065.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC(MIN.) = .304*[( 220.00** 3.00)/( 2.00)]** .20 = 6.732 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.979 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 ... SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 12.80 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 12.80 FLOW PROCESS FROM NODE 16.20 TO NODE 16.30 IS CODE = 3 ------------- -------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<. +.. »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< +rri DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.0 UPSTREAM NODE ELEVATION(FEET) = 1059.00 ,A DOWNSTREAM NODE ELEVATION(FEET) = 1055.03 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.80 TRAVEL TIME(MIN.) _ .62 TC(MIN.) = 7.35 **************************************************************************** FLOW PROCESS FROM NODE 16.30 TO NODE 16.30 IS CODE = 8 .0 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.722 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.34 SUBAREA RUNOFF(CFS) = 9.79 EFFECTIVE AREA(ACRES) = 5.24 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.24 PEAK FLOW RATE(CFS) = 21.91 TC(MIN) = 7.35 FLOW PROCESS FROM NODE 16.30 TO NODE 16.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.6 awl Page it "a dd MR do UPSTREAM NODE ELEVATION(FEET) = 1055.03 DOWNSTREAM NODE ELEVATION(FEET) = 1050.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.91 TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 7.41 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE'VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.41 RAINFALL INTENSITY(INCH/HR) = 4.70 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 5.24 TOTAL STREAM AREA(ACRES) = 5.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.737 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.06 SUBAREA RUNOFF(CFS) = 7.33 EFFECTIVE AREA(ACRES) = 95.30 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .17 TOTAL AREA(ACRES) = 95.97 PEAK FLOW RATE(CFS) = 234.47 TC(MIN) = 18.25 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3 Page 12 Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 220.14 13.83 3.232 .68 .17 .11 71.31 2 230.71 15.93 2.969 .68 .17 .12 82.73 3 232.67 16.50 2.907 .67 .17 .12 85.49 4 234.47 18.25 2.737 .67 .18 .12 92.24 5 234.23 18.42 2.721 .67 .18 .12 92.75 6 233.37 18.56 2.709 .67 .18 .12 92.91 7 183.64 7.41 4.700 .68 .16 .11 40.63 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 234.47 TC(MIN.) = 18.245 EFFECTIVE AREA(ACRES) = 92.24 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) = 92.91 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.737 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.06 SUBAREA RUNOFF(CFS) = 7.33 EFFECTIVE AREA(ACRES) = 95.30 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .17 TOTAL AREA(ACRES) = 95.97 PEAK FLOW RATE(CFS) = 234.47 TC(MIN) = 18.25 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3 Page 12 r-1 10 40 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< mm »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 28.1 �w UPSTREAM NODE ELEVATION(FEET) = 1050.50 DOWNSTREAM NODE ELEVATION(FEET) = 1039.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 234.47 TRAVEL TIME(MIN.) _ .12 TC(MIN.) = 18.36 aMf END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 95.97 TC(MIN.) = 18.36 EFFECTIVE AREA(ACRES) = 9.5.30 AREA -AVERAGED FM(INCH/HR)= .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .17 PEAK FLOW RATE(CFS) = 234.47 .. ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap Fm Ae �r (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 183.64 7.54 4.652 .68 .16 .11 43.69 2 220.14 13.95 3.215 .68 .16 .11 74.37 3 230.71 16.05 2.956 .68 .17 .11 85.79 4 232.67 16.62 2.894 .68 .17 .11 88.55 r. 5 234.47 18.36 2.727 .67 .17 .12 95.30 6 234.23 18.54 2.711 .67 .17 .12 95.81 -� 7 233.37 18.68 2.699 .67 .17 .12 95.97 END OF RATIONAL METHOD ANALYSIS rr ,rr 40 qQ 41 I" 4I Page 13 Li r_1 A" 4i FLOW PROCESS FROM NODE 20.00 TO NODE 22.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW- LENGTH (FE.ET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1073.00 rr DOWNSTREAM ELEVATION(FEET) = 1070.35 ELEVATION DIFFERENCE(FEET) = 2.65 •• TC(MIN.) = .304*[( 1000.00** 3.00)/( 2.65)]** .20 = 15.784 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.986 rr SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 19.46 TOTAL AREA(ACRES) = 7.43 PEAK FLOW RATE(CFS) = 19.46 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 1063.35 DOWNSTREAM NODE ELEVATION(FEET) = 1062.35 Page 1 an ii **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-93 Advanced Engineering Software (aes) ver. 1.9B Release Date: 7/18/93 License ID 1202 +w Analysis prepared by: do HUITT-ZOLLARS, INC. no 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 s---------------------------------------------------------------------------- FILE NAME: 202Q100H.DAT AN TIME/DATE OF STUDY: 14: 0 5/ 3/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 -. SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 +.r *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) 920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = .6000 s FLOW PROCESS FROM NODE 20.00 TO NODE 22.00 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW- LENGTH (FE.ET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1073.00 rr DOWNSTREAM ELEVATION(FEET) = 1070.35 ELEVATION DIFFERENCE(FEET) = 2.65 •• TC(MIN.) = .304*[( 1000.00** 3.00)/( 2.65)]** .20 = 15.784 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.986 rr SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 19.46 TOTAL AREA(ACRES) = 7.43 PEAK FLOW RATE(CFS) = 19.46 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 1063.35 DOWNSTREAM NODE ELEVATION(FEET) = 1062.35 Page 1 an ii FLOW LENGTH(FEET) = 200.00 ESTIMATED PIPE DIAMETER(INCH) PIPE-FLOW(CFS) = 19.46 TRAVEL TIME(MIN.) _ .55 MANNING'S N = .013 = 27.00 NUMBER OF PIPES = TC(MIN.) = 16.33 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.925 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 8.29 EFFECTIVE AREA(ACRES) = 10.66 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.66 PEAK FLOW RATE(CFS) = 27.35 TC(MIN) = 16.33 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES PIPE -FLOW VELOCITY (FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION(FEET) = 1062.35 DOWNSTREAM NODE ELEVATION(FEET) = 1061.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.35 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 16.84 FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.872 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 8.13 EFFECTIVE AREA(ACRES) = 13.89 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 13.89 PEAK FLOW RATE(CFS) = 34.97 TC(MIN) = 16.84 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< -------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1061.35 Page 2 9 DOWNSTREAM NODE ELEVATION(FEET) = 1060.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 34.97 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 17.32 Ad FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< "* DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.7 Page 3 do FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 8 mo ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 40 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.824 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 7.99 EFFECTIVE AREA(ACRES) = 17.12 AREA -AVERAGED FM(INCH/HR) _ .08 _ AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 17.12 PEAK FLOW RATE(CFS) = 42.36 s TC(MIN) = 17.32 +rr FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< „� »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< rrr DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1060.35 DOWNSTREAM NODE ELEVATION(FEET) = 1059.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 .,, PIPE-FLOW(CFS) = 42.36 TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 17.77 rpt FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 8 ------------------------------- °� --------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< s 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.781 SOIL CLASSIFICATION IS "B" x111 COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 7.87 EFFECTIVE AREA(ACRES) = 20.35 AREA_AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 20.35 PEAK FLOW RATE(CFS) = 49.56 X11 TC(MIN) = 17.77 Ad FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< "* DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.7 Page 3 UPSTREAM NODE ELEVATION(FEET) = 1059.35 DOWNSTREAM NODE ELEVATION(FEET) = 1058.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 49.56 TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 18.20 FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< --------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.741 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 7.75 EFFECTIVE AREA(ACRES) = 23.58 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 23.58 PEAK FLOW RATE(CFS) = 56.58 TC(MIN) = 18.20 FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 1058.35 DOWNSTREAM NODE ELEVATION(FEET) = 1057.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.58 TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 18.63 FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.703 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 7.64 EFFECTIVE AREA(ACRES) = 26.81 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 26.81 PEAK FLOW RATE(CFS) = 63.42 TC(MIN) = 18.63 FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.0 INCHES Page 4 E ., PIPE -FLOW VELOCITY (FEET/SEC. ) = 7.8 ,* UPSTREAM NODE ELEVATION(FEET) = 1057.35 DOWNSTREAM NODE ELEVATION(FEET) = 1056.75 dd FLOW LENGTH(FEET) = 132.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 w PIPE-FLOW(CFS) = 63.42 TRAVEL TIME(MIN.) _ .28 TC(MIN.) = 18.91 MR FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 8 dt---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.561 SOIL CLASSIFICATION IS "B" Page 5 I" mw ar► FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 8 --------------- ----------- ------------ ----- --------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.679 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 4.99 EFFECTIVE AREA(ACRES) = 28.94 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 28.94 PEAK FLOW RATE(CFS) = 67.83 wp TC(MIN) = 18.91 FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION(FEET) = 1056.75 DOWNSTREAM NODE ELEVATION(FEET) = 1055.50 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 67.83 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 19.39 FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 3 w ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF.FLOW IN 42.0 INCH PIPE IS 30.7 INCHES PIPE -FLOW VELOCITY (FEET/SEC. ) = 9.0 UPSTREAM NODE ELEVATION(FEET) = 1055.50 DOWNSTREAM NODE ELEVATION(FEET) = 1052.20 FLOW LENGTH(FEET) = 540.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 '! PIPE-FLOW(CFS) = 67.83 TRAVEL TIME(MIN.) = 1.00 TC(MIN.) = 20.39 MR FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 8 dt---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.561 SOIL CLASSIFICATION IS "B" Page 5 I" mw ar► COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.34 SUBAREA RUNOFF(CFS) = 7.47 EFFECTIVE AREA(ACRES) = 32.28 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 32.28 PEAK FLOW RATE(CFS) = 72.22 TC(MIN) = 20.39 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.1 UPSTREAM NODE ELEVATION(FEET) = 1052.20 DOWNSTREAM NODE ELEVATION(FEET) = 1052.00 FLOW LENGTH(FEET) = 24.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.22 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 20.42 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.42 RAINFALL INTENSITY(INCH/HR) = 2.56 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 32.28 TOTAL STREAM AREA(ACRES) = 32.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 72.22 **************************************************************************** FLOW PROCESS FROM NODE 32.10 TO NODE 32.40 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 UPSTREAM ELEVATION(FEET) = 1072.00 DOWNSTREAM ELEVATION(FEET) = 1066.75 ELEVATION DIFFERENCE(FEET) = 5.25 TC(MIN.) = .304*[( 750.00** 3.00)/( 5.25)]** .20 = 11.585 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.595 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 6.56 TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 6.56 **************************************************************************** Page 6 ri FLOW PROCESS FROM NODE 32.50 TO NODE 32.60 IS CODE = 3 __ _ --------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER_ ESTIMATED -PIPESIZE-(NON-PRESSURE FLOW)<<<<< -------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.7 UPSTREAM NODE ELEVATION(FEET) = 1054.25 DOWNSTREAM NODE ELEVATION(FEET) = 1053.00 FLOW LENGTH(FEET) = 230.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.42 +wi TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 13.34 FLOW PROCESS FROM NODE 32.60 TO NODE 32.60 IS CODE = 8 -- ---------- --------------------------------------------- ------------- ------ »»>ADDITION OF- SUBAREA -TO- MAINLINE -PEAK -FLOW<<<<< -------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.304 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 4.62 EFFECTIVE AREA(ACRES) = 5.73 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.73 PEAK FLOW RATE(CFS) = 16.65 TC(MIN) = 13.34 4d Page 7 .., to No s FLOW PROCESS FROM NODE 32.40 TO NODE 32.50 IS CODE = 3 .w ------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED FLOW)<<<<< -PIPESIZE-(NON-PRESSURE -------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.6 UPSTREAM NODE ELEVATION(FEET) = 1055.75 DOWNSTREAM NODE ELEVATION(FEET) = 1054.25 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 1 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 6.56 ++�+ TRAVEL TIME(MIN.) = 1.08 TC(MIN.) = 12.66 FLOW PROCESS FROM NODE 32.50 TO NODE 32.50 IS CODE = 8 ,w ----------- -------- -------- --------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< INTENSITY(INCH/HR) = 3.408 100 YEAR RAINFALL SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 ... SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 AREA(ACRES) = 2.07 SUBAREA RUNOFF(CFS) = 6.21 do SUBAREA EFFECTIVE AREA(ACRES) = 4.14 AREA -AVERAGED FMCINCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 RATE(CFS) = 12.42 TOTAL AREA(ACRES) = 4.14 PEAK FLOW TC(MIN) = 12.66 rr FLOW PROCESS FROM NODE 32.50 TO NODE 32.60 IS CODE = 3 __ _ --------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER_ ESTIMATED -PIPESIZE-(NON-PRESSURE FLOW)<<<<< -------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.7 UPSTREAM NODE ELEVATION(FEET) = 1054.25 DOWNSTREAM NODE ELEVATION(FEET) = 1053.00 FLOW LENGTH(FEET) = 230.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.42 +wi TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 13.34 FLOW PROCESS FROM NODE 32.60 TO NODE 32.60 IS CODE = 8 -- ---------- --------------------------------------------- ------------- ------ »»>ADDITION OF- SUBAREA -TO- MAINLINE -PEAK -FLOW<<<<< -------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.304 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 4.62 EFFECTIVE AREA(ACRES) = 5.73 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.73 PEAK FLOW RATE(CFS) = 16.65 TC(MIN) = 13.34 4d Page 7 .., to No s FLOW PROCESS FROM NODE 32.60 TO NODE 32.70 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.8 UPSTREAM NODE ELEVATION(FEET) = 1053.00 DOWNSTREAM NODE ELEVATION(FEET) = 1052.30 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.65 TRAVEL TIME(MIN.) _ .43 TC(MIN.) = 13.77 FLOW PROCESS FROM NODE 32.70 TO NODE 32.70 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 00 YEAR RAINFALL INTENSITY (INCH/HR) = 3.241 ----------------- SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.82 SUBAREA RUNOFF(CFS) = 8.04 EFFECTIVE AREA(ACRES) = 8.55 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.55 PEAK FLOW RATE(CFS) = 24.36 TC(MIN) = 13.77 FLOW PROCESS FROM NODE 32.70 TO NODE 32.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1052.30 DOWNSTREAM NODE ELEVATION(FEET) = 1052.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.36 TRAVEL TIME(MIN.) _ .15 TC(MIN.) = 13.92 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 13.92 RAINFALL INTENSITY (INCH/HR) = 3.22 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 8.55 TOTAL STREAM AREA(ACRES) = 8.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.36 Page 8 d M "a x111 w r rw "a a MR �rlf Page 9 0 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO .w CONFLUENCE FORMULA USED FOR 2 STREAMS. i ** PEAK FLOW RATE TABLE ** TC Intensity Fp Ap Fm Ae on Q (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 40.83 """ 1 91.46 20.42 2.558 13.92 3.219 .75 .10 .75 .10 .08 .08 30.55 2 86.70 �. COMPUTED CONFLUENCE ESTIMATES ARE RATE(CFS) = 91.46 AS FOLLOWS: TC(MIN.) = 20.425 PEAK FLOW EFFECTIVE .83 40.75 AREA -AVERAGED _ .08 AREA -AVERAGED = AREA -AVERAGED Ap .10 TOTAL AREA(ACRES) = 40.83 rr END OF STUDY SUMMARY: - TOTAL AREA(ACRES) - 40.83 TC(MIN.) = 20.42 FM(INCH/HR)= .08 " EFFECTIVE AREA(ACRES) = 40.83 Fp(INCH/HR) _ .75 AREA -AVERAGED AREA -AVERAGED Ap = .10 AREA -AVERAGED PEAK FLOW RATE(CFS) = 91.46 rr ** PEAK FLOW RATE TABLE ** TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 30.55 do 1 86.70 13.92 3.219 91.46 20.42 2.558 .75 .10 .75 .10 .08 .08 40.83 2 END OF RATIONAL METHOD ANALYSIS "a x111 w r rw "a a MR �rlf Page 9 0 Technical Appendix E 25 -Year Rational Method Analysis �. Derived from �• Preliminary Hydrology & Hydraulic Calculations for �• Sierra Business Park Huitt-Zollars, Inc — November 1, 2003 .n h 0 **************************************************************************** MR RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) ver. 199B 1983-93 ReleaseADateCe7/18ed /93eeLicensesoftware aes) Copyright 120Z Analysis prepared by: HUITT-ZOLLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 dd PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: 202Q025A.DAT TIME/DATE OF STUDY: 13: 6 6/14/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- rn USER SPECIFIED STORM EVENT(YEAR) = 25.00 ,., SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 10 -YEAR 60 -MINUTE IINT NSITY(INCH/HOUR) FOR RAINFALL* 20 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: rrr STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 15 --------------------------------------------------------------- .. »»>DEFINE MEMORY BANK # 1 ««< ON MEMORY BANK # 1 DEFINED Q(CFS) TC(MIN.) AS FOLLOWS: Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 77.38 12.95 .392 .30 .119 33.27 2 82.27 19.92 .381 .32 .124 46.48 .. 3 80.88 21.47 .378 .33 .125 48.01 TOTAL AREA = 48.01 . rtit FLOW PROCESS FROM NODE 1.00 TO NODE -------------------------- 1.00 IS CODE = 14 ----------------------------------------- »»>MEMORY BANK # 1 COPIED ONTO MAIN -STREAM MEMORY««< MAIN -STREAM MEMORY DEFINED Q(CFS) TC(MIN.) AS FOLLOWS: Fp(INCH/HR) AP FM(INCH/HR) Ae(ACRES) 1 77.38 12.95 .392 .30 .119 33.27 2 82.27 19.92 .381 .32 .124 46.48 3 80.88 21.47 .378 .33 .125 48.01 4d TOTAL AREA = 48.01 FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 12 Page 1 ON -------------------------------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 8 ------------------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< S YEAR RAINFALL INTENSITY(INCH/HR) = 2.066 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 7.06 SUBAREA RUNOFF(CFS) = 12.65 EFFECTIVE AREA(ACRES) = 53.54 AREA -AVERAGED Fm(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) = .40 AREA -AVERAGED Ap = .30 TOTAL AREA(ACRES) = 55.07 PEAK FLOW RATE(CFS) = 93.88 TC(MIN) = 19.92 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.6 UPSTREAM NODE ELEVATION(FEET) = 1079.00 DOWNSTREAM NODE ELEVATION(FEET) = 1072.02 FLOW LENGTH(FEET) = 1620.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 93.88 TRAVEL TIME(MIN.) = 3.15 TC(MIN.) = 23.07 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 8 -------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.892 --------------- SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.49 SUBAREA RUNOFF(CFS) = 4.07 EFFECTIVE AREA(ACRES) = 56.03 AREA -AVERAGED Fm(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) = .40 AREA -AVERAGED Ap = .29 TOTAL AREA(ACRES) = 57.56 PEAK FLOW RATE(CFS) = 93.88 TC(MIN) = 23.07 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 ----------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 23.07 RAINFALL INTENSITY(INCH/HR) = 1.89 AREA -AVERAGED Fm(INCH/HR) _ .12 Page 2 R 0 AREA -AVERAGED Fp(INCH/HR) _ .40 „o AREA -AVERAGED Ap = 29 EFFECTIVE STREAM AREA(ACRES) = 56.03 ,o TOTAL STREAM AREA(ACRES) = 57.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 93.88 qm ON **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 2.1 *�ir ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 435.00 UPSTREAM ELEVATION(FEET) = 1088.50 DOWNSTREAM ELEVATION(FEET) = 1087.50 ELEVATION DIFFERENCE(FEET) = 1.00 TC(MIN.) = .304*[( 435.00** 3.00)/( 1.00)]** .20 = 11.640 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.851 .SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 ..� SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.52 irr TOTAL AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) = 4.52 FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 3 r� ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< +r DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.3 UPSTREAM NODE ELEVATION(FEET) = 1081.50 DOWNSTREAM NODE ELEVATION(FEET) = 1080.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.52 TRAVEL TIME(MIN.) _ .77 TC(MIN.) = 12.41 +rr **************************************************************************** ... FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 8 rf ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.744 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 +�{ SUBAREA AREA(ACRES) = 1.79 SUBAREA RUNOFF(CFS) = 4.30 EFFECTIVE AREA(ACRES) = 3.60 AREA -AVERAGED Fm(INCH/HR) _ .07 +� AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.60 PEAK'FLOW RATE(CFS) = 8.65 TC(MIN) = 12.41 Am **************************************************************************** FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< Ad Page 3 md qm ON »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.0 UPSTREAM NODE ELEVATION(FEET) = 1080.50 DOWNSTREAM NODE ELEVATION(FEET) = 1079.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.65 TRAVEL TIME(MIN.) _ .66 TC(MIN.) = 13.07 FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.659 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 4.14 EFFECTIVE AREA(ACRES) = 5.38 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.38 PEAK FLOW RATE(CFS) = 12.51 TC(MIN) = 13.07 FLOW PROCESS FROM NODE 2.40 TO NODE 2.50 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.5 UPSTREAM NODE ELEVATION(FEET) = 1079.50 DOWNSTREAM NODE ELEVATION(FEET) = 1078.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.51 TRAVEL TIME(MIN.) _ .60 TC(MIN.) = 13.68 FLOW PROCESS FROM NODE 2.50 TO NODE 2.50 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.588 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 4.03 EFFECTIVE AREA(ACRES) = 7.16 AREA -AVERAGED FMCINCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.16 PEAK FLOW RATE(CFS) = 16.20 TC(MIN) = 13.68 FLOW PROCESS FROM NODE 2.50 TO NODE 2.60 IS CODE = 3 ---------------------------------------------------------------------------- Page 4 C7 In Ad »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ,o »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< AV DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION(FEET) = 1078.50 MR DOWNSTREAM NODE ELEVATION(FEET) = 1077.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = '.013 'w ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 16.20 .e TRAVEL TIME(MIN.) _ .56 TC(MIN.) = 14.24 FLOW PROCESS FROM NODE 2.60 TO NODE 2.60 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.526 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 "r SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 s SUBAREA AREA(ACRES).= 1.78 SUBAREA RUNOFF(CFS) = 3.93 EFFECTIVE AREA(ACRES) 8.94 AREA -AVERAGED FM(INCH/HR) _ .08 r AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.94 PEAK FLOW RATE(CFS) = 19.72 .. TC(MIN) = 14.24 FLOW PROCESS FROM NODE 2.60 TO NODE 2.70 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< �+ »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 err UPSTREAM NODE ELEVATION(FEET) = 1077.50 DOWNSTREAM NODE ELEVATION(FEET) = 1076.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.72 TRAVEL TIME(MIN.) _ .55 TC(MIN.) = 14.79 FLOW PROCESS FROM NODE 2.70 TO NODE 2.70 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.470 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 a SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 3.84 EFFECTIVE AREA(ACRES) = 10.72 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.72 PEAK FLOW RATE(CFS) = 23.10 TC(MIN) = 14.79 FLOW PROCESS FROM NODE 2.70 TO NODE 2.80 IS CODE = 3 alb Page 5 m rr ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 1076.50 DOWNSTREAM NODE ELEVATION(FEET) = 1075.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.10 TRAVEL TIME(MIN.) _ .52 TC(MIN.) = 15.31 FLOW PROCESS FROM NODE 2.80 TO NODE 2.80 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.419 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 3.76 EFFECTIVE AREA(ACRES) = 12.50 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 12.50 PEAK FLOW RATE(CFS) = 26.37 TC(MIN) = 15.31 FLOW PROCESS FROM NODE 2.80 TO NODE 2.90 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ----------------------------------------------=____________________ DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1075.50 DOWNSTREAM NODE ELEVATION(FEET) = 1074.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.37 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 15.82 FLOW PROCESS FROM NODE 2.90 TO NODE 2.90 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.372 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 3.68 EFFECTIVE AREA(ACRES) = 14.28 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 14.28 PEAK FLOW RATE(CFS) = 29.52 TC(MIN) = 15.82 Page 6 M FLOW PROCESS FROM NODE 2.10 TO NODE 2.11 IS CODE = 3 di---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION(FEET) = 1073.75 DOWNSTREAM NODE ELEVATION(FEET) = 1072.40 FLOW LENGTH(FEET) = 270.00 MANNING'S N = .013 " ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.49 .,, TRAVEL TIME(MIN.) _ .65 TC(MIN.) = 16.83 FLOW PROCESS FROM NODE 2.11 TO NODE 2.11 IS CODE = 8 FLOW PROCESS FROM NODE 2.90 TO NODE 2.10 IS CODE = 3 s ------------------------------------------------=--------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 40 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.285 wA DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 AV UPSTREAM NODE ELEVATION(FEET) = 1074.50 DOWNSTREAM NODE ELEVATION(FEET) = 1073.75 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.52 40 TRAVEL TIME(MIN.) _ .37 TC(MIN.) = 16.18 TC(MIN) = 16.83 FLOW PROCESS FROM NODE 2.10 TO NODE 2.10 IS CODE = 8 ---------------------------------------------------------------------------- ' »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< � ssa=ase=eaacs==asaa==saasaaaaaaaa==aaaacaa-_--_ - _------__�sssss__-___ 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.340 'r SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 .. SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.17 SUBAREA RUNOFF(CFS) = 2.38 EFFECTIVE AREA(ACRES) = 15.45 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) =' .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 15.45 PEAK FLOW RATE(CFS) = 31.49 TC(MIN) = 16.18 FLOW PROCESS FROM NODE 2.10 TO NODE 2.11 IS CODE = 3 di---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION(FEET) = 1073.75 DOWNSTREAM NODE ELEVATION(FEET) = 1072.40 FLOW LENGTH(FEET) = 270.00 MANNING'S N = .013 " ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.49 .,, TRAVEL TIME(MIN.) _ .65 TC(MIN.) = 16.83 ii FLOW PROCESS FROM NODE 2.11 TO NODE 2.11 IS CODE = 8 ---------------- ----------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 40 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.285 wA SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 AV SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 2.49 EFFECTIVE AREA(ACRES) = 16.70 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) _ 16.70 PEAK FLOW RATE(CFS) = 33.22 TC(MIN) = 16.83 ' Page 7 ii **************************************************************************** FLOW PROCESS FROM NODE 2.11 TO NODE 2.00 IS CODE = 3 -------------------------------------------- ------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1072.40 DOWNSTREAM NODE ELEVATION(FEET) = 1072.02 FLOW LENGTH(FEET) = 76.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.22 TRAVEL TIME(MIN.) _ .18 TC(MIN.) = 17.02 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 17.02 RAINFALL INTENSITY(INCH/HR) = 2.27 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 16.70 TOTAL STREAM AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.22 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 125.54 16.11 2.346 .46 .22 .10 58.62 2 121.36 23.07 1.892 .44 .24 .11 72.73 3 118.37 24.62 1.819 .43 .25 .11 74.26 4 126.34 17.02 2.270 .46 .22 .10 61.25 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 126.34 TC(MIN.) = 17.017 EFFECTIVE AREA(ACRES) = 61.25 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .46 AREA -AVERAGED Ap = .22 TOTAL AREA(ACRES) = 74.26 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.9 UPSTREAM NODE ELEVATION(FEET) = 1072.02 DOWNSTREAM NODE ELEVATION(FEET) = 1069.92 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 126.34 TRAVEL TIME(MIN.) _ .26 TC(MIN.) = 17.28 Page 8 I" 411 I" is 44 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 8 -------------------- ------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.250 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 .� SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap =. .10 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 2.45 EFFECTIVE AREA(ACRES) = 62.50 AREA -AVERAGED FM(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .46 AREA -AVERAGED Ap = .22 TOTAL AREA(ACRES) = 75.51 PEAK FLOW RATE(CFS) = 126.34 TC(MIN) = 17.28 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< .. »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< --- ____---- _________----_____-______________--____ ,un DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.6 UPSTREAM NODE ELEVATION(FEET) = 1069.92 .. DOWNSTREAM NODE ELEVATION(FEET) = 1069.17 rr FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 126.34 ^� TRAVEL TIME(MIN.) = .07 TC(MIN.) = 17.35 rr **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.35 "r RAINFALL INTENSITY(INCH/HR) = 2.24 AREA -AVERAGED FM(INCH/HR) = .10 .. AREA -AVERAGED Fp(INCH/HR) = .46 AREA -AVERAGED Ap = 22 . rw EFFECTIVE STREAM AREA(ACRES) = 62.50 TOTAL STREAM AREA(ACRES) = 75.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 126.34 FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 2.1 +� ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< AN DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 511.00 UPSTREAM ELEVATION(FEET) = 1085.00 DOWNSTREAM ELEVATION(FEET) = 1084.25 ELEVATION DIFFERENCE(FEET) = 75 TC(MIN.) = .304*[( 511.00** 3.00)/( 75)]** .20 = 13.580 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.599 Page 9 0 ii SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 6.38 TOTAL AREA(ACRES) = 2.81 PEAK FLOW RATE(CFS) = 6.38 FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< -------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.6 UPSTREAM NODE ELEVATION(FEET) = 1078.25 DOWNSTREAM NODE ELEVATION(FEET) = 1077.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.38 TRAVEL TIME(MIN.) _ .72 TC(MIN.) = 14.30 FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.520 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 6.18 EFFECTIVE AREA(ACRES) = 5.62 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.62 PEAK FLOW RATE(CFS) = 12.37 TC(MIN) = 14.30 FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< -------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.5 UPSTREAM NODE ELEVATION(FEET) = 1077.25 DOWNSTREAM NODE ELEVATION(FEET) = 1076.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.37 TRAVEL TIME(MIN.) _ .61 TC(MIN.) = 14.91 FLOW PROCESS FROM NODE 4.40 TO NODE 4.40 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.458 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 Page 10 F"] i" 49 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 qm SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 6.03 EFFECTIVE AREA(ACRES) = 8.43 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.43 PEAK FLOW RATE(CFS) = 18.08 TC(MIN) = 14.91 FLOW PROCESS FROM NODE 4.40 TO NODE 4.50 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ____ ---- ________ DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.0 UPSTREAM NODE ELEVATION(FEET) = 1076.25 DOWNSTREAM NODE ELEVATION(FEET) = 1075.25 *�* FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 ar PIPE-FLOW(CFS) = 18.08 TRAVEL TIME(MIN.) _ .55 TC(MIN.) = 15.46 w dW FLOW PROCESS FROM NODE 4.50 TO NODE 4.50 IS CODE = 8 "" ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------------- __=_=_____ 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.405 SOIL CLASSIFICATION IS "B" .s, COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 r SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 5.89 EFFECTIVE AREA(ACRES) _. 11.24 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 11.24 PEAK FLOW RATE(CFS) = 23.57 �wr TC(MIN) = 15.46 s FLOW PROCESS FROM NODE 4.50 TO NODE 4.60 IS CODE = 3 ;,, ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION(FEET) = 1075.25 DOWNSTREAM NODE ELEVATION(FEET) = 1074.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.57 TRAVEL TIME(MIN.) _ .52 TC(MIN.) = 15.98 FLOW PROCESS FROM NODE 4.60 TO NODE 4.60 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.358 SOIL CLASSIFICATION IS "B" Page 11 COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 5.77 EFFECTIVE AREA(ACRES) = 14.05 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 14.05 PEAK FLOW RATE(CFS) = 28.86 TC(MIN) = 15.98 FLOW PROCESS FROM NODE 4.60 TO NODE 4.70 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 1074.25 DOWNSTREAM NODE ELEVATION(FEET) = 1073.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.86 TRAVEL TIME(MIN.) _ .49 TC(MIN.) = 16.47 FLOW PROCESS FROM NODE 4.70 TO NODE 4.70 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.315 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 5.67 EFFECTIVE AREA(ACRES) = 16.86 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.86 PEAK FLOW RATE(CFS) = 34.00 TC(MIN) = 16.47 FLOW PROCESS FROM NODE 4.70 TO NODE 4.80 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< -------------------------------------------------------------------- DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1073.25 DOWNSTREAM NODE ELEVATION(FEET) = 1072.25 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.00 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 16.95 FLOW PROCESS FROM NODE 4.80 TO NODE 4.80 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.276 Page 12 N I" Ali SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0750 so SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 alb SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 5.57 EFFECTIVE AREA(ACRES) = 19.67 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 19.67 PEAK FLOW RATE(CFS) = 38.96 TC(MIN) = 16.95 ,d FLOW PROCESS FROM NODE 4.80 TO NODE 4.90 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 ** UPSTREAM NODE ELEVATION(FEET) = 1072.25 DOWNSTREAM NODE ELEVATION(FEET) = 1071.25 rr FLOW LENGTH(FEET)= 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.96 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 17.40 ar **************************************************************************** FLOW PROCESS FROM NODE 4.90 TO NODE 4.90 IS CODE = 8 �"' ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ,., 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.240 SOIL CLASSIFICATION IS "B" wo COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR).= .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 5.48 EFFECTIVE AREA(ACRES) = 22.48 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 22.48 PEAK FLOW RATE(CFS) = 43.80 '.� TC(MIN) = 17.40 do a„ FLOW PROCESS FROM NODE 4.90 TO NODE 4.10 IS CODE = 3 a1 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1071.25 DOWNSTREAM NODE ELEVATION(FEET) = 1070.50 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.80 TRAVEL TIME(MIN.) _ .34 TC(MIN.) = 17.74 Ad FLOW PROCESS FROM NODE 4.10 TO NODE 4.10 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------- Page 13 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.214 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS.RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.02 SUBAREA RUNOFF(CFS) = 3.89 EFFECTIVE AREA(ACRES) = 24.50 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 24.50 PEAK FLOW RATE(CFS) = 47.17 TC(MIN) = 17.74 FLOW PROCESS FROM NODE 4.10 TO NODE 4.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 1070.50 DOWNSTREAM NODE ELEVATION(FEET) = 1069.17 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.17 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 18.25 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ---------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.25 RAINFALL INTENSITY(INCH/HR) = 2.18 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 24.50 TOTAL STREAM AREA(ACRES) = 24.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.17 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 170.87 16.44 2.318 .51 .18 .09 81.94 2 172.61 17.35 2.244 .51 .18 .09 85.78 3 161.77 23.40 1.875 .48 .21 .10 98.48 4 157.17 24.96 1.804 .47 .21 .10 100.01 5 172.77 18.25 2.177 .50 .19 .09 88.71 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 172.77 TC(MIN.) = 18.253 EFFECTIVE AREA(ACRES) = 88.71 AREA -AVERAGED Fm(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) _ .50 AREA -AVERAGED Ap = .19 TOTAL AREA(ACRES) = 100.01 Page 14 R -0 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 ---------------------------------------------------------------------------- mm »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.6 UPSTREAM NODE ELEVATION(FEET) = 1069.17 DOWNSTREAM NODE ELEVATION(FEET) = 1065.00 FLOW LENGTH(FEET) = 495.00 MANNING'S N = .013 .� ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 172.77 TRAVEL TIME(MIN.) = .65 TC(MIN.) = 18.91 do FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 8 ----------------------------- ---------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------- ----- ------------ 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.131 rr� SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 4.18 SUBAREA RUNOFF(CFS) = 7.74 EFFECTIVE AREA(ACRES) = 92.89 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) 104.19 PEAK FLOW RATE(CFS) = 172.77 TC(MIN) = 18.91 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 o.r ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< -------------- =_ DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.6 INCHES '1O PIPE -FLOW VELOCITY(FEET/SEC.) = 14.3 UPSTREAM NODE ELEVATION(FEET) = 1065.00 �+ DOWNSTREAM NODE ELEVATION(FEET) = 1064.07 FLOW LENGTH(FEET) = 80.00 MANNING'S N = .013 r. ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 172.77 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 19.00 "a rm FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.125 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .58 SUBAREA RUNOFF(CFS) = 1.07 EFFECTIVE AREA(ACRES) = 93.47 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = . .18 di TOTAL AREA(ACRES) = 104.77 PEAK FLOW RATE(CFS) = 172.77 TC(MIN) = 19.00 Page 15 "a rm FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.00 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA -AVERAGED FM(INCH/HR) = .09 AREA -AVERAGED Fp(INCH/HR) = .51 AREA -AVERAGED Ap = .18 EFFECTIVE STREAM AREA(ACRES) = 93.47 TOTAL STREAM AREA(ACRES) = 104.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 172.77 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 445.00 UPSTREAM ELEVATION(FEET) = 1080.00 DOWNSTREAM ELEVATION(FEET) = 1079.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC(MIN.) = .304*[( 445.00** 3.00)/( 1.00)]** .20 = 11.800 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.828 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 5.70 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 5.70 FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.5 UPSTREAM NODE ELEVATION(FEET) = 1073.00 DOWNSTREAM NODE ELEVATION(FEET) = 1072.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.70 TRAVEL TIME(MIN.) _ .73 TC(MIN.) = 12.53 **************************************************************************** FLOW PROCESS FROM NODE 6.30 TO NODE 6.30 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.727 - SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 5.49 Page 16 rJ qq EFFECTIVE AREA(ACRES) = 4.60 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.60 PEAK FLOW RATE(CFS) = 10.98 TC(MIN) = 12.53 FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 IS CODE = 3 'rr ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ^*� »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< rr� DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION(FEET) = 1072.00 DOWNSTREAM NODE ELEVATION(FEET) = 1071.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.98 TRAVEL TIME(MIN.) _ .62 TC(MIN.) = 13.15 rr .. FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 8 a ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.649 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 5.33 EFFECTIVE AREA(ACRES) = 6.90 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 15.99 TC(MIN) = 13.15 FLOW PROCESS FROM NODE 6.40 TO NODE 6.50 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< do. »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< .� DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.9 Ad UPSTREAM NODE ELEVATION(FEET) = 1071.00 DOWNSTREAM NODE ELEVATION(FEET) = 1070.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.99 TRAVEL TIME(MIN.) _ .57 TC(MIN.) = 13.72 FLOW PROCESS FROM NODE 6.50 TO NODE 6.50 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.583 SOIL CLASSIFICATION IS B COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 Page 17 6 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 5.19 EFFECTIVE AREA(ACRES) = 9.20 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 20.77 TC(MIN) = 13.72 FLOW PROCESS FROM NODE 6.50 TO NODE 6.60 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 1070.00 DOWNSTREAM NODE ELEVATION(FEET) = 1069.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.77 TRAVEL TIME(MIN.) _ .54 TC(MIN.) = 14.27 FLOW PROCESS FROM NODE 6.60 TO NODE 6.60 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.524 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 5.07 EFFECTIVE AREA(ACRES) = 11.50 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 11.50 PEAK FLOW RATE(CFS) = 25.34 TC(MIN) = 14.27 FLOW PROCESS FROM NODE 6.60 TO NODE 6.70 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION(FEET) = 1069.00 DOWNSTREAM NODE ELEVATION(FEET) = 1068.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.34 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 14.78 FLOW PROCESS FROM NODE 6.70 TO NODE 6.70 IS CODE = 8 ------------------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.471 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 Page 18 0 - ljm AN aw r Ad SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 4.96 qm EFFECTIVE AREA(ACRES) = 13.80 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 Alit TOTAL AREA(ACRES) = 13.80 PEAK.FLOW RATE(CFS) = 29.76 TC(MIN) = 14.78 FLOW PROCESS FROM NODE 6.70 TO NODE 6.80 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 UPSTREAM NODE ELEVATION(FEET) = 1068.00 'rr DOWNSTREAM NODE ELEVATION(FEET) = 1067.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 e•. ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.76 rr TRAVEL TIME(MIN.) _ .49 TC(MIN.) = 15.26 FLOW PROCESS FROM NODE 6.80 TO NODE 6.80 IS CODE = 8 r ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.423 wo SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 .., SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) _ 4.86 EFFECTIVE AREA(ACRES) = 16.10 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 " TOTAL AREA(ACRES) = 16.10 PEAK FLOW RATE(CFS) = 34.03 TC(MIN) = 15.26 FLOW PROCESS FROM NODE 6.80 TO NODE 6.90 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< 40 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION(FEET) = 1067.00 DOWNSTREAM NODE ELEVATION(FEET) = 1066.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 Ad ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.03 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 15.74 Ad - FLOW PROCESS FROM NODE 6.90 TO NODE 6.90 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION MAINLINE -OF -SUBAREA -TO -PEAK -FLOW<<<<< -------------------- - 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.379 wA SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 Page 19 ljm AN aw r SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 4.77 EFFECTIVE AREA(ACRES) = 18.40 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 18.40 PEAK FLOW RATE(CFS) = 38.15 TC(MIN) = 15.74 FLOW PROCESS FROM NODE 6.90 TO NODE 6.10 IS CODE = 3 -- ---------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 UPSTREAM NODE ELEVATION(FEET) = 1066.00 DOWNSTREAM NODE ELEVATION(FEET) = 1065.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.15 TRAVEL TIME(MIN.) _ .34 TC(MIN.) = 16.09 FLOW PROCESS FROM NODE 6.10 TO NODE 6.10 IS CODE = 8 ------------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.348 ---___________ SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 3.09 EFFECTIVE AREA(ACRES) = 19.91 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 19.91 PEAK FLOW RATE(CFS) = 40.73 TC(MIN) = 16.09 FLOW PROCESS FROM NODE 6.10 TO NODE 6.11 IS CODE = 3 -- --------------------------------------- ------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION(FEET) = 1065.25 DOWNSTREAM NODE ELEVATION(FEET) = 1064.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.73 TRAVEL TIME(MIN.) _ .50 TC(MIN.) = 16.59 FLOW PROCESS FROM NODE 6.11 TO NODE 6.11 IS CODE = 8 -- --------------------- ---------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.305 SOIL CLASSIFICATION IS "B" Page 20 R I" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.17 SUBAREA RUNOFF(CFS) = 4.36 EFFECTIVE AREA(ACRES) = 22.08 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 22.08 PEAK FLOW RATE(CFS) = 44.32 TC(MIN) = 16.59 err FLOW PROCESS FROM NODE 6.11 TO NODE 6.00 IS CODE = 3 r.r ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.7 INCHES ur PIPE -FLOW VELOCITY(FEET/SEC.) = 7.9 UPSTREAM NODE ELEVATION(FEET) = 1064.50 .. DOWNSTREAM NODE ELEVATION(FEET) = 1064.07 FLOW LENGTH(FEET) = 75.00 MANNING'S N = .013 +� ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.32 TRAVEL TIME(MIN.) _ .16 TC(MIN.) = 16.75 +rr **************************************************************************** .A FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 'o »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< .r TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: err TIME OF CONCENTRATION(MIN.) = 16.75 RAINFALL INTENSITY(INCH/HR) = 2.29 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 22.08 TOTALSTREAM 8 *= CONFLUENCE PEAK = 44.32 FLOW RATE(CFS)CATS RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ... ** PEAK FLOW RATE TABLE ** Q TC Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 214.49 17.19 2.257 .55 .16 .09 108.78 2 214.85 18.10 2.188 .54 .16 .09 112.62 3 213.74 19.00 2.125 .54 .17 .09 115.55 40 4 197.24 24.15 1.840 .51 .18 .09 125.32 5 191.75 25.72 1.772 .50 .19 .09 126.85 6 213.54 16.75 2.292 .55 .16 .09 106.56 qm COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 214.85 TC(MIN.) = 18.097 EFFECTIVE AREA(ACRES) = 112.62 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .54 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 126.85 FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 mo Page 21 An go a do ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.4 UPSTREAM NODE ELEVATION(FEET) = 1064.07 DOWNSTREAM NODE ELEVATION(FEET) = 1058.97 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 214.85 TRAVEL TIME(MIN.) _ .58 TC(MIN.) = 18.68 FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.147 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.23 SUBAREA RUNOFF(CFS) = 4.16 EFFECTIVE AREA(ACRES) = 114.85 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .54 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 129.08 PEAK FLOW RATE(CFS) = 214.85 TC(MIN) = 18.68 FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION(FEET) = 1058.97 DOWNSTREAM NODE ELEVATION(FEET) = 1055.52 FLOW LENGTH(FEET) = 350.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 214.85 TRAVEL TIME(MIN.) _ .41 TC(MIN.) = 19.09 FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.119 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.78 SUBAREA RUNOFF(CFS) = 5.11 EFFECTIVE AREA(ACRES) = 117.63 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 131.86 PEAK FLOW RATE(CFS) = 214.99 TC(MIN) = 19.09 Page 22 r FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.091 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.73 SUBAREA RUNOFF(CFS) = 3.14 dN EFFECTIVE AREA(ACRES) = 122.11 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 .w TOTAL AREA(ACRES) = 136.34 PEAK FLOW.RATE(CFS) = 220.13 TC(MIN) = 19.52 °'M FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.9 UPSTREAM NODE ELEVATION(FEET) = 1052.07 DOWNSTREAM NODE ELEVATION(FEET) = 1049.07 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 220.13 TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 19.60 END OF STUDY SUMMARY: � Page 23 me ,. IM FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 MIN ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< do »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.3 INCHES "" PIPE -FLOW VELOCITY(FEET/SEC.) = 13.9 UPSTREAM NODE ELEVATION(FEET) = 1055.52 DOWNSTREAM NODE ELEVATION(FEET) = 1052.07 FLOW LENGTH(FEET) = 360.00 MANNING'S N = .013 i ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 .99 214.43 TRAVELLTIME(MIN.) = TC(MIN.) = 19.52 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.091 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 ... SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.75 SUBAREA RUNOFF(CFS) = 4.99 wrr EFFECTIVE AREA(ACRES) = 120.38 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 TOTAL AREA(ACRES) = 134.61 PEAK FLOW RATE(CFS) = 216.99 rr TC(MIN) = 19.52 FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.091 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.73 SUBAREA RUNOFF(CFS) = 3.14 dN EFFECTIVE AREA(ACRES) = 122.11 AREA -AVERAGED FM(INCH/HR) _ .09 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = .16 .w TOTAL AREA(ACRES) = 136.34 PEAK FLOW.RATE(CFS) = 220.13 TC(MIN) = 19.52 °'M FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.9 UPSTREAM NODE ELEVATION(FEET) = 1052.07 DOWNSTREAM NODE ELEVATION(FEET) = 1049.07 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 220.13 TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 19.60 END OF STUDY SUMMARY: � Page 23 me ,. IM TOTAL AREA(ACRES) = 136.34 TC(MIN.) = 19.60 EFFECTIVE AREA(ACRES) = 122.11 AREA -AVERAGED Fm(INCH/HR)= .09 AREA -AVERAGED Fp(INCH/HR) _ .55 AREA -AVERAGED Ap = .16 PEAK FLOW RATE(CFS) = 220.13 ** PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 218.85 18.25 2.177 .56 .16 .09 116.05 2 219.71 18.69 2.146 .56 .16 .09 118.27 3 220.13 19.60 2.086 .55 .16 .09 122.11 4 219.05 20.50 2.030 .55 .16 .09 125.04 5 204.52 25.66 1.774 .52 .18 .09 134.81 6 199.00 27.25 1.712 .51 .18 .09 136.34 END OF RATIONAL METHOD ANALYSIS Page 24 0 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Ver. 1998 1ReleaseAdvanced 7/18/93eeLicenseSoftware aes) copyright 1202 Analysis prepared by: HUITT-ZOLLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 .. ----------------------------------------------- FILE NAME: 202Q025G.DAT 13: 7• 6/14/2004 AS FOLLOWS: Fp(INCH/HR) Ap TIME/DATE OF STUDY: rw 1 85.39 10.16 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION------------------ .160 .162 --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SIZE(INCH) = 18.00 .. SPECIFIED MINIMUM PIPE SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 err FOR RAINFALL* 20 TOTAL AREA = 45.41 10 -YEAR 60 -MINUTE 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 d STORM EVENT = SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE= --15------------ ----------------------------------- ------ -- »»>DEFINE MEMORY BANK # 1 ««< Im tI an do MEMORY BANK # 1 DEFINED Q(CFS) TC(MIN.) AS FOLLOWS: Fp(INCH/HR) Ap FM(INCH/HR) Ae(ACRES) 1 85.39 10.16 .644 .25 .160 .162 31.07 44.98 2 95.50 15.14 3 94.82 15.51 .639 .25 .638 .26 .164 45.41 TOTAL AREA = 45.41 d FLOW PROCESS FROM NODE 10.00 TO NODE ---- 10.00 IS CODE = ------- ----- 14 ---------------------------------- »»>MEMORY BANK # 1 COPIED ONTO MAIN -STREAM MEMORY««< MAIN -STREAM MEMORY DEFINED AS FOLLOWS: Fp(INCH/HR) Ap Fm (INCH/HR) Ae(ACRES) Q(CFS) TC(MIN.) 1 85.39 10.16 .644 .25 .160 31.07 44.98 2 95.50 15.14 •639 .162 .164 45.41 3 94.82 15.51 .2526 .638 . do TOTAL AREA = 45.41 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 Page 1 Im tI an do -------------------------=-------------------------------------------------- »»>CLEAR MEMORY BANK # 1 ««< FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.4 UPSTREAM NODE ELEVATION(FEET) = 1075.90 DOWNSTREAM NODE ELEVATION(FEET) = 1073.50 FLOW LENGTH(FEET) = 435.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.50 TRAVEL TIME(MIN.) _ .77 TC(MIN.) = 15.91 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.91 RAINFALL INTENSITY(INCH/HR) = 2.36 AREA -AVERAGED FM(INCH/HR) = .16 AREA -AVERAGED Fp(INCH/HR) = .64 AREA -AVERAGED Ap = .25 EFFECTIVE STREAM AREA(ACRES) = 44.98 TOTAL STREAM AREA(ACRES) = 45.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 95.50 FLOW PROCESS FROM NODE 11.10 TO NODE 11.20 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 665.00 UPSTREAM ELEVATION(FEET) = 1090.50 DOWNSTREAM ELEVATION(FEET) = 1087.50 ELEVATION DIFFERENCE(FEET) = 3.00 TC(MIN.) = .304*[( 665.00** 3.00)/( 3.00)]** .20 = 12.054 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.792 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 6.09 TOTAL AREA(ACRES) = 2.49 PEAK FLOW RATE(CFS) = 6.09 **************************************************************************** FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< Page 2 E I" ori ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 1081.50 DOWNSTREAM NODE ELEVATION(FEET) = 1077.27 FLOW LENGTH(FEET) = 420.00 MANNING'S N = .013 1 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 6.09 TRAVEL TIME(MIN.) = 1.16 TC(MIN.) = 13.21 = FLOW PROCESS FROM NODE 11.30 TO NODE 11.30 IS CODE = 8 ------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< rw 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.643 SOIL CLASSIFICATION IS "B" SUBAREACOMMERCIAL PERVIOUSELOSSSRATE,E p(INCH/HR)R, .75750 WIN SUBAREA PERVIOUS AREA FRACTION, Ap = 10 AREA(ACRES) = 4.22 SUBAREA RUNOFF(CFS) = 9.75 SUBAREA EFFECTIVE AREA(ACRES) = 6.71 AREA -AVERAGED FM (INCH/HR) _ .08 ow AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 FLOW RATE(CFS) = 15.51 TOTAL AREA(ACRES) = 6.71 PEAK ar TC(MIN) = 13.21 FLOW PROCESS FROM NODE 11.30 TO NODE 11.00 IS CODE = 3 - ----------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.0 .■„ UPSTREAM NODE ELEVATION(FEET) = 1077.27 DOWNSTREAM NODE ELEVATION(FEET) = 1073.50 FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.51 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 13.25 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 ------------ ---- -- ---- - -------- --------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >>>>>DESIGN »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.25 +�1 RAINFALL INTENSITY(INCH/HR) = 2.64 AREA -AVERAGED FM(INCH/HR) = .08 dii AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 6.71 TOTAL STREAM AREA(ACRES) = 6.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.51 dl 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Page 3 ** PEAK FLOW RATE TABLE ** Q Tc Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 99.81 10.96 2.956 .65 .23 .15 36.62 2 109.34 15.91 2.364 .65 .23 .15 51.69 3 108.47 16.28 2.331 .64 .24 .15 52.12 4 105.58 13.25 2.637 .65 .23 .15 44.22 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 109.34 TC(MIN.) = 15.912 EFFECTIVE AREA(ACRES) = 51.69 AREA -AVERAGED FM(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) _ .65 AREA -AVERAGED Ap = .23 TOTAL AREA(ACRES) = 52.12 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION(FEET) = 1073.50 DOWNSTREAM NODE ELEVATION(FEET) = 1072.77 FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.34 TRAVEL TIME(MIN.) = .51 TC(MIN.) = 16.43 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.319 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.83 EFFECTIVE AREA(ACRES) = 53.09 AREA -AVERAGED FM(INCH/HR) _ .15 AREA -AVERAGED Fp(INCH/HR) = .65 AREA -AVERAGED Ap = .23 TOTAL AREA(ACRES) = 53.52 PEAK FLOW RATE(CFS) = 109.34 TC(MIN) = 16.43 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.7 INCHES PIPE -FLOW VELOCITY (FEET/SEC. ) = 14.5 UPSTREAM NODE ELEVATION(FEET) = 1072.77 DOWNSTREAM NODE ELEVATION(FEET) = 1062.75 FLOW LENGTH(FEET) = 630.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.34 TRAVEL TIME(MIN.) _ .72 TC(MIN.) = 17.15 Page 4 r7 I" di m im FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE =---1------------ FLOW PROCESS FROM NODE 13.20 TO NODE 13.30 IS CODE= ---3------------ --------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< PIPESIZE (NON -PRESSURE »»>USING COMPUTER -ESTIMATED -FLOW)<<<<< -------- ~14.0 DEPTH OF FLOW IN 18.0 INCH PIPE IS INCHES TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 "" TIME OF CONCENTRATION(MIN.) = 17.15 dd DOWNSTREAM NODE FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 1 RAINFALL INTENSITY(INCH/HR) = 2.26 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = �w AREA -AVERAGED FM(INCH/HR) = .15 TRAVEL TIME(MIN.) AREA -AVERAGED Fp(INCH/HR) = .65 .r AREA -AVERAGED Ap = 23 EFFECTIVE STREAM AREA(ACRES) = 53.09 " rr TOTAL STREAM AREA(ACRES) = 53.52 -------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< PEAK FLOW RATE(CFS) AT CONFLUENCE = 109.34 w� I" SOIL CLASSIFICATIOW IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 qq SUBAREA PERVIOUS AREA FRACTION, Ap = .10 = 4.65 SUBAREA RUNOFF(CFS) = 9.49 FLOW PROCESS FROM NODE 13.10 TO NODE 13.20 IS CODE= -2.1------------ Page 5 ------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 .� 840.00 SUBAREAINITIAL ELEVATION(FEET) = 1084.00 UPSTREAMEL DOWNSTREAM ELEVATION(FEET) = 1082.00 ELEVATION DIFFERENCE(FEET) 2.00 2,00)]** .20 = TC(MIN.) = .304*[( 840.00** 3.00)/( 15.040 .. 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.445 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM( INCH/HR) _ 75750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) ' .w SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 10.02 4.70 PEAK FLOW RATE(CFS) = 10.02 TOTAL AREA(ACRES) = I" di m im ************************************************************************** FLOW PROCESS FROM NODE 13.20 TO NODE 13.30 IS CODE= ---3------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< PIPESIZE (NON -PRESSURE »»>USING COMPUTER -ESTIMATED -FLOW)<<<<< -------- ~14.0 DEPTH OF FLOW IN 18.0 INCH PIPE IS INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.8 "" UPSTREAM NODE ELEVATION(FEET) = 1076.00 ELEVATION(FEET) = 1071.20 dd DOWNSTREAM NODE FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 1 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = �w PIPE-FLOW(CFS) = 10.02 = 1.10 TC (MIN.) = 16.14 TRAVEL TIME(MIN.) " **************************************************************************** FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 IS CODE = 8 ------------------------------ -------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) _ 2.343 w� I" SOIL CLASSIFICATIOW IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 qq SUBAREA PERVIOUS AREA FRACTION, Ap = .10 = 4.65 SUBAREA RUNOFF(CFS) = 9.49 SUBAREA AREA(ACRES) EFFECTIVE AREA(ACRES) = 9.35 AREA -AVERAGED FM(INCH/HR) _ .07 ro Page 5 I" di m im AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.35 PEAK FLOW RATE(CFS) = 19.09 TC(MIN) = 16.14 FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 IS CODE = 8 ---------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------- 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.343 ------------- SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 6.09 SUBAREA RUNOFF(CFS) = 12.43 EFFECTIVE AREA(ACRES) = 15.44 AREA -AVERAGED Fm(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 15.44 PEAK FLOW RATE(CFS) = 31.52 TC(MIN) = 16.14 FLOW PROCESS FROM NODE 13.30 TO NODE 13.40 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.6 UPSTREAM NODE ELEVATION(FEET) = 1071.20 DOWNSTREAM NODE ELEVATION(FEET) = 1063.35 FLOW LENGTH(FEET) = 405.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.52 TRAVEL TIME(MIN.) _ .58 TC(MIN.) = 16.72 FLOW PROCESS FROM NODE 13.40 TO NODE 13.40 IS CODE = 8 ------------------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------- 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.294 ---------------- SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.23 SUBAREA RUNOFF(CFS) = 2.46 EFFECTIVE AREA(ACRES) = 16.67 AREA -AVERAGED FM(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.67 PEAK FLOW RATE(CFS) = 33.29 TC(MIN) = 16.72 FLOW PROCESS FROM NODE 13.40 TO NODE 13.00 IS CODE = 3 --------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION(FEET) = 1063.35 DOWNSTREAM.NODE ELEVATION(FEET) = 1062.75 Page 6 b 9" FLOW LENGTH(FEET) = 45.00 MANNING'S N = .013 ,.A ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.29 rin TRAVEL TIME(MIN.) _ .08 TC(MIN.) = 16.80 FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------------------------------------------------ -------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.80 RAINFALL INTENSITY(INCH/HR) = 2.29 Ad AREA -AVERAGED FM(INCH/HR) = .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 an EFFECTIVE STREAM AREA(ACRES) = 16.67 TOTAL STREAM AREA(ACRES) = 16.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.29 w. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ar ** PEAK FLOW RATE TABLE ** Q TC Intensity Fp Ap Fm Ae �.o (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 129.32 12.24 2.766 .66 .19 .13 50.17 2 137.07 14.51 2.498 .66 .19 .13 60.02 3 142.21 17.15 2.260 .66 .20 .13 69.76 4 140.90 17.52 2.231 .66 .20 .13 70.19 5 142.14 16.80 2.288 .66 .20 .13 68.77 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ,.w PEAK FLOW RATE(CFS) = 142.21 TC(MIN.) = 17.149 FM (INCH/HR) _ EFFECTIVE AREA(ACRES) = 69.76 AREA -AVERAGED .13 rri AREA -AVERAGED Fp(INCH/HR) _ .66 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 70.19 **************************************************************************** tit FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3 oft ------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< --------------- ------------------------------- DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.3 UPSTREAM NODE ELEVATION(FEET) = 1062.75 DOWNSTREAM NODE ELEVATION(FEET) = 1060.88 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 142.21 TRAVEL TIME(MIN.) _ .53 TC(MIN.) = 17.68 **************************************************************************** Mw FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 8 y�------------------------------------------- ----------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.219 SOIL CLASSIFICATION IS "B" Page 7 Iw COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.82 SUBAREA RUNOFF(CFS) = 3.51 EFFECTIVE AREA(ACRES) = 71.58 AREA -AVERAGED FM(INCH/HR) _ .13 AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = .20 TOTAL AREA(ACRES) = 72.01 PEAK FLOW RATE(CFS) = 142.21 TC(MIN) = 17.68 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.5 UPSTREAM NODE ELEVATION(FEET) = 1060.88 DOWNSTREAM NODE ELEVATION(FEET) = 1057.80 FLOW LENGTH(FEET) = 525.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 142.21 TRAVEL TIME(MIN.) _ .83 TC(MIN.) = 18.51 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.51 RAINFALL INTENSITY(INCH/HR) = 2.16 AREA -AVERAGED FM(INCH/HR) = .13 AREA -AVERAGED Fp(INCH/HR) = .66 AREA -AVERAGED Ap = .20 EFFECTIVE STREAM AREA(ACRES) = 71.58 TOTAL STREAM AREA(ACRES) = 72.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 142.21 FLOW PROCESS FROM NODE 15.10 TO NODE 15.20 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1075.50 DOWNSTREAM ELEVATION(FEET) = 1072.50 ELEVATION DIFFERENCE(FEET) = 3.00 TC(MIN.) = .304*[( 900.00** 3.00)/( 3.00)]** .20 = 14.454 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.504 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 10.23 TOTAL AREA(ACRES) = 4.68 PEAK FLOW RATE(CFS) = 10.23 Page 8 Zj FLOW PROCESS FROM NODE 15.20 TO NODE 15.30 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ai »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION(FEET) = 1066.50 DOWNSTREAM NODE ELEVATION(FEET) = 1062.60 FLOW LENGTH(FEET) = 390.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.23 TRAVEL TIME(MIN.) _ .98 TC(MIN.) = 15.44 rw FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 8 ---------------------------------------------------------------------------- �e »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.407 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 4.69 SUBAREA RUNOFF(CFS) = 9.84 EFFECTIVE AREA(ACRES) = 9.37 AREA -AVERAGED FM(INCH/HR) _ .08 .,.,, AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 9.37 PEAK FLOW RATE(CFS) = 19.66 TC(MIN) = 15.44 FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 8 rir--------------------------- ------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.407 +�. SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 6.29 SUBAREA RUNOFF(CFS) = 13.20 EFFECTIVE AREA(ACRES) = 15.66 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 "^ TOTAL AREA(ACRES) = 15.66 PEAK FLOW RATE(CFS) = 32.86 TC(MIN) = 15.44 dill FLOW PROCESS, FROM NODE 15.30 TO NODE 15.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION(FEET) = 1062.60 DOWNSTREAM NODE ELEVATION(FEET) = 1057.80 FLOW LENGTH(FEET) = 495.00 MANNING'S N = .013 rill ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.86 TRAVEL TIME(MIN.) = .92 TC(MIN.) = 16.36 rl Page 9 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------------------------------------------------------------------------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.36 RAINFALL INTENSITY(INCH/HR) = 2.32 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 15.66 TOTAL STREAM AREA(ACRES) = 15.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.86 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 159.97 13.62 2.595 .68 .17 .12 65.03 2 169.56 15.88 2.367 .67 .17 .12 77.04 3 172.93 18.16 2.183 .67 .18 .12 86.25 4 172.65 18.51 2.158 .67 .18 .12 87.24 5 170.96 18.89 2.133 .67 .18 .12 87.67 6 171.00 16.36 2.325 .67 .17 .12 79.34 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 172.93 TC(MIN.) = 18.162 EFFECTIVE AREA(ACRES) = 86.25 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .18 TOTAL AREA(ACRES) = 87.67 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< --------------------------------------------------------------------- DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.1 UPSTREAM NODE ELEVATION(FEET) = 1057.80 DOWNSTREAM NODE ELEVATION(FEET) = 1050.50 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 172.93 TRAVEL TIME(MIN.) _ .30 TC(MIN.) = 18.47 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ----------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.47 RAINFALL INTENSITY(INCH/HR) = 2.16 AREA -AVERAGED FM(INCH/HR) = .12 AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .18 Page 10 EFFECTIVE STREAM AREA(ACRES) = 86.25 'o TOTAL STREAM AREA(ACRES) = 87.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 172.93 di FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 IS CODE = 2.1 ali---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ® DEVELOPMENT IS COMMERCIAL rr TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = 1067.00 *" DOWNSTREAM ELEVATION(FEET) = 1065.00 ELEVATr TC(MINI�N-DIF304*[(E(220T0 00** 3.00)/( 2.00)]** .20 = 6.732 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.960 ,..,, SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 10.14 "^ TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 10.14 r **************************************************************************** *. FLOW PROCESS FROM NODE 16.20 TO NODE 16.30 IS CODE = 3 ------------------------------------------------------ =--------------------- �rl »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< a DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION(FEET) = 1059.00 DOWNSTREAM NODE ELEVATION(FEET) = 1055.03 FLOW LENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.14 TRAVEL TIME(MIN.) _ .67 TC(MIN.) = 7.40 •.w FLOW PROCESS FROM NODE 16.30 TO NODE 16.30 IS CODE = 8 ---------------------------------------------------------------------------- "' »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.742 SOIL CLASSIFICATION IS "B" .� COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 ally SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.34 SUBAREA RUNOFF(CFS) = 7.72 EFFECTIVE AREA(ACRES) = 5.24 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.24 PEAK FLOW RATE(CFS) = 17.29 TC(MIN) = 7.40 �4q =9 FLOW PROCESS FROM NODE 16.30 TO NODE 16.00 IS CODE = 3 ---------------------------------------------------------------------------- ,,,� »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< 49 Page 11 WR rd a 40 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.7 UPSTREAM NODE ELEVATION(FEET) = 1055.03 DOWNSTREAM NODE ELEVATION(FEET) = 1050.50 FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 17.29 TRAVEL TIME(MIN.) _ .06 TC(MIN.) = 7.46 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.46 RAINFALL INTENSITY(INCH/HR) = 3.72 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 5.24 TOTAL STREAM AREA(ACRES) = 5.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.29 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 1 171.75 13.93 2.560 .68 .17 .11 70.27 2 180.30 16.18 2.340 .68 .17 .11 82.28 3 181.54 16.66 2.299 .68 .17 .11 84.58 4 182.82 18.47 2.162 .67 .17 .12 91.49 5 182.42 18.82 2.137 .67 .17 .12 92.48 6 180.61 19.19 2.112 .67 .18 .12 92.91 7 143.75 7.46 3.724 .68 .16 .11 40.07 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 182.82 TC(MIN.) = 18.466 EFFECTIVE AREA(ACRES) = 91.49 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .17 TOTAL AREA(ACRES) = 92.91 FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = ---------------------------------------------------------------------------- 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.162 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.06 SUBAREA RUNOFF(CFS) = 5.75 EFFECTIVE AREA(ACRES) = 94.55 AREA -AVERAGED FM(INCH/HR) _ .12 AREA -AVERAGED Fp(INCH/HR) = .67 AREA -AVERAGED Ap = .17 TOTAL AREA(ACRES) = 95.97 PEAK FLOW RATE(CFS) = 182.82 TC(MIN) = 18.47 Page 12 9 .A do AM do ad on rw qq i I" AN Page 13 44 Aw No FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 3 rd---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< - ------------------------------------------------------------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 25.9 UPSTREAM NODE ELEVATION(FEET) = 1050.50 DOWNSTREAM NODE ELEVATION(FEET) = 1039.50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 182.82 a.. TRAVEL TIME(MIN.) _ .13 TC(MIN.) = 18.59 rr END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 95.97 TC(MIN.) = 18.59 EFFECTIVE AREA(ACRES) = 94.55 AREA -AVERAGED FM(INCH/HR)= .12 ® AREA -AVERAGED Fp(INCH/HR) _ .67 AREA -AVERAGED Ap = .17 PEAK FLOW RATE(CFS) = 182.82 rw ** PEAK FLOW RATE TABLE ** *� Q TC Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 143.75 7.59 3.684 .69 .16 .11 43.13 2 171.75 14.06 2.546 .68 .16 .11 73.33 3 180.30 16.31 2.329 .68 .17 .11 85.34 .. 4 181.54 16.79 2.289 .68 .17 .11 87.64 5 182.82 18.59 2.153 .67 .17 .12 94.55 6 182.42 18.95 2.129 .67 .17 .12 95.54 7 180.61 19.32 2.104 .67 .17 .12 95.97 END OF RATIONAL METHOD ANALYSIS .A do AM do ad on rw qq i I" AN Page 13 44 Aw No qm 410 *n di RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) .,, (c) copyright ver. 1.9B 1ReleaseAdvanced 7/18/93eeLicensesoftware aes) 1202 Analysis prepared by: HUITT-ZOLLARS, INC. 15101 RED HILL AVENUE TUSTIN, CALIFORNIA 92780-6500 PHONE (714) 259-7900 * FAX (714) 259-0210 ---------------------------------------------------------------------------- FILE NAME: 202Q025H.DAT TIME/DATE OF STUDY: 13: 8 6/14/2004 +.. USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: r„r --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: r STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = .6000 FLOW PROCESS FROM NODE 20.00 TO NODE 22.00 IS CODE = 2.1 ------------------------ --------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL •.. TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 wrr• UPSTREAM ELEVATION(FEET) = 1073.00 DOWNSTREAM ELEVATION(FEET) = 1070.35 ELEVATION DIFFERENCE(FEET) = 2.65 TC(MIN.) = .304*[( 1000.00** 3.00)/( 2.65)]** .20 = 15.784 2S YEAR RAINFALL INTENSITY(INCH/HR) = 2.375 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 +.e SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 15.38 TOTAL AREA(ACRES) = 7.43 PEAK FLOW RATE(CFS) = 15.38 qm FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING- COMPUTER -ESTIMATED -PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES .,a PIPE -FLOW VELOCITY(FEET/SEC.) = 5.7 UPSTREAM NODE ELEVATION(FEET) = 1063.35 airl DOWNSTREAM NODE ELEVATION(FEET) = 1062.35 Page 1 0 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.38 TRAVEL TIME(MIN.) _ .59 TC(MIN.) = 16.37 FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.323 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 6.54 EFFECTIVE AREA(ACRES) = 10.66 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.66 PEAK FLOW RATE(CFS) = 21.57 TC(MIN) = 16.37 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.3 UPSTREAM NODE ELEVATION(FEET) = 1062.35 DOWNSTREAM NODE ELEVATION(FEET) = 1061.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.57 TRAVEL TIME(MIN.) _ .53 TC(MIN.) = 16.90 FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.280 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 6.41 EFFECTIVE AREA(ACRES) = 13.89 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 13.89 PEAK FLOW RATE(CFS) = 27.56 TC(MIN) = 16.90 FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION(FEET) = 1061.35 Page 2 r7 MR FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 8 rlli---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.203 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 +� SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 6.19 EFFECTIVE AREA(ACRES) = 20.35 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 20.35 PEAK FLOW RATE(CFS) = 38.98 TC(MIN) = 17.89 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ----- ------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 Page 3 ii DOWNSTREAM NODE ELEVATION(FEET) = 1060.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 Ali PIPE-FLOW(CFS) = 27.56 TRAVEL TIME(MIN.) _ .51 TC(MIN.) = 17.41 Ad FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 8 +.. ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------- 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.240 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 6.29 ... EFFECTIVE AREA(ACRES) = 17.12 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 rlr TOTAL AREA(ACRES) = 17.12 PEAK FLOW RATE(CFS) = 33.35 TC(MIN) = 17.41 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 3 .. ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ' »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< rri DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.0 „„ UPSTREAM NODE ELEVATION(FEET) = 1060.35 DOWNSTREAM NODE ELEVATION(FEET) = 1059.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.35 TRAVEL TIME(MIN.) _ .48 TC(MIN.) = 17.89 rr FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 8 rlli---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.203 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 +� SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 6.19 EFFECTIVE AREA(ACRES) = 20.35 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 20.35 PEAK FLOW RATE(CFS) = 38.98 TC(MIN) = 17.89 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ----- ------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.3 Page 3 ii UPSTREAM NODE ELEVATION(FEET) = 1059.35 DOWNSTREAM NODE ELEVATION(FEET) = 1058.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.98 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 18.34 FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.170 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 6.09 EFFECTIVE AREA(ACRES) = 23.58 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 23.58 PEAK FLOW RATE(CFS) = 44.47 TC(MIN) = 18.34 FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.4 UPSTREAM NODE ELEVATION(FEET) = 1058.35 DOWNSTREAM NODE ELEVATION(FEET) = 1057.35 FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.47 TRAVEL TIME(MIN.) _ .45 TC(MIN.) = 18.79 FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.139 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 6.00 EFFECTIVE AREA(ACRES) = 26.81 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 26.81 PEAK FLOW RATE(CFS) = 49.80 TC(MIN) = 18.79 FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.4 INCHES Page 4 mm ars PIPE-FLO UPSTREAM WNODE OELEVATION(FEET) = 1057.35 DOWNSTREAM NODE ELEVATION(FEET) = 1056.75 FLOW LENGTH(FEET) = 132.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 ,., PIPE-FLOW(CFS) = 49.80 TRAVEL TIME(MIN.) _ .30 TC(MIN.) = 19.09 FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 8 ---------------------------------------------------------------------------- '� »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.119 SOIL CLASSIFICATION IS "B" +r COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 3.92 EFFECTIVE AREA(ACRES) = 28.94 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 28.94 PEAK FLOW RATE(CFS) = 53.24 TC(MIN) = 19.09 **************************************************************************** .. FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 3 ---------------------------------------------------------------------------- do »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.4 INCHES do PIPE -FLOW VELOCITY(FEET/SEC.) = 7.9 UPSTREAM NODE ELEVATION(FEET) = 1056.75 DOWNSTREAM NODE ELEVATION(FEET) = 1055.50 "** FLOW LENGTH(FEET) = 240.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 d1 PIPE-FLOW(CFS) = 53.24 TRAVEL TIME(MIN.) _ .50 TC(MIN.) = 19.59 "m 40 FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 3 ---------------------------------------------------------------------------- "'"' »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< -------------- -------------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.5 INCHES .� PIPE -FLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 1055.50 i DOWNSTREAM NODE ELEVATION(FEET) = 1052.20 FLOW LENGTH(FEET) = 540.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.24 40 TRAVEL TIME(MIN.) = 1.06 TC(MIN.) = 20.65 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.021 SOIL CLASSIFICATION IS "B" Page 5 s om COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.34 SUBAREA RUNOFF(CFS) = 5.85 EFFECTIVE AREA(ACRES) = 32.28 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 32.28 PEAK FLOW RATE(CFS) = 56.54 TC(MIN) = 20.65 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.6 UPSTREAM NODE ELEVATION(FEET) = 1052.20 DOWNSTREAM NODE ELEVATION(FEET) = 1052.00 FLOW LENGTH(FEET) = 24.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.54 TRAVEL TIME(MIN.) _ .04 TC(MIN.) = 20.69 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< -------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.69 RAINFALL INTENSITY(INCH/HR) = 2.02 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 32.28 TOTAL STREAM AREA(ACRES) = 32.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.54 FLOW PROCESS FROM NODE 32.10 TO NODE 32.40 IS CODE = 2.1 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------------------------------------------- DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 UPSTREAM ELEVATION(FEET) = 1072.00 DOWNSTREAM ELEVATION(FEET) = 1066.75 ELEVATION DIFFERENCE(FEET) = 5.25 TC(MIN.) = .304*[( 750.00** 3.00)/( 5.25)]** .20 = 11.585 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.859 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 5.19 TOTAL AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) = 5.19 Page 6 El .r s FLOW PROCESS FROM NODE 32.40 TO NODE 32.50 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< +e� ---------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.5 Ad UPSTREAM NODE ELEVATION(FEET) = 1055.75 DOWNSTREAM NODE ELEVATION(FEET) = 1054.25 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 013 ,R ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.19 40 TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 12.71 40 FLOW PROCESS FROM NODE 32.50 TO NODE 32.50 IS CODE = 8 ,,,i ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.705 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 di SUBAREA AREA(ACRES) = 2.07 SUBAREA RUNOFF(CFS) = 4.90 EFFECTIVE AREA(ACRES) = 4.14 AREA -AVERAGED Fm(INCH/HR) _ .08 #*. AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.14 PEAK FLOW RATE(CFS) = 9.80 TC(MIN) = 12.71 FLOW PROCESS FROM NODE 32.50 TO NODE 32.60 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY (FEET/SEC.) = 5.3 ,., UPSTREAM NODE ELEVATION(FEET) = 1054.25 DOWNSTREAM NODE ELEVATION(FEET) = 1053.00 FLOW LENGTH(FEET) = 230.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.80 TRAVEL TIME(MIN.) _ .72 TC(MIN.) = 13.43 rw FLOW PROCESS FROM NODE 32.60 TO NODE 32.60 IS CODE _. 8 ai ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.617 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 3.64 EFFECTIVE AREA(ACRES) = 5.73 AREA -AVERAGED Fm(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.73 PEAK FLOW RATE(CFS) = 13.11 ,w TC(MIN) = 13.43 Page 7 FLOW PROCESS FROM NODE 32.60 TO NODE 32.70 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES PIPE -FLOW VELOCITY (FEET/SEC. ) = 5.4 UPSTREAM NODE ELEVATION(FEET) = 1053.00 DOWNSTREAM NODE ELEVATION(FEET) = 1052.30 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.11 TRAVEL TIME(MIN.) _ .46 TC(MIN.) = 13.89 FLOW PROCESS FROM NODE 32.70 TO NODE 32.70 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 25 YEAR RAINFALL INTENSITY (INCH/HR) = 2.564 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.82 SUBAREA RUNOFF(CFS) = 6.32 EFFECTIVE AREA(ACRES) = 8.55 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.55 PEAK FLOW RATE(CFS) = 19.16 TC(MIN) = 13.89 FLOW PROCESS FROM NODE 32.70 TO NODE 32.00 IS CODE = 3 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.0 INCHES PIPE -FLOW VELOCITY (FE ET/S EC. ) = 6.1 UPSTREAM NODE ELEVATION(FEET) = 1052.30 DOWNSTREAM NODE ELEVATION(FEET) = 1052.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.16 TRAVEL TIME(MIN.) _ .16 TC(MIN.) = 14.06 FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 14.06 RAINFALL INTENSITY(INCH/HR) = 2.55 AREA -AVERAGED FM(INCH/HR) = .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 8.55 TOTAL STREAM AREA(ACRES) = 8.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.16 Page 8 "m 40 E Page 9 s ad RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Tc Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 71.61 20.69 2.019 .75 .10 .08 40.83 2 67.98 14.06 2.546 .75 .10 .08 30.48 ,. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = •71.61 TC(MIN.) = 20.693 r EFFECTIVE AREA(ACRES) = 40.83 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 40.83 •., rrr END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 40.83 TC(MIN.) = 20.69 EFFECTIVE AREA(ACRES) = 40.83 AREA -AVERAGED Fm(INCH/HR)= .08 ... AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 71.61 r ** PEAK FLOW RATE TABLE ** Tc Intensity Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR) (INCH/HR) (INCH/HR) (ACRES) 67.98 14.06 2.546 .75 .10 .08 30.48 2 71.61 20.69 2.019 .75 .10 .08 40.83 END OF RATIONAL METHOD ANALYSIS do Page 9 s ad 0 r] **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) ,rr (c) Copyright 1983-93 Advanced Engineering Software (aes) Ver. 1.9B Release Date: 7/18/93 License ID 1202 "* Analysis prepared by: HUITT-ZOLLARS, INC. 1101 S. MILLIKEN, SUITE G +�5 ONTARIO, CALIFORNIA 91761 TEL: (909) 390-8400 - FAX: (909) 390-8406 ************************** DESCRIPTION OF STUDY ************************** SIERRA BUSINESS PARK - FONTANA * LINE F * HYDROLOGIC ANALYSIS - 100 -YEAR - ULTIMATE CONDITION ************************************************************************** 'w FILE NAME: 0405F100.DAT rO TIME/DATE OF STUDY: 15:48 12/30/2004 ------------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: .n----------------------------------------------------------- --------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 10-YEARFINED 60-MINUTEC INTERPOLATION USED FOR RAINFALL* 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = .6000 A FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 2.1 -------------------------------------------------------- ------- +.� »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENT IS COMMERCIAL ** INITIAL SUBAREA FLOW-CHA* '20 473.00 UPSTREAM ELEVATION(FEET) = 1088.00 +r DOWNSTREAM ELEVATION(FEET) = 1081.50 ELEVATION DIFFERENCE(FEET) = 6.50 TC(MIN.) = .304*[( 473.00** 3.00)/( 6.50)]** .20 = 8.418 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.354 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FMCINCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 . SUBAREA RUNOFF(CFS) = 12.71 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 12.71 ************************************************************************** r�1 FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 3 ----------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< AN Page 1 -------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.6 UPSTREAM NODE ELEVATION(FEET) = 1077.10 DOWNSTREAM NODE ELEVATION(FEET) = 1067.70 FLOW LENGTH(FEET) = 546.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.71 TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 9.47 FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.057 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 6.95 SUBAREA RUNOFF(CFS) = 24.91 EFFECTIVE AREA(ACRES) = 10.25 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 10.25 PEAK FLOW RATE(CFS) = 36.73 TC(MIN) = 9.47 FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< -------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION(FEET) = 1067.40 DOWNSTREAM NODE ELEVATION(FEET) = 1064.90 FLOW LENGTH(FEET) = 296.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.73 TRAVEL TIME(MIN.) _ .58 TC(MIN.) = 10.05 FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.915 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 10.37 EFFECTIVE AREA(ACRES) = 13.25 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 13.25 PEAK FLOW RATE(CFS) = 45.79 TC(MIN) = 10.05 FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< Page 2 ,. m No Ali »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< --------------------------------------------------------------- ** DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION(FEET) = 1063.90 DOWNSTREAM NODE ELEVATION(FEET) = 1061.40 FLOW LENGTH(FEET) = 331.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.79 TRAVEL TIME(MIN.) _ .62 TC(MIN.) = 10.67 ro FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 8 ---------------------------------------------------------------------------- '� »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< dw 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.777 SOIL CLASSIFICATION IS "B" .. COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 15.66 EFFECTIVE AREA(ACRES) = 17.95 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 17.95 PEAK FLOW RATE(CFS) = 59.81 TC(MIN) = 10.67 +rr FLOW PROCESS FROM NODE 404.00 TO NODE 405.00 IS CODE = 3 ---------------------------------------------------------------------------- ,� »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< do -------------------------------------- -------------------------- ----------- DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION(FEET) = 1061.40 DOWNSTREAM NODE ELEVATION(FEET) = 1058.90 FLOW LENGTH(FEET) = 331.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 .w PIPE-FLOW(CFS) = 59.81 TRAVEL TIME(MIN.) _ .58 TC(MIN.) = 11.25 I, AN mm 40 FLOW PROCESS FROM NODE 404.00 TO NODE 405.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.658 SOIL CLASSIFICATION IS "B" 4i COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) _ .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 „* SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 15.48 Ad EFFECTIVE AREA(ACRES) = 22.75 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 22.75 PEAK FLOW RATE(CFS) = 73.37 MR TC(MIN) = 11.25 dI Am FLOW PROCESS FROM NODE 405.00 TO NODE 406.00 IS CODE = 3 ---------------------------------------------------------------------------- AM Page 3 I, AN mm 40 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< -------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION(FEET) = 1058.90 DOWNSTREAM NODE ELEVATION(FEET) = 1056.40 FLOW LENGTH(FEET) = 329.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.37 TRAVEL TIME(MIN.) _ .55 TC(MIN.) = 11.80 FLOW PROCESS FROM NODE 405.00 TO NODE 406.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.555 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 14.72 EFFECTIVE AREA(ACRES) = 27.45 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 27.45 PEAK FLOW RATE(CFS) = 85.98 TC(MIN) = 11.80 FLOW PROCESS FROM NODE 406.00 TO NODE 407.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< --------------------------------------------------------------- DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.4 UPSTREAM NODE ELEVATION(FEET) = 1056.40 DOWNSTREAM NODE ELEVATION(FEET) = 1053.90 FLOW LENGTH(FEET) = 333.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 85.98 TRAVEL TIME(MIN.) _ .54 TC(MIN.) = 12.33 FLOW PROCESS FROM NODE 406.00 TO NODE 407.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -- - - - - - ------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.462 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 14.63 EFFECTIVE AREA(ACRES) = 32.25 AREA -AVERAGED FM(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 32.25 PEAK FLOW RATE(CFS) = 98.31 TC(MIN) = 12.33 FLOW PROCESS FROM NODE 407.00 TO NODE 412.00 IS CODE = 3 Page 4 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< w »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< X111 DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.9 UPSTREAM NODE ELEVATION(FEET) = 1053.90 DOWNSTREAM NODE ELEVATION(FEET) = 1053.30 FLOW LENGTH(FEET) = 74.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 98.31 TRAVEL TIME(MIN.) _ .11 TC(MIN.) = 12.45 rr .w FLOW PROCESS FROM NODE 412.00 TO NODE 412.00 IS CODE = 1 ---------------------------------------------------------------------------- fo »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ----------= --------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.45 RAINFALL INTENSITY(INCH/HR) = 3.44 AREA -AVERAGED Fm(INCH/HR) = .08 '** AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = 10 EFFECTIVE STREAM AREA(ACRES) = 32.25 TOTAL STREAM AREA(ACRES) = 32.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 98.31 qq di am rr **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 411.00 IS CODE = 2.1 -------------------- ------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< DEVELOPMENTRCIAL +*� TC00)/(ELEVATION CHANGE)]** .20 K*[(LENGTH** 3E INITIAL SUBAREA FLOW-LENGTH(FEET) = 1903.00 UPSTREAM ELEVATION(FEET) = 1087.00 DOWNSTREAM ELEVATION(FEET) = 1069.00 ELEVATION DIFFERENCE(FEET) = 18.00 TC(MIN.) = .304*[( 1903.00** 3.00)/( 18.00)]** .20 = 15.830 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.981 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/H'R) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 15.43 TOTAL AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) = 15.43 do FLOW PROCESS FROM NODE 410.00 TO NODE 411.00 IS CODE = 8 MR ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< dd 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.981 SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = 0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 +tM SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 2.09 EFFECTIVE AREA(ACRES) = 6.70 AREA -AVERAGED Fm(INCH/HR) _ .07 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 Page 5 qq di am rr TOTAL AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) = 17.52 TC(MIN) = 15.83 **************************************************************************** FLOW PROCESS FROM NODE 411.00 TO NODE 412.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION(FEET) = 1054.20 DOWNSTREAM NODE ELEVATION(FEET) = 1053.30 FLOW LENGTH(FEET) = 76.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.52 TRAVEL TIME(MIN.) _ .15 TC(MIN.) = 15.98 **************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 412.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ----------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.98 RAINFALL INTENSITY(INCH/HR) = 2.96 AREA -AVERAGED Fm(INCH/HR) = .07 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 6.70 TOTAL STREAM AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.52 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Q Tc Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 114.22 12.45 3.443 .75 .10 .08 37.47 2 101.83 15.98 2.964 .75 .10 .08 38.95 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 114.22 TC(MIN.) = 12.448 EFFECTIVE AREA(ACRES) = 37.47 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) _ .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 38.95 **************************************************************************** FLOW PROCESS FROM NODE 412.00 TO NODE 413.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< ------------------------------------------------------------------ DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.8 UPSTREAM NODE ELEVATION(FEET) = 1052.30 DOWNSTREAM NODE ELEVATION(FEET) = 1048.80 FLOW LENGTH(FEET) = 485.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 Page 6 0 "m ad PIPE-FLOW(CFS) = 114.22 TRAVEL TIME(MIN.) _ .75 TC(MIN.) = 13.20 an FLOW PROCESS FROM NODE 412.00 TO NODE 413.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< do 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.324 SOIL CLASSIFICATION IS "B" `'R COMMERCIAL SUBAREA LOSS RATE, FM(INCH/HR) = .0750 wi SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 14.62 EFFECTIVE AREA(ACRES) = 42.47 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 43.95 PEAK FLOW RATE(CFS) = 124.19 TC(MIN) = 13.20 •q FLOW PROCESS FROM NODE 413.00 TO NODE 414.00 IS CODE = 3 ---------------------------------------------------------------------------- ""' »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.1 INCHES ,. PIPE -FLOW VELOCITY(FEET/SEC.) = 13.1 UPSTREAM NODE ELEVATION(FEET) = 1048.20 arW DOWNSTREAM NODE ELEVATION(FEET) = 1047.60 FLOW LENGTH(FEET) = 52.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 124.19 dW TRAVEL TIME(MIN.) = .07 TC(MIN.) = 13.26 FLOW PROCESS FROM NODE 413.00 TO NODE 414.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.314 dot SOIL CLASSIFICATION IS "B" COMMERCIAL SUBAREA LOSS RATE, Fm(INCH/HR) = .0750 SUBAREA PERVIOUS LOSS RATE, Fp(INCH/HR) = .75 SUBAREA PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 5.60 SUBAREA RUNOFF(CFS) = 16.33 EFFECTIVE AREA(ACRES) = 48.07 AREA -AVERAGED Fm(INCH/HR) _ .08 AREA -AVERAGED Fp(INCH/HR) = .75 AREA -AVERAGED Ap = .10 +� TOTAL AREA(ACRES) = 49.55 PEAK FLOW RATE(CFS) = 140.14 TC(MIN) = 13.26 d4 FLOW PROCESS FROM NODE 414.00 TO NODE 415.00 IS CODE = 3 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)««< DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.9 UPSTREAM NODE ELEVATION(FEET) = 1047.50 DOWNSTREAM NODE ELEVATION(FEET) = 1040.40 FLOW LENGTH(FEET) = 1435.00 MANNING'S N = .013 Page 7 Vo Am 4m No ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 140.14 TRAVEL TIME(MIN.) = 2.40 TC(MIN.) = 15.67 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 49.55 TC(MIN.) = 15.67 EFFECTIVE AREA(ACRES) = 48.07 AREA -AVERAGED FM(INCH/HR)= .08 AREA -AVERAGED Fp(INCH/HR) = --r7-5 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 140.14 ** PEAK FLOW RATE TABLE ** Q Tc Intensit Fp Ap Fm Ae (CFS) (MIN.) (INCH/HR� (INCH/HR) (INCH/HR) (ACRES) 1 140.14 15.67 2.999 .75 .10 .08 48.07 2 124.88 19.29 2.647 .75 .10 .08 49.55 ---------------------- END OF RATIONAL METHOD ANALYSIS Page 8 �l HE 0100 = 14014 cfs Easing 460 53.2 17.4 120.4 149.4 116 60.8 17.5 118.5 151.9 100 55.1 18.6 120.4 153.5 116.1 2.1 11.4 4.8!!1!!!! 6.3 1.00.1 1.9 9.7 4.9 6.3 116.2 0.7 9.9 1.8 2.3 101 59.6 18.9 127.9 163.3 117 13.4 13.7 28.9 37.7 101.1 0.2 8 0.7 0.9 117.1 0.5 7.4 1.7 2.1 102 62.3 18.9 132.4 169.2 117.2 0.5 7.4 1.5 1.9 102.1 2.7 10.6 6.5 8.4 118 0.5 5.3 1.9 2.4 103 66.4 19 139.1 177.9 118.1 0.2 6.1 0.9 1.1 103.3 4.1 14 8.2 10.7 118.2 0.3 5.2 1.1 1.3 103.01 69.7 19.1 144 184.4 119 12.4 13 26.8 35 103.1 1.4 8.9 3.4 4.5 150 3.8 10.7 9.1 11.8 103.2 1.9 13.3 3.8 5 150.1 1.7 10.5 4.2 5.4 104 76.6 19.5 155.1 198.9 150.2 2 10.5 4.9 6.4 105 6.9 17.4 11.6 15.4 151 9.7 11.9 12.1 27.3 106 78 19.7 156.9 201.4 151.1 3.7 12.9 7.7 10.1 106.1 1.4 8.8 3.5 4.6 152 11.9 12.8 25.5 33.4 107 148.3 18.5 281.4 361.1 152.1 0.2 6 0.9 1.1 108 149.3 18:9 283.3 363.5 .152.2 2 10.4 4.8 6.4 108.1 0.5 9.2 1.5 2 200 3.5 7.8 9.9 12.7 108.2 0.5 9.2 1.3 1.7 200.1 2 7.8 5.8 7.5 109 149.7 19.5 284.1 364.5 200.2 1.6 8.9 4.2 5.5 109.1 0.5 8 1.4 1.8 201 4.8 8.6 13.3 17.1 110 163.1 19.6 309 396.5 201.1 0.6 6.8 1.8 2.3 111 164.3 19.7 310.9 399 201.2 1.202.01 1 0.7 7.2 2.1 2.7 111.1 .. .1.2 _9.6 3.2 4.1 5.8 1 8.7 15.6 20.1 112 166.2 20.4 313.8 402.8 202.02 1 10.7 2.6 3.3 112.1 1.9 9.8 4.7 6.1 202 7.7 7.7 21.1 27.1 113 233.3 18.6 437.6 561.9 202.1 0.8 7.2 2.5 3.2 114 67.1 18.5 129 165.5 202.2 1.2 ; 7.7 3.4 4.4 114.2 1.6 7.3 4.8 6.2 203 11.1 !; 8.5 30.5 39.2 115 62.7 17.7 121.8 156.1 203.1 0.7 j j 8.5 2 2.6 115.1 1.9 11.1 4.4 5.8 203.2 2.7 j 8.4 7.6 9.8 204 12.6 8.9 34.3 44.1 204.1 1.4 8.8 3.9 5 205 16.8 9.6 42.9 55.4 205.1 1.4 11.3 3.2 4.2 205.2 "2.9 12.5 6.1 8 206 250.1 18.8 468.7 601.9 206.01 251.8 18.9 471.5 605.5 206.1 1.7 10.3 4.2 5.5 207 254.4 18.9 471.5 605.5 300 4.4 8.5 12.6 16.2 300.1 1.5 9 4 5.2 300.2 1.7 8.5 4.9 6.2 300.3 1.3 7.8 3.9 5 301 7.5 9.6 20.4 26.1 301.1 0.7 7.7 2.2 2.8 301.2 2.4 10.5 6.1 7.8 302 13.2 11.2 32.6 41.9 302.1 2.1 10.4 5.3 6.9 302.2 3.6 13.7 7.6 9.9 303 16.6 11.6 40.6 52.3 303.1 1.8 10.7 4.4 5.6 303.2 1.7 11.2 4 5.2 400 16.6 12.1 40.6 52.3 401 266.4 20.4 496.4 637.1 403 270.8 20.9 504 646.8 * TC based on 100 yr storm design 100' 50' 0' 100' 200' GRAPHIC SCALE. 1 "=100' LEGEND -- - - SUBAREA DRAINAGE LIMITS WA TERSHED LIMI TS 0271 � SUBAREA NO. 0.15 SUBAREA AREA - Acre 203.4 NODE NO. w a� VICINITY MAP NOT TO SCALE ST 54' - ICP p _�� C.B. 6 EXIST 72' --! Q100=5.2 CFS /-LAT. 91 -1'/ -LINE "I' A=1.8 AC SANTA ANA AVE 10.4 i. EXIST 90' RCP w Y 0 CB # 1-1 Q25= 4.0 CFS = Q100= 5.2 CFS QIN T=5.2 CFS CB # 1-4 Q25=6.1 CFS \ Q100=78 CFS QIN T= 7. R CES I N CB # 1-8-\ Q25=4.6 CFS Q100=5.9 CFS QIN T=3.1 CFS CB # 1-3 -� Q25= 7.6 CFS Q100=3.0 CFS QIN T=6.8 CFS CB # 1-10 Q25=4.4 CFS CB # 1-5 Q25=2.2 CFS Q100=2.8 CFS QIN T=2.4 CFS CB # 1-9 Q25=1.7 CFS Q100=2.1 CFS QIN T=2.2 CFS t LINE 'I" CB # 1-2 Q25=5.3 CFS Q100=3.2 CFS INT -2 9 CFS Q100=5.6 CFS Q - 1519. GREEN ASH STREET LINE ph CB # °-8 Q25= 4.9 CFS Q100=6.4 CFS QIN T=2.6 CFS cc Lu MST -OAK LANE a J w m CB # B-11 Q25= 4.8 CFS Q25=4.2 CFS co Q 100= 6.2 CFS o QIN T= 4.4 CFS QINT= 6.2 CFS I CB # E-2 CB # B-5 = 0 o0.9 -Q25-CFS Q 100= 2.3 CFS Q 100=1.1 CFS QIN T--1.1 CFS 2.4 Q25= 7.6 CFS \-CB B-3 CB -# E-1 Q25=1.1 CFS Q100=1.3 CFS Q100=9.8 CFS QIN T=1.3 CFS z co =J CB # D-6 Q25= 6.0 CFS Q100= 8.0 CFS QINT=12.1 CFS . ce - CB # D-4 Q25= 6.0 CFS Q25= 0.9 CFS Q 100= 8.0 CFS Q100= 1J CFS CB D-1 QIN T=12.1 CFS QINT=1.1 CFS Q25=1.7 CFS Q100=2.1 CFS 31.2 LINE E CB # D-2 Q25=1.5 CFS Q100=1.9 CF: QIN T=1.9 CFS C.B.#5- z Q100=5.2 a CB#1-11 A=1.8A CB # 1-6 Q25= 3.9 CFS Q25=4. 0 CFS Q100=5.0 CFS Q100=5.2 CFS QIN T=5.0 CFS QINT=5.2 CFS N�OTT'A1 :p� W�. CB # D-7 Q25=4.2 CFS Q100=5.4 CFS QIN T=3.3 CFS CB # 1-7 Q25= 4.9 CFS Q100=6.2 CFS QIN T= 6.2 CFS CB # H-1 Q25=6.5 CFS Q100=8.4 CFS 0INT-9 0 ,n Lo RAIN TREE LANE TRACT N0. 16495 LINE D CO CB # A-5 Q25=1.4 CFS Q100=7.8 CFS QIN T=1.8 CFS � z � ul ii U Z a COMMERCIAL SITE c, cc uj (�� Q Q J m CB # A-3 m Q25=4.7 CFS Q10'0=6.1 CFS QINT= 6.1 CFS CB # A-2 Q25= 4.2 CFS 100=5.5 CFES 605.5 6 .5 EXIST 102' RCP cBB-1 # LINE A Q25=6.1 CFS Q100=8.0 CFS QIN T--8.1 CFS CB # B-2 Q25=3.2 CFS --� Q100=4.2 CFS N QIN T=8.1 CFS o COMMERCIAL SITE LINE B LINE 'H' CB # F-7 Q25=8.2 CFS Q100=10.7 Cl QIN T=10.7 �I CB # F-4 Q25=10.8 CF Q100=14.1 C QIN T- F FB=5.9 i CB # F-5 Q25=0J CFS Q100=0.9 CFS QIN T-70.5 CFS CB # F-2 Q25=3.4 CFS Q100=4.5 CFS QIN T=7.5 CFS GRP�E VINE ����T C F-3 � Q25=3.8 CFS Q?00=5.0 CFS LINE IF QIN T=7.5 CFS tu Lu y PARK SITE �I ce # c-1tINE G � Q25=5.8 CFS Q Q100= 7.7 CFS � QIN T-7.7 CF Nn E LILY WAY „ ��� � I cd IIII I I I PARK SITE =5.8 CFSI-C3 # F-7 Q100=7.7 CFS Q25=3.5 CFS QIN%7.7 CFS Q100=4.6 CFS N QIN T=2.6 CFS CB # A-6 Q25=1.3 CFS Q100=1.7 CFS � - niNr-.3 4�- Lo `- LINE A (6 CB # A-4 Q25=3.2 CFS Q100=4.1 CFS QIN T=7.1 CFS m RED ASH COURT � a INE A CB#C-2 Q25=5.7 CFS Q 100= 7.4 CFS Q NT -A. e GFS CB#C-1 Q25= 4.8 CFS Q100=6.2 CFS QIN T=8.4 CFS 1 40' 0' 80' 160' GRAPHIC SCALE: 1 "=80' CB # - Q25= . CFS Q100 .0 CF QINT 0 CF,' CB # C- 3 -� Q25=4.4 CFS Q100=5.8 CFS nine r=.� R r.FS LINE C w J w m CB # B-11 35.3 RED CEDAR COURT l Q25=4.2 CFS co Q100=5.5 CFS QIN T= 4.4 CFS LINE R CB # B-5 Q25=1.8 CFS Q 100= 2.3 CFS Q25= 7.6 CFS \-CB B-3 Q100=9.8 CFS # QIN T=6.8 CFS Q25=3.9 CFS Q100=5.0 CFS a QIN T=5.0 CFS CB # B-4 Q25=2.0 CFS Q100=2.6 CFS QIN T-5.6 CFS cc cc M CB # B-7 Z Q25=2.5 CFS ii Q100=3.2 CFS CRABAPPLE LANE CB # B- 6 }. Q25=3.4 CFS Q100=4.4 CFS CB # B-12- QIN T= 5.9 CFS Q25=2.6 CFS Q100=3.2 CF � 96' RCP QIN T=1.1 CFS 3:EXIST 1 40' 0' 80' 160' GRAPHIC SCALE: 1 "=80' CB # - Q25= . CFS Q100 .0 CF QINT 0 CF,' CB # C- 3 -� Q25=4.4 CFS Q100=5.8 CFS nine r=.� R r.FS LINE C CB # B-8 Q25=2.1 CFS Q100=2.7 CFS QIN T=2.7 CFS 140.1 LINE AFS CB # F-6 Q25= 4.9 CFS Q100=6.3 CFS QIN T=0.4 CFS TRACT N0. 16074 �- SCHOOL SITE )100 C060-84 cfs 025 = 125.50 cfs Tc=17.97 min ice # c-4 Q25=4.8 CFS Q100=6.3 CFS T=6.3 CFS Q100 = 145.55 cfs Q25 = 113.60 cfs 36 min -CB # C-5 Q25=1.8 CFSQ100=2.J CFS � QIN T=2.3 CFS I �� LEGEND PIPE FLOW (CFS) SURFACE FLOW (CFS) 71?1B TRIBUTARY FLOWRA TE (CFS) INT INTERCEPTED FLOWRATE (CFS) -CB # B-10 FB FLOWBY FLOWRA TE (CFS) Q25= 5.8 CFS Q 100= 7.5 CFS 100 TRIB. 100 -YEAR FLOWRA TE (CFS) QIN T--4.4 CFS 25 TRIB. 25 -YEAR FLOWRATE (CFS) w z w > a a w SAN BERNARDINO FWY (10) SLOVER A ENUE fA ANA AVE. �1 s z w > a a CCw H cn ---rtill SANTA ANA AVE. _4 MAYWOOD ST. 11 JURUPA AVENUE VICINITY MAP NOT TO SCALE w J w m CB # B-11 0 Q25=4.2 CFS co Q100=5.5 CFS QIN T= 4.4 CFS LINE R CB # B-9 Q25=1.8 CFS Q 100= 2.3 CFS CB # B-8 Q25=2.1 CFS Q100=2.7 CFS QIN T=2.7 CFS 140.1 LINE AFS CB # F-6 Q25= 4.9 CFS Q100=6.3 CFS QIN T=0.4 CFS TRACT N0. 16074 �- SCHOOL SITE )100 C060-84 cfs 025 = 125.50 cfs Tc=17.97 min ice # c-4 Q25=4.8 CFS Q100=6.3 CFS T=6.3 CFS Q100 = 145.55 cfs Q25 = 113.60 cfs 36 min -CB # C-5 Q25=1.8 CFSQ100=2.J CFS � QIN T=2.3 CFS I �� LEGEND PIPE FLOW (CFS) SURFACE FLOW (CFS) 71?1B TRIBUTARY FLOWRA TE (CFS) INT INTERCEPTED FLOWRATE (CFS) -CB # B-10 FB FLOWBY FLOWRA TE (CFS) Q25= 5.8 CFS Q 100= 7.5 CFS 100 TRIB. 100 -YEAR FLOWRA TE (CFS) QIN T--4.4 CFS 25 TRIB. 25 -YEAR FLOWRATE (CFS) w z w > a a w SAN BERNARDINO FWY (10) SLOVER A ENUE fA ANA AVE. �1 s z w > a a CCw H cn ---rtill SANTA ANA AVE. _4 MAYWOOD ST. 11 JURUPA AVENUE VICINITY MAP NOT TO SCALE