The URL can be used to link to this page

Home My WebLink AboutTract 16074 Storm Drain Basis of Design T STORM DRAIN BASIS OF DESIGN Sycamore Hills, Tentative Tract 14 To. 16074 1 I Prepared For: Forecast Homes 10670 Civic Center Drive Rancho Cucamonga, CA 91730 Prepared By: B *bez? Beitt,'William Trost t►& lssociates Processional Engineers, Planners & Surveyors P.O. Box 57057, 14725 Alton Parkway, Irvine, CA 92819 (714) 472 -3505 Fax: (714) 472 -8122 Contact Persons: �\ Steve Giffen, RCE No. 42154 j( g of E V O t y� April 11, 2000 /y�g , Revised May 29, 2000 Revised June 30, 2000 c042154 Revised October 23, 2000 3 Esp Revised November 10, 2000 'K '� JN 15- 100187 . J T Ciy \L 0 / 1111 OF C A1.1 may i 4 1 SYCAMORE HILLS - STORM DRAIN BASIS OF DESIGN TABLE OF CONTENTS 1 SECTION 1.0 INTRODUCTION 1 -1 1.1 Location and Setting 1 -1 1.2 Project Objectives 1 -1 SECTION 2.0 ENVIRONMENTAL SETTING 2 -1 2.1 Natural Watershed Description 2 -1 2.2 Existing and Proposed Land Uses On and Off -Site 2 -1 2.3 Existing Drainage Facilities 2 -2 2.4 Flood Hazard Zones 2 -2 1 SECTION 3.0 PREVIOUS WATERSHED STUDIES AND INVESTIGATIONS 3 -1 3.1 Master Storm Drainage Plan Study 3 -1 1 3.2 Empire Center Hydrology Study 3 -1 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 SECTION 5.0 ENGINEERING ANALYSIS AND METHODOLOGY 5 -1 5.1 The Rational Method 5 -1 5.2 Proposed Development Onsite Hydrology 5 -3 1 5.3 Storm Drain Hydraulics 5 -5 5.4 Inlet Hydraulics 5-7 SECTION 6.0 MITIGATION MEASURES 6 -1 1 6.1 Drainage and Flood Protection Guidelines 6 -1 6.2 Drainage System Requirements 6 -1 1 1 1 1 15- 100187 i Introduction 1 SYCAMORE HILLS - STORM DRAIN BASIS OF DESIGN 1 1 LIST OF EXHIBITS Site Location Map Developed Condition Hydrology Map (Map Pocket) Land Use Plan 1 TECHNICAL APPENDIX Appendix A 10 -Year Developed Condition Hydrology 1 Area North of Santa Ana Avenue Street Flow at Intersection of Santa Ana Ave and Tamarind Ave Hydrology to Node 410 Hydrology to Node 530 (Empire Center Blvd) Hydrology to Node 311.01 (Sierra Ave) 25 -Year Developed Condition Hydrology Area North of Santa Ana Avenue Street Flow at Intersection of Santa Ana Ave and Tamarind Ave Hydrology to Node 410 Hydrology to Node 530 (Empire Center Blvd) Hydrology to Node 311.01 (Sierra Ave) 1 100 -Year Developed Condition Hydrology Area North of Santa Ana Avenue Street Flow at Intersection of Santa Ana Ave and Tamarind Ave Hydrology to Node 410 Hydrology to Node 530 (Empire Center Blvd) Hydrology to Node 311.01 (Sierra Ave) • Appendix B Storm Drain Hydraulics 100 -year (Existing System - DeClez Channel to Santa Ana Avenue) 100 -year (Proposed System - Lines A, C, D and E ) 100 -year (Proposed System - Lines B, F and G ) 100 -year (Temporary Channels) Appendix C net Sizing Calculations 1 1 I 15- 100187 ii Introduction 1 SYCAMORE HILLS - STORM DRAIN BASIS OF DESIGN SECTION 1.0 INTRODUCTION 1 1.1 Location and Setting I The following report is a preliminary stormwater and surface drainage technical investigation provided in support of the Sycamore Hills project. The existing site is composed of one parcel separated into nine separate Planning Areas. A portion of the project area has been approved as Tentative Tract Map No. 16074. I This report is an assessment of the stormwater quantity issues associated with the proposed development. The Sycamore Hills project site is located in the southern portion of the City of Fontana, San Bernardino County. The 179.8 acre site is bounded by Santa Ana Avenue and existing vacant land to the north, and to I the west by existing vacant land and the extension of Sierra Avenue. The southern boundary is adjacent to Jurupa Avenue and a recently built single family residential area, while the eastern boundary is adjacent to Tamarind Avenue and existing residential lots. The Site Location Map, Exhibit 1, shows the project location. 1.2 Project Objectives 1 The primary objectives of this stormwater and hydrologic investigation are the following: • Research and review existing drainage criteria, previous drainage studies, master - planned 1 regional improvement plans, local drainage requirements. • Perform preliminary hydrology analysis of the local on -site watershed, based on proposed land 1 uses, drainage patterns, ground slopes, and soil types to generate the 10, 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 . 1 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. • Perform Hydraulic Analysis for the proposed site based on proposed Storm Drain Improvement Plans. 1 • Perform Inlet Hydraulics to size the on -site catch basins. All technical analysis in this report will be in compliance with the San Bernardino County Hydrology Manual. I Prior to final design additional engineering analysis and field investigation will be required to develop an final design system. 1 1 1 15- 100187 1 -1 Section 1 1 FORECAST HOMES SYCAMORE HILLS SPECIFIC PLAN SAN BERNARDINO AVE. t 1 it a Fontana i 4 Bo a go j a i a v , < , MARYGOLD AVE. *— - - — - 0. LI - - I -1 N t a VALLEY BLVD. 1 g Fontana ,_ 1 SLOVER AVE. z 1 -- —_ -- W go - i - 0 4 San Bernardino a a z ' z County 1 co ' 5 ; i o SANTA ANA AVE. 1 J j w Q N Project AYWOOD ST. y < Site p v V V W 1_ - ti f -J 1 JURUPA AVE. 1 cc co Fontana 7TH S7 I g I L. �Q0 9Gd Riverside County o AL NOT TO SCALE Site Location G i f ROBERT BEZN, WILLIAM FROST &AssocIATES Exhibit 1 4100 4P410-100794 -1410 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN SECTION 2.0 ENVIRONMENTAL SETTING 1 2.1 Natural Watershed Description The proposed Sycamore Hills project site consists of one parcel on 179.8 acres. The project area is within south Fontana, an area utilized for agricultural uses over the years. The agricultural uses in the past within the project area included 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 project area has been utilized for agricultural uses in the past. 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. Natural vegetation is limited primarily to annual grasses with generally average to good coverage. The local 1 watershed response to precipitation events is generally slow and results in sheet flow because of the generally low topographic relief. Tamarind Avenue serves as a physical barrier to limit offsite flows from the eastem watershed areas beyond the road. Development of the proposed Sycamore Hills project will require 1 removal of the existing vegetation and rubbish. 2.2 Existing and Proposed Land Uses On and Off -Site 1 2.2.1 Existing On -Site Land Uses I On -site land uses within the Sycamore Hills project area presently consist of vacant land. The property includes grass lands, shrubs, trees and fencing. Scattered grapevines are located within the site area, remnants of past viticulture operations. 1 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. 2.2.3 Proposed Land Uses I • Approximately 274 Single Family dwelling units with a minimum lot size of 5,200 sq. ft. (5.4 du /gross ac) and 241 Single Family dwellings with a minimum lot size of 7,200 sq. ft. (4.0 du /gross ac). 1 • Commercial Office and Professional uses adjacent to Santa Ana Avenue on 2.7 acres. 1 • Community Commercial uses adjacent to Empire Center Boulevard South. • A 12 -acre School site has been designated within PA 3. The school site would be implemented at the discretion of the Colton Unified School District. The final land use for this site has not been fully determined at this time. There is a possibility that the area will be developed as residential. PP 15- 100187 2 - 1 °^` °"" SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN As previously noted, the Sycamore Hills 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 which 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 Stover Avenue is unbuilt, 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 which impact the project site and considerations of these issues must be incorporated into any proposed stormwater management system for that site. Currently, a 102 -inch RCP stub has been constructed at Sierra Avenue to convey the flows from the tributary I 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 r maintained by the San Bernardino County Flood Control. The 9' x 14' RCB is located in Jurupa Avenue between Oleander Avenue and Sierra Avenue. At Jurupa Avenue and Sierra Avenue the drainage system continues north in Sierra Avenue as a 108 -inch RCP for about 800 feet to the 102 -inch lateral stub which 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 are one of the primary factors which govem the design of the drainage system. The existing storm drain facilities were based upon specific assumptions regarding the tributary drainage area and associated peak runoff for hydraulic conveyance. An important design concern is assuring the original hydraulic design capacity is not exceeded with the proposed development flowrates. A detailed engineering analysis during the final design of the development drainage system should verify the hydraulic capacity of the downstream drainage systems. 2.4 Flood Hazard Zones 1 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 NFIP must adopt and enforce minimum floodplain management standards, including identification of flood hazards and flood risks. Flood insurance studies previously developed flood hazard designations for this area. The project site is located on the Flood Insurance Rate Map (FIRM) panel for the City of Fontana 06027A 0010B published 5/3/93. The flood insurance map indicates that the south area of the site from Jurada north approximately 280' 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. A CLOMR is currently being processed to remove the Zone "A" designation. 15- 100187 2 - 2 Section 2 0 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN 1 SECTION 3.0 PREVIOUS WATERSHED STUDIES AND INVESTIGATIONS 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 stormwater requirements and have been incorporated into the local stormwater management program for the site. 1 3.1 Master Storm Drainage Plan Study 1 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) i 1 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 project site is located in the area designated as Empire Center in South Fontana. Flows from the site are tabled to be conveyed in a drainage system in Sierra Avenue. The flows are then conveyed 1 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. 1 3.2 Empire Center Hydrology Study 1 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 c 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 two areas within the study area. The two areas are divided between the area located north of Santa Ana Avenue and the area located south of Santa Ana Avenue. In the report, Line "A" represents the storm drain line which will drain the Sycamore Hills site. The design frequency of Line "A" is 100 -year. The stub out for Line "A" was designed to convey the 100 -year overflow from the proposed storm drain line in Santa Ana Avenue which is designated as Line "B" in the report. Line "B" 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 to Line "A" for full development. i 1 15- 100187 3 -1 Section 3 1 SYCAMORE HILLS 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 stormwater 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 1 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 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 criteria for each line is shown on the Exhibit Map" 1 The primary issues which govemed the conceptual configuration of the local drainage system included the following: • The Exhibit Map from the Master Storm Drainage Plan designates the storm which serves the Sycamore Hills 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. • Maintaining the drainage conveyance of the offsite drainage area which is tributary to 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. • 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 1 The proposed local drainage system for Sycamore Hills will consists of three main onsite storm drain systems. The extent of these drainage systems determine the limits of the tributary drainage boundaries. The local drainage systems drain relatively small individual tributary subareas based upon the proposed grading and 1 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, street intersections determined the surface inlet requirements. Additional minor landscaping drainage systems may 1 be installed as required which will be connected to the local onsite drainage system. The proposed drainage system is depicted on the Hydrology Map , Exhibit 2. In general, the site is comprised of approximately 113 acres of residential area, a 12 acre school site (pending agreement with the City of Fontana) and a 54 acre 1 area to be developed in the future. 1 Line A Tributary • 15- 100187 4 -1 Section 4 1 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN This Po rtion of storm drain includes the line which will extend from the west end of Underwood Street to the intersection of Santa Ana Boulevard and Tamarind Avenue. The storm drain will drain Planning Areas 2A, 1 2B, 3 and the north east corner of Planning Area 1A. The Planning Areas are shown on the Land Use Plan, Exhibit 3. Line "A" in the hydrology study represents the drainage system which will drain the northern half of the Sycamore Hills site. At its outlet the tributary drainage area is approximately 70.0 acres. In general, the design frequency of Line "A" is the 100 -year flood event. The 10 -year proposed development flowrate is estimated to be 106.6 cfs at its outlet on the west end of Underwood Street. The 25 -year discharge to this storm drain line is 124.0 cfs. The 100 -year proposed development flowrate is estimated to be 159.0 cfs. Line B Tributary I This portion of the storm drain system drains the majority of Planning Area 1A and all of Planning Area 1 B. Line "B" has a tributary drainage area of approximately 58.0 acres at its confluence with Line "A ". The 10 -year proposed development flowrate is estimated to be 97.9 cfs. The 25 -year discharge to this storm drain line is 113.6 cfs. The 100 -year proposed development flowrate is estimated to be 145.6 cfs. 1 Offsite / Temporary Channel Tributary 1 This segment of storm drain conveys flows from the area north of Santa Ana Avenue. Approximately 79 acres of offsite area north of Santa Ana Avenue. This system will confluence with Line "A" and Line "B ". The offsite tributary watershed to the project site north of Santa Ana Avenue will generate direct surface runoff. The I construction of the Santa Ana Avenue will create a physical barrier not allowing any surface water north of the road to discharge directly onto the site. However, approximately 79 acres north of Santa Ana Avenue will be taken onto the site through the 54.0 acre lot immediately east of the proposed Empire Center I Boulevard. Until Planning Areas 4, 5A, and 5B are developed, temporary earthen channels will be constructed to convey to flows generated from this area. Sri 1 1 1 . 15- 100187 4 - 2 Section 4 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN SECTION 5.0 ENGINEERING ANALYSIS AND METHODOLOGY Hydrologic calculations to determine the 10, 25, and 100 -year design storms for tributary areas Tess than 500 acres are required to be performed using the AES software for the San Bernardino County Rational Method outlined in the San Bemardino County Hydrology Manual dated 1986. The watershed subbasin 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. 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 Toss coefficient which describes the effects of land use and soil type on surface infiltration. The 10, 25, and 100 -year design discharges at intermediate points were computed by generating a hydrologic "link -node" model which divides the area into drainage subareas, each tributary to a concentration point or hydrologic "nodes" are linked I together by hydraulic conveyance processes which describes the physical watershed process. The subarea layout and the results of the Rational Method analysis are shown on the Hydrology Map, Exhibit 2. 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 area consists of soil type "B ". • Hydrologic soil ratings are based on a scale of A through D, where D is the least pervious, providing the greatest runoff. Soii type "D" will be used for the hydrology analysis to provide a conservative flow rate estimate since much of the site will be raised with imported fill which may have a different soil type classification. 2. The infiltration rate is also affected by the type of vegetation or ground cover and percentage of impervious surfaces. The developed condition covers 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 75 was selected to reflect the runoff potential based upon Soil Conservation Service guidelines for Residential Landscape, Exhibit 3. 3. The runoff coefficients which were considered representative of the development land use condition included "residential (5 -7 du /ac)" for the residential development areas and "commercial" for the street i and the 54 acre area, which reflects the highest percentage of imperviousness. A landuse of "residential (5 -7 du /ac)" was also used to model the school site since the construction of the school will be dependent on whether or not the facility is needed. Assuming a residential landuse will yield a conservative discharge estimate due to the increased imperviousness associated with the landuse. j 1 4. The Kirpich formula as used to determine the times of concentration (TO for initial upstream subareas. This procedure is applicable for determining the time of concentration for watershed catchment where overland flow hydraulics dominate. Initial subareas 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. 15-100187 100187 5 1 Section 5 i con M O O• i t cri V = O co 2Q 0y I W jl UW T-: W - N Z ,t-., I �l I ' ; 1 -1 •., O N `~ 1 I ,1 I ___i_______1____, 1 r i ll i it a 1I I i ulIlulull Ed 0 Q i i co. 1 -_ wi i th d. 11 11, . I a I l s• n . i M ME• a Q Z �Q I 1 � .p r - . moor ' _ � .. a� 11 11 I 11 i 0 co 4.4D 0 % i 0 c Al �� i --1- a N o ili - • °C ` °h WI/ I ,)`,. ' . ! Nlii I — e':'="' i II iJ ► a o iIHiUui - - // \ cQc - Ilikm 1 I m V ' �� N Q i r' 0 i a ''''f a i ice \ N in Q L i - �. v a o N 'a' Q AO C/ ao I �\ I i ` j - , 1 \ ■1111 I �, \I r i I j i I _ o ' 0 o w �� i I • II -- ; I� po __IL F 1 - - - - - - -- --- - - - - -- -- - - - -- _ - - - - -- --- - - - - -- - - r ---- -- --------- - - - - - -- ----- ------------------- -}----- - - - - -- - - - - -- I I I I 1 1 E SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN 1 5. Pipe travel times were computed based upon preliminary pipe size estimation assuming normal depth for an estimated friction slope. The travel time were 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. 1 6. Standard rainfall intensity - duration curve data was obtained from the San Bemardino County Hydrology Manual, dated August 1986. 1 7. The 10 -, 25 -, and 100- year peak flow computations for the developed watershed land use conditions are included in Technical Appendix A. I 8. The hydrology calculations assumed 100 percent interception of the surface runoff at the street inlets and local area drain inlets. 1 9. Hydrology information for the tributary area north of Santa Ana Avenue which traverse the site was obtained from the Empire Center hydrology study. Flow rates for the 10 and 25 -year design frequency were approximated by using hydrology frequency factors multiplied by the computed 100 -year 1 discharge. The factors for computing the 10 and 25 -year discharges at Node 208.01(Master Hydrology Study for Empire Center) were taken to be 0.66 and 0.79, respectively. These factors are commonly used by Orange County Public Facilities and Resources Department (OCPF &RD) . This procedure will I provide approximate values of the peak flow rates at the various frequencies without performing additional hydrologic investigations for the offsite watershed areas. The discharges at Node 208.01 for the 10 and 25 -year discharges are 70.36 and 84.21 cfs, respectively. 1 10. Per criteria from the San Bemardino County Hydrology Manual an Antecedent Moisture Condition (AMC) of 2 was utilized for the 10, 25 and 100 -year analysis which reflects the degree of ground I 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 pattems 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. 1 Table 1 . Hydrologic Summary 1 { Node 1 Area (ac) 1 TC (min) 1 010 (cfs) 1 025 (cfs) ! 0100 (gisLi 10 5.03 15.10 8.56 9.94 12.71 I 20 9.79 14.31 15.21 17.69 22.67 25 18.52 16.31 24.65 28.77 37.01 30 23.01 15.68 31.90 37.17 47.79 1 35 1.33 12.58 2.56 2.96 3.78 37 30.10 18.48 42.18 49.24 63.39 I 40 4.10 14.45 7.19 8.34 10.66 50 10.49 12.89 18.72 21.69 27.70 15- 100187 5 - 3 Section 5 SYCAMORE HILLS STORM DRAIN I LS DRA BASIS Of DESIGN 1 I Node 1 Area (ac) 1 TC (min) 1 010 (cfs) 1 025 cfs ( ) ( ) ( ) (cfs) 1 0100 (cfs) I 60 __ 70 16.07 13.67 27.36 31.73 40.48 80 4.05 14.38 7.13 8.27 10.57 1 90 50.22 16.39 74.14 86.32 110.84 100 1.50 9.76 3.41 3.94 5.02 I 110 3.42 10.50 6.51 7.52 9.57 120 4.84 12.20 9.12 10.55 13.44 130 1 140 55.06 15.98 82.69 96.18 123.34 150 56.28 16.13 84.70 98.50 126.30 I 160 57.09 16.56 85.98 100.00 128.21 170 5.37 14.83 9.49 11.01 14.07 175 6.12 13.44 11.26 13.06 16.68 1 180 12.39 14.51 20.15 23.38 29.88 182 70.28 17.97 106.68 124.04 159.01 I 185 70.28 17.80 106.68 124.04 159.01 190 57.89 17.41 87.26 101.47 130.11 200 --- 210 7.97 16.30 12.63 14.67 18.79 220 3.26 15.09 5.55 6.44 8.24 I 230 11.23 16.51 17.87 20.75 26.59 I 240 --- 250 16.71 16.32 26.71 31.00 39.65 255 3.14 11.89 5.95 6.89 8.79 260 5.35 11.61 10.21 11.83 15.09 270 7.67 11.70 14.89 17.25 21.99 280 10.97 13.25 20.95 24.27 30.94 I 290 - 300 310 . 5.15 13.77 8.99 10.43 13.33 1 320 10.34 13.82 18.03 20.90 26.72 330 23.45 14.90 42.39 49.19 62.90 I 335 24.14 15.38 43.54 50.52 64.62 340 40.85 15.46 70.23 81.50 104.26 345 43.17 15.12 74.16 86.03 110.07 1 350 44.77 15.16 76.88 89.18 114.10 360 46.24 16.40 79.24 91.92 117.62 I 370 --- 380 3.03 14.00 _ 5.43 6.29 8.04 15- 100187 5 - 4 Section 5 _. 1 41," k 1 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN Node 1 Area (ac) 1 TC (min ! 01 0 (cfs,) 1 025 f ) 1 0100 f Li I 390 53.27 16.48 90.33 104.88 134.35 400 4.15 13.14 7.67 8.89 11.36 410 57.42 16.80 96.93 112.52 144.19 1 415 57.98 17.36 97.88 113.62 145.58 420 238.33 20.11 304.01 362.10 468.49 I 450 70.70 18.28 95.92 114.74 147.26 460 79.02 21.22 95.92 114.74 147.26 500 161.54 18.68 200.07 234.69 305.12 1 510 --- 530 260.72 22.25 304.01 362.10 468.49 1 311.01 _ 317.26 23.74 336.23 392.87 562.12 I A comparison at key nodes between the discharges developed for the Master Hydrology Study for Empire Center and those developed for Sycamore Hills are presented in Table 3 I Table 2 Hydrologic Comparison 1 Sycamore Hills Basis of Design Master Hydrology study for Empire Center Location Node Area Q100 Q/A 1 Node Area Q100 g (ac) _ (cfs) (cfs /ac) ac (cfs) Empire 530 260.72 468.5 1.800 433.01 282.60 482.13 1.833 Center Blvd Sierra 311.01 317.26 562.1 1.772 311.01 291.0 488.36 1.678 Avenue E Based on the results of the hydrologic comparison it appears that the two studies are very close. The main 1 difference is in the tributary areas. The cfs /ac values are very close. 1 1 1 1 15- 100187 5 - 5 Section 5 - 1 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN 1 5.3 Storm Drain Hydraulics The City of Fontana is the governing agency for the storm drain system, overseeing both design and maintenance for both the in tract and infrastructure facilities which convey runoff to the DeClez Channel which 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 which are in excess of the capacity of the pipe system 1 are calculated to be fully contained within the downstream street right of ways. The existing drainage runoff patterns of the existing project site is generally in a southwest direction. The I proposed tentative tract grade will mirror this pattem. The existing storm drain system that will except flows from the site consists of a 108" RCP facility within Sierra Avenue. The proposed system will tie into this facility via an existing 102" RCP lateral located in Sierra Avenue approximately 800' north of Jurupa Avenue. I The initial system will then consist of an open earthen channel design from Sierra Avenue easterly to proposed Empire Center Boulevard South and continuing to Planning Area 1 B. The system will then continue via a closed conduit system consisting of a series of pipes ranging in size from 84" to 18" diameter through Planning Areas 1A, 1B, 2A, 2B, and 3. With the development of PA 4 and PA 5 the open channel between I Empire Center Blvd. South and Planning Area 1B will be replaced will a closed conduit system with 102" RCP. I Storm flow draining from the project site from the north will be initially directed westerly within an open earthen channel from the north side of Santa Ana Avenue flowing southwesterly through Planning Area 5B and confluencing with the open earthen channel between Empire Center Blvd. South and Planning Area 1B and I Sierra Avenue system. Ultimately, with the full width development of Santa Ana Avenue, these flows will be conveyed through a closed conduit system within Santa Ana Avenue westerly to Sierra Avenue. I The Storm Drain Analysis computer program PC /RD4412 (STORM) prepared by the County of Los Angeles Road Department was used for the storm drain hydraulic analysis. The results are included in Technical Appendix B. The program calculates the hydraulic grade line elevation of a proposed or existing storm drain system given the physical characteristics and the discharge rate. It can calculate both pressure and open channel flow in a conduit with either a circular or rectangular conveyance cross section. The program starts the computation for the hydraulic grade line by evaluating the friction losses and minor losses throughout the system. The junction losses are evaluated by equating pressure plus momentum for the incoming and outgoing flows through the junction. This is accomplished by applying the formula developed by the City of Los Angeles, which establishes that the summation of pressures, ignoring friction, 1 is equal to the average cross section flow area, multiplied by the change in the hydraulic gradient through the junction. The basic flow elevations used for the main lines at either end of the junction that apply to the pressure plus momentum equation depends on the type of flow at each end of the junction. These elevations I are determined by computing the drawdown curves for each line. The control elevation for the lateral or lateral system is taken as the average of the hydraulic grade line elevations at both ends of the junction. If the water elevation in the lateral is above this control, the momentum contributed by the lateral in the analysis I of the junction is decreased in proportion to the ratio of the area in the lateral below the control to the total area of flow. I When flow changes from partial to full or from full to partial, the program determines and prints the location where this change occurs. If the flow reaches normal depth within a channel, the program determines and prints the location. When flow changes from supercritical to subcritical because of downstream conditions, I it happens via a hydraulic jump; the program determines the precise location of the jump by equating the pressure plus momentum for the two kinds of flow. It prints the jump location, pressure plus momentum at the jump and the depth of water before and after the jump. 1 15- 100187 5 - 6 Section 5 _ 1 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN To determine the water surface elevation for the ro osed storm drain system at the existing 102 -inch i P P Y 9 pipe PP stub at Sierra Avenue the hydraulics for the existing storm drain system beginning at the DeClez Channel was developed. The invert elevations, culvert sizes and design 100 -year were taken from the "As- built" storm drain improvement plans. The hydraulic analysis is included in Technical Appendix B. The surface elevation was determined to be 1040.34. To be conservative this value is the maximum elevation through the junction. 1 The starting water surface elevations for storm drain Lines A and B were assumed to be the soffit of the pipe at the outlet. The results of the hydraulic analyses for Lines A and B are included in Technical Appendix B. 1 Due to the uncertainty of the and use for the "School Site ", the hydraulics for the site were prepared assuming that the School Site will be developed as residential. In this way, the storm drain hydraulics will match the hydrology analysis. Because of the uncertainty of the land use, the exact locations of the catch basins within the area are not known at this time. Therefore, in the hydraulic analysis, storm drain lines assuming approximate lengths and slopes were used to represent the system which will drain the "School Site" Also included in Technical Appendix B are the normal depth calculations for the temporary earthem channels proposed in PA 5A , PA 5B and between Empire Center Boulevard and Sierra Avenue. 5.4 Inlet Hydraulics I The drainage inlet sizes were determined using the Quick HEC -12 computer program developed by Haestad Methods. The program is based on the Hydraulic Engineering Circular No. 12 "Drainage of Highway I Pavements" prepared by the Federal Highway Administration dated March 1984. 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 two on -grade inlets were sized to pick up all the flows to the inlets. 1 1 1 1 15- 100187 5 - 7 Section 5 1 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN SECTION 6.0 MITIGATION MEASURES 6.1 Drainage and Flood Protection Guidelines All storm drain facilities shall be designed in accordance with the San Bernardino County Policy and 1 requirements. Final facility design and locations will be reviewed as part of the final engineering plans and grading plans. Minimum County criteria require all onsite storm drain facilities to be designed to convey flows expected from a 10 -year design storm with additional design factors of safety and freeboard to provide a 100 - year level of flood protection to all inhabited structures. During storms of intensity greater than the 10 -year design, additional flood protection is provided by utilizing the local storm drain systems capacity and conveying excess runoff above the storm drain capacity within the streets. 1 6.2 Drainage System Requirements 1 It i s recommended to provide the required level of flood protection and reduce potential public safety hazards, an underground drainage system be provided to intercept and convey the storm water flow generated by the site. The conceptual drainage system illustrated in this study indicates preliminary pipe size requirements and proposed facility alignments. A more detailed engineering analysis should be performed during the final engineering design to accurately determine the drainage system requirements based upon additional detailed information. 1 Storm Drains: The following is an outline of the recommendations for the development of the storm drain ■ criteria and the local flood protection requirements: 1 • Runoff generated from the project shall be directed to and intercepted by an underground storm drain facility. The onsite project storm drain system will be connected to the appropriate existing storm drain system which the drain area was originally tabled or has adequate hydraulic capacity. • Local area drains and the landscaping or common area drainage system should connect to the storm drain at street inlet locations or manholes, in order to provide locations of adequate maintenance. • Local surface inlets for the common area or the landscaped area should be sized with the appropriate clogging factors, minimum of 50% to account for debris. • Dedicated emergency overflow paths should be provided along the drainage system at sump locations based upon and "extreme event analysis" (i.e., 100- year). The dedicated flow path that overland flow can escape without causing flood damage to any of the facilities. The emergency overflow paths may 1 consist of pedestrian walk paths which can confine and direct the flow without causing erosion. • Dedicated right -of -way must be provided for the public storm drain facilities which traverse the site. The 1 horizontal alignment and right -of -way width must follow the minimum requirements outlined by the City of Fontana. No structural encroachments are allowed in these easements. I • The finished floor elevations of the commercial and habitable structures should be elevated one foot above the 100 -year water surface in the street or one -foot above the top of curb, whichever is greater. I • The drainage system should be designed to provide 100 -year level of flood protection to all structures through a combined hydraulic conveyance of the underground storm drain section and the street section. • The proposed underground drainage systems which connect to existing downstream drainage facilities should be designed so the proposed design discharge does not exceed the original hydraulic design 15- 100187 6 -1 Section 6 - 1 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN capacity or the original tabled drainage area to that system. The drainage systems are designed to Y minimize drainage area diversions between watersheds. • Provisions for maintenance should be incorporated in the proposed drainage system which include providing manholes at the appropriate spacing and locations. 1 • Street inlets should be provided at a minimum for those locations where the street hydraulic capacity will be exceeded or locations to reduce pedestrian hazards. H:\pdata\l5100187.913V.z\Rpt 5 29 00.wpd 1 1 1 1 1 1 1 1 1 1 1 15- 100187 6 -2 Section 6 _ .„ ----- cx -.. „Ar. !li, •' 1 .'‘. .4 ri• ' • .,•i!, • • Na4 ' S,- r ; . -7• ,, f "r , I : - I ''''''':. •A• ..,. . ,..'• '' ' V‘, '31101.," -;! '';- A 4.- %au ,.-...", !,1 ,:::4„'" .,., -,' ..',. ••••,. 1 ),;L:, , w;•*;•'.1., ,-,•••:- ,,-,- i 4, 4, 11, , Cn■ >. k.-- , a. itt r ..:...,,,..••••„,,,,, 1 • ,t i: ‘,... ' , Nv:t.'4..:44.' ' . `1-1.' - ' ' * ;-,' \I__ 1, 1- tA t/) r D W ,cc - '" :: .-}sEt . - '' ... -.;-1- ..' ', it-. • 0 t i k vt . :. ,. .... - .-1441,-,..,,,, . .., -,E.-.. ••.,... ...,,,... ,!'t t.e... -3 0 (X ,,,-• , f -,. , r r s ,.. ... - ..., -,. ..:,,,;, .3...:,.. - • 4, ‘17 .• . . -- \''' CC il • ... : -e- I - . 7 7"; , .." • ; , :".1... ' .., ^,'■ ,a1 .- , , .. • 1 (.../ , -, y1:•.,.. - C ji :: " .. ti'.-t--,5' , _',S-' 11 ...,'"•‘•••'"'. ' .. ••KL* „A.,: • „ ..-1 (..) 1 , 0 . , ,•\ .A,,, --,...;: i,..44• i• ,‘,. i f2.1.,,A. -,..; cn 1 el. . „.- - . c _J,:. • ../,':? ,,:E''' .., 4 e.,N .,:-741,. . 0 AL . -- , 7 7 .. .. - ,: . r . f -i - F 4 3 - --; ; ,,. „0 -.■ iis+..._..'4..V, .. \-4 f \ 71 0 Cf) t! re: LL W v • , . '....,, • ..-••;%. •1 -1 t' .,--. .,, )4.-1 . 1 !:4: •A '• `' ,7 l' si ' • ... • ,..„. ,if., ,..*: :4.„.,_:` c •- - i'..„,t' 7... ..•;•... 7 lttr• .N, \.4._ 1_ - - • '.... -- • 1 '' ' ------. i-:' A4 i .. .- ',..N 0 0 .- .,- "-, •-0. A. ' ''',.. 1 4•• • - .... • . • ' ' • '''• • ..7 1 ,. ,--„ 7,.."..", , ,,t • ...t."' . .., : 4 t. -." t e.N 44 0 i' '' ...::: .' • 1 - ', , I , .,.'`'' , :'''-' ... ‘kW - r!' 4,;•f4•4 ■ ---j 9k "._ 0 - n .y... ' x....2.4:4 ,.. 1:. _,,, In ....1 0 i-.j. 1 : ::...e_- ,. := :". ';•i,./1.§:..-,• - .7:ritilir't t '-: \ ; 1 --"-- '' V 0 ,' / I '7 '' '. , ''',.. _.,..C.',.E.',V.541. !j_.,• . .t' s • - • 5 a .Y. 4 , Cr •• ..,. ,•., rc.. 1. . '-- :14 , , ... ,.,...,,,,4„5......,...,...... .,... . z t ,-; 'a i ,,.. _,_ ..._,,,-,..„.- ....„,:i w ". ' 4 • 11 r 3. s • ' .• ,L; , ri A ." it 1 11 .1 .. / k. . 41 l . 1 .1 ■3I 2 - C ( . - . i. ...,_ .(t,t e......--- , t--......., "! II; "/ • 41.12 ..,:t t k„„„„, <I L , - 1, . i i . 4kr , -, ft . - 41 D ca r i ,, . f - :,. - ) ! ." - • a .. . . 1/40 . . : 41 ,,• .11 .y,. kj a k.A ,,, ...,,,.....„.,, , • • i , , ,..,„ .. 'iv, I ; X — .011 1 . ,:) - ■ J ' • .. tt. 1 '• • ,0. 'fk.. 7 .. e • 1 ''• • '.1.' 4 7 ' . ..i' '' . • = ......,..... eL. p•- ..t.1.. GI, ,r r •-• , :.*: : .. 47 . .,[ : . 1 ;;;'. '11 1. ,.. 7.1 ' ': • - .. ' ,4: 6: 1 14."‘ \--" -;-1- 4 -- .r,---,.. -,..' ' f 1 z.•,-*,-. ,-;0.4,-;•- - - . VI, ., ••0' • ., i ,L, ii, I •v. i,, 1. 1 1, s--,, i P.:' ••• • '---... • , '-....' , .n..1.0 - -A.f I ' . a ' • 1; . , . t • " P . 4,t.... -47,-rrt--- • %.1.001....r.= • .,., ..-.;.-.0-' . ....fr. , . \ tr, 1 t• , . .n • i t!lir.:<--t ' ' l'..,re, : ‘.. • -7 ' • • ., - • 7' • ' r.• 'le -I. ir • t: --77r431,./: • - 7.4r:7. :•i,i' 4 g. . s' ,,.. . . g,,,,.. ., , ,o ,•„,..„; ... ; ''''':'f• '''''' '.. --••-<- ••!••••-- - • L. - -- - - , k,, - :: 1 :•;;''ItAl ••••.. ••.' ' 1 ::•45-.'...... '' 'ff , . .... el- - At • i t ,,,, ,„ .• • -......r :. s , .. , 1... , . • .,•••- • 1 .• . ••. k...: , • , •___ -- , _ , --,.. , ,... v : , ..,..- 4 ,," - 2 • ; ,, : 1 1 • .. '5 / : 4 : ' —'• • IL.", , " ,_,.,...- 1 "--k • ' : 4"._;:4 x .... • '. 11.4 ..F... ..... • ; ki.z.„, P.;, ., • . • . „,,,.,,,,,.....-,) 4 ,c, ,. fir ,...ago.e,..c...k.f.,.:1,y . ,.. _s- tt,..,i ,- , „. 4 . ,,,,..!., \ - ri, , . . • „ ,.. :!,,, .. ... ,..., - ,. 'it: h . .7 ,101 ,1, 0- t,•••:•••• . , , r , ""r",'''..'',1 • A'A• ,F41•F ,.• -• : ,. •• .''' , , ,,,••,■ . 1 I ' 8 ..■ 1 • '` 1 . ' . ';' ,•' •- $ l'Ill, ) ' / ....7C 'f. 1 . 77 , ‘• 1. •• L ' .•• \ '‘ i'. • i • ' ) 1 - ' 114 '' • •4 • ' " '4•- k \,.. --. • .) ' s '... 7 3 ''.W! A • ....4.......- ' • - 3.) L ! 1 4, '..7 .1 ' . ..: ,. ' 1 • I a 1 ••.i- !). :_, ,..,.. c. • • ( ...,, • FA...Q.. - ‘ :,•rk• . - • t: . 4 • ;:. At. •--..,..,...,-,.%, ...4. 6,41° / .,. ••,50.e. . I 1 • tub. : ‘. i( h... ...„,_—"..', ,.. L..- .A1.4 ,,:vi ••,...., .• -". 1 . :: . ..,4;••;:l. , ..1-tr...c4.-..-.-1.,, , v ! •,,,- .•: .,,..-, ,•,• , , ,t.co . i 1111 •,....---,••'--- .' • ----,--- )111 . , :.-7:-.,7-7: -7 --1 . f —k ....whir ., .' • tg.....- ", ..-- .. :..,,,A1L,', "'i 1 '••• . ..; • 4 'f .:.1' 1 ti U -v .'1,..c.;,i : i . :1:::: .:.-:-/, Nr,r Vi 1...1. ..1 - ' re, Irmircicvhlf.: irgl .:. -.,, - .i . „, ,, rli,...';-:1 s• 1 i . . 2 , 1 . '4') I 4I /... r 7.hi..;, c:\Y•;:," ,.... :A. ,,,, ,, 7.,,,,,,i,;},4..,4.„ , ,„,, JA;',,,, I , 1 • 3 1 •.,, .74 3 .( .x&41 ... , ( '. I ra • ../ i ' , , ..,^....., ' 7 . -- ' • ' -e iS"'.' • • ..•-• : 1 " ••• 74 .• '.• •,. . , .,-- ---,v.:. r•Ser.ir - i s l '':-.i 1. fs .*'. ' - l': '1 ..' N - r..-41 -..e: N..,,j,, 1.4 :•• I 1 il ■4 a . iy, uj i , ' / , 1 ,•:. .,g '1 • -. , .t....„, -,-, -. t,:-.: .!,,,d \.. t. 7 zap-c-r-1 iim. .1 i / ' - r- .. ,.1:. • II. ....: . ,, .. V, , .. .., '.S • , .. 48 :. I • • •,....-:. , 7 # . • , '7 . . pd ..0. '''': • ''' .. :: .... , f" ',- .:,... :',........- •,4,-- ,, ....2.1' , 414 - . 1 .4 , .1 • : 10; KINN • 7 • •• '..• •• • i .. • • !J.' • -., 1......:,-. .. t ...,,.. ,, , l - - , :••:: .- - r, , . -...• ..t T., 1 --., : Y !..-..: ■ ( \ -, ",`. .(1•,..".:1J,„47ti,?..,,,..1...,;.;41.1-:y. 1.4nnibt,....4441...L1; f '' a.,)- \ 1 ', N i .1 .. : ; • ... K \ L • • , cc , .. •,, i , l ,,,, .. • _...• "." • •..., :„.„ .• .,... „•_. •... ,( , .••,..,:_...,::.;..„......),...• \ \_,. . ) 1 '•. • 1. . I 4-,-R.: ‘,,,),, •, : !: • - - „4. ,k,., A... . 1 .. , l' -( 1; R:„..,. ,; ... -,,. -.... , ,) f'14-• • 1 ' ., $1:• ..ii ''' 2 7i. •I• 1 • ....IL ,'' . % . - 1,1 • . ' .,t 1.11 .. -..4- . \- ---- . : ,-../ -, •• N 8 4 ':" . 0 ‘ i\ .• ' ! :- .. '...ti • q ii , t_ Jr ,! . . , - :s , : } h „ ) -, 1 7 ; . I. ! • ' ill. ; .1 .— e ..\ -. • * ',4 . -.04e.- .:''.' ,;!•'-' , 0 ii.L':•± 1 •frjv i f , ' : ', , i • ' • '-il h "Ws / /. / , - .-- • ..'- .E ' . . •„. •-•- .1 Uf: -4,_.1.....,„__..z '.._. . _ .14.A.-- ' • " ,, 4 , '••••F 4 4 ': : ',...1. ; lit, .. •11; • •,. „ . ' ' OA I. '-'-. i --.. " _•............t___--- r. I ,.... . 4 , 4 ... 4 --,.- , .. ,.■ ',is, .■ 1. ■,..... . l'iuvvirY. • ' ' • ' ' WiliP . ( .....J. /1. • 4 1 T -t ,)) ' -• ‘; .., •Iir, i Ily, ••.--, -r. 4 • .V 1 4 JEll'" i • i '" • 1‘ 1 - 7 . e".' '. 1 r•"..‘ ____,_- i- • ) i . L 4r-4. - - e ...- ' - A . .'. s ' - . ..' '....-_ ' - 1 " , :• Q••'•'• 1• . \ ..), •-.'. .NT .,': '• • •-.N.. ''.:''',• • ..‘ it I'ti q , co . -- ' ' t . .. ) . ' i • - • i e - 1 .4; , - . -. '' • "•• j` ' • . 'I If c line, ,,....i , ( 1 , ,, 1 • 1 -..: l'..t,i‘ . ', 4, W ■•• - ii ''t ;Ali • . - 0%c Os r. „% ; „ „ ..';1, ' .1 ,1 1 1' ■ rs.;.' - • • ..., •! ' . ) 4 1 7 - I • `.- ' ' ••• (ti , .}.i ..... -I ) I •••••• ‘ Eist 1 r ilyr.,%-• i • --. Ho , , t ?• 0,1 'Il • , . - :. • .. „..... • N. • I • - r • -- y • • ' ,- . . . . ,• lc II .". 1. ,, ..,• •',,,-, ,4' ,•... / 1,, ,. • VI v • f i '' • :i c •••• .; 4 • ' . 4 '). • ' ) ' 'k- i ,;,,, ,_ ' ' . ). , • •, 1 I : , •.',', 1•:-).:; " - .....-.2 ' qi ..,;;.\•., ‘ , '2,,, 1 „ . : ; • .../ :, , .,,, ,, • GJ ' ; _ , • m i' ,', ,!. .. - . (, I . i .. . -•, . - • i'.. , 4,,....,- :-,h• ..,), - v .•,...piii::.,1_,•,-•-, c ,.-yi-lz 4 ,,,,,- -'.. ; .: .-,,f•od , LI <- , • ; •••- (r; - 7- „ ••,f • : I ; . 1 , ' ,i • , • . , ‘--- ..: I .1 . . '.7" 4 . -t-- • ''' ' Aa 7 , ' : .....)4r . . : . / ,...(.. <.t) . ,.. . , . . ,,,,,„\ . ..2, ...._ ., ;,..... ,, y , , ;(..,:. L ...--L ,,_, , , , . ., _. .. k • : '...:,'.. i 4,,;'.!•;', ', - ' - i r„ '•/,,:.; 4 :'''' ; ••• . •/'-'' ' 1 , 12 ' • !t,.. I '' • ' '' . • ' ' ,r '"' • ' ' 0 z . ...ZI.,.... '' . .-... •-•-•'—:. f .....,, , - 5 f ' , ..: • J ' - ..?' 1 i‘ '''' ''''•‘''' :(::''''. ••• .' N-;•.. I. : 't • 1 . . ' II. ••,-",.. • .;,.' . .,.., • . . ... , r 0 , y • . i ; • tl • a 7.77.541 .. , 1 . 44 b 1 ' -=--- - - . . 7 • 41 ',_ 4 ..;" t... - el ) : t . ' ....._ _ . 1 _ , ..-. fr11 ,1 1 - ... •- • ',.., ::, ' i ' .1,.....',11:•4/:" : \ i. : ... A 1; . „„, . :.,' 1 A • , .2' 7 4,. :4' 't m i.-7, 2 i,- ; 1. 1 . .••\ :/ '• .,• il , - :'.4 i ‘-- • 1 .' 11-' - - rt . k ' --- " ' — 1 7 • - •• 1 iA: 1.11 7 - -I ' ,,.;* :71117 _ :.• ' - - - - 1 i • - 1 ' I i i, ; . : ' . ' ! ' N. ....., 4 t . - i, • 1- :: . , 8 8 & . . , Clailsommam .... ' 0-- ,,, ,• e• I " - ,i • !) ..I " : i ri 7 . ) '', :: '" • • _ H t. , --- ., ,- ;,'...1 .0. , k, '.. .1 ''. 1... t A . 4 • ! : i ,:, " i' p 4 i' ' '. '• '''''''''''' '•.,;,, .!:•,• • r ' ' '•'• • • I' •- o• j‘ ' • i '; • . 1 4•• - 1 -, I . .,:l i l „.• ,,,. !,s` • , • '1.1 • , ' (1 ,I, ;,::. / 1 ',' • , C ' ' , . , ..._ , . - Ns . '9 • N. t..--,.c,f,„, I g a l -, I 1 . i.. '! icl''• : , • "''' II a le: ),L '. !•T'''.. . - , 1 ' .c. • .../ • '''' .,.,......--rirt"-....'• - 1 1 ' ., -,‘•)( e' ' ; • ',. ?,' - '- - ,::4. I '0,---. -•-,'• ‘,.. 4,-, .,7B4i- .. -1--. ' ';'-- • • : ••••-...).- ..-••••••,.• . 4--1, ....-; -.-. ' -4 IV • 't --\'• -S -. P I : C- ,1- -) , ) . \.., '•••• l ' i'k I " .. A , . _,;7 ..,, ; ••,• . 't, '..,... - %.,-,..,,. • ...•-3.,.....- 1,,•••• i 7 -'1 :••••.,•••,\, I i' ..., '''... --,' .-: .\"' ''. ' '''' 1 I..., 1 • '11 -."•• . .,.: 2.t. . • 1 -,-- - . -r. 11 ai _ ,., i ..„ ct,,, I , ', ';'''';'... 1 i '' 1 R . • < ": ' - i • .,' . • %. .1 '-'''..- t,... i • C / ...., : 1 ; t • .-i d , ,,i,___4' ... ..„....1 '; .. !i. 1, • ''', , .. • ./. t , . ' „'. / 1 , -:.,-, 1 . ' -',4 !, .2. •'.. t '!' • ii II • , 'I:= / ri. i ri. i • - , , i• • / .---, - •••• 1 - N 4 'I --' -, r1 4,_ '',- ... ' ' '•-1 • " - -: ' ••• 42 ; .,," - , • S: 4 • ''. .1 I • 1 " 7 • LA • "' 4 '' . • ''' • r•••i •• S I •'' ' • • —4 ; z! 4 .7 ' • 4 ,, • : L . . • , . •• ^ ..1•" . l,; 4, ,,•: - \ \ -1 4 1 V -...7 - - - q f L.. 0.1 . .11 .,___.:. ' .-„'„,;(..r..it-.ir... .0.,....c.11.... , ,... .-- 4. / . k -_ , - :, - „. :H :., . , . ,,\ •, \I '," • ''.. i : . t .. . • • f•'• - .1.) • lt:" .. zi 1 • -., \.., -0,..„, ,, • l'...i—,... „„_ ,...;:f - --a--Li.'. . 'a: A ' ---1 • • '' ' 1 d I. / • • ) . : 1 1, / • '.{,- - - ' i Alt .4141 j kl • • :' • \‘.. 1 1 • ' , . . .1 Z ■ ■4 . l.',',•} l'e'%y .. . '',4- Ai - .; • 4" '' '-',,‘-• . a i _ - 1,! 4 el c. '''.: •••••:',...c . ia - ... — ..-4. ..' ••• - -4-, .-•' •;,,, , ',.. i -. / -_,, . 1 . . I ,.. , ..., : „, N :0 7 N 'b I. ' ' ' '- 71,!--. it . .,.i. ., .., . ,7 1 , I + .. 7 i • , i .. ;.:-.. / . . , t. , . ,. .t, 0 .,.,4. , ( . ..... li ' r'.. ''' - : ".. , ,:: • t. - - . i , ,;, :, :. ',.i_ r — 7 • •N•-•,• - - • 1 . , "•t • '''. 0 • 1, . ,,. A • , 1/4 1 4•1" i - 1.1 9 52iiir 111 ::: ''' t . • • • /" ... U. •••■ :Pli t 5 ' / ( ■ L '''. 4 1. 1 ' r ' '':' ' '' t '' .• "."' 1 '"' P .1. 'i .11 • ■ Antr. ..-2.1 -:.• i•-•-•. .: )11 _v..: ...,-• . 4 : -• ./.,,.-- - ' , . -..-- ill • !:,• .. • . .1",.- % I , • .•-•-' '), :.,'..1 -. ! ..-0.' - , ,,..-,, -I/Pi-Ai , -1 ‘..,' ••• i . 4 ) 1 ' , ..g.• ( . ' , oh 1..... V- f.,. .. i,•'...i_ . . o.,:,, • . :. e , „, .„„: ' • ..,„..../ /.114,,,i '),.••' • - ,,..., • !" g f , 1 ). - '''k''' • " 1 ' ''' ''.1, ' 0.: i .. • - . - !, ,, L'"r 4 ', rs ' .111 II! t ' . 1 . z .A.: ' 4%. i I 9,,:r 1 . ,7'7'. .., •" " '''. -, 4. ! ' I L", ,. 1 , 4 .. ; • , •":j' / / I .-`1.. .1, • '• L • "' ' ' • • ' ' - / ,.., .I4Pili • liail!.,.;„,,„,1", '': \ i; 1 . li.l,. . ,, , , 1 , ::: / •;.. •••.-, !• L ..'"'", , , ,,, ,;‘:.; xi, •:, :,.. !'.i.,1, .` la, t i ; k , f. :,..--'.. • r - .i ) 4 f" , t ...MN ,1 a i I, Or ' , . ', •,..,".7•7.114 ''. • , 1 t . ' • '- • I f ' • ' I ... ,... ' Ititil intn ''''" 4 ' e _A: .. ,,■,.., '''''' "'', f AI , • ; A 4 ; , ••?, • ;'••• ...e. '',. 4._,, 1 ,,. It j /5•"!•• • ' ' :. , I 4.1'..,', •• .l.- 6 . •- ' . • 4, • . --. •, "•.\•• •2'T • . / ..111 . • '0 IS r "Ililetk., ' 4. 1 • .:1- • t' „ • :-/ &•'.. '', -- N • - •-a`; `'.' - •.11 i -,. .... \ • , 1 , iU 1 ' 1 1 W - i • / 5 It . - ivr.946 ' ror' i . - t , , . . 1, • .... r 8 a. • -1, - 1 ' - ' 0‘ • :' : '" ' - etlima. , • A ' ..dr ... .1 ' . :,:' '... :: - r:'•'''''' • \ 1 • ' ' • •• , , • t''' 1 1100 1 $ 4k .., .' „, , „ • ,„.•• ..F :,,k ,,,fri ,,,,... ,..7.4,,,,, + ' , . 1.. 1 A 11, 111' .., 1'1 •-. .!. ''••• '',"'" I • . • el .,. ....4.4 V .. ,• 1' " '14V, • - ,,, .A. . L : CI, • ••• 4--,4 , . - f'4. .;•,,--, q' .. ; -/ I 4 ' it : '''' 4 .,..:p.fL:. ' 0 . - ,1 lik '., • i .••'' ( II )or'„' • ' " - -• • ALINZ . • . • ,, •,, ...', ttik ' \ 4,, ...• - __•,•:/.,••••• , x 731- !''''r • Atvwtr4 Illft 1 1 ' • t , I. ?: fr.. / . • ' .•:, ' - 1 / .-'' ' '1/4 ::. ,* .', ' --( •/". 4 t, L : ,..' • ' - *.... . • , .,, 1 :k.... • eeic ' ' - 0 • I' 8 V ` . • ' q , 6 1 : -?ArrAir*iri' ,: 7 A •-• ,--___•. H • '''!' '^ I --- : - •', ' ' • . /' .. ,' ' I L ..• ' . 4 # ,."•••:. .. ' • Y. ; ' ,1. ..i. ' ' " 4, 'V AI ' C ' Z ' • 4 1 sr 1 4 . - •I , - - I:. .., 1- - .. 1 . , :,,.. , .., , ri . . „,. ,/ - A ) 4 )4 41, -.„ r' '. 1 . fc ' 1- r ii Fatir.cr. -II .-:.- , ..: ■ , •. .si .-(..0 ' 2.', ' • - • .M •+ ' ?? ! " •••■ • •,; ''..; • i., .1 z 1 '-' z -.., , •,. v• ;:,,,,. • ,. ,..,. . t ....Fs ''''' '1 • "'" -•• ' . J I, l' ,,,,r-,ti '-' - ., ; . ' • -,,,';.•,. - ""',--,-' ; ,V,1 • ',-* ..'.:1-"• , , ;',,,, • . • :. ,-,,,. .*,-' z' .' A' .40:),/ 4 1 ac ta 1 ' • ' :i: '' 'isr.;;:a. /' , ''■ :rep tfdi' ,-, ,. • • ,.i sr :'. ' ..41 ' ..:-'. 1 .'...:-•::'-',' ' • ' st.? . i.Ay'..4: 1 .• V ', '- '' -''',. 0 o sei,. cs, ‘..•:..s .; isst- _ -I.. y i. • r .• ....st,.,1 • ....sir : ... .:. IL • u . • ,,,. „- ,,, - ss...... ,,,,,Ars.±1...„ ,;.1.t, , rA ,., , , ,.. • .. , ,.: f ,... / es „,..„ ,.,,,..,,, i . i -,.--. Hil' 1---- • • - • • - , ,, Ili,: '• &V i , i 1 I ' %-,, L IS . ..,.. .,... • .,.,,, ' , ,:''' ., , .4 . , , ....z , :. . 1,..• ...V ',;,..g., . vo,.,7, ,, '19` ,•,' ,.; II • ." ....'• •.... I , ;;; r..• . , 16 . ' . , • 6-•., I g Eti .1., ,_. , -• • _. . . ....err .1 . , IL s ." .,,,i. , ..;;„ ;,,,,,!....... , -- ..".- c. :., :,., ‘ • ,' ..._..•., . '-- t.).• 7 ;,:,.• :,.,, .41,, ,` •••, I 1 0. i‘ A • .- • - tar -- 1 , 781 ...... - ~,.r^ 'al •..1 .7*, :7 Ugly - ( . . - r - ...F.1„.,.. '•,.....,' ...... , • Q, ', ...q. ..., , - . ', - . - -Rv ..,,. ')." Is • ' • ,.. : , .., .. 1 1,44 i„,_____. . EN I i ___ - pow , wy -,- .f. • -„' , I,• , IN-01 I 4 . ‘-'. '.. ' 6 S ._. . I -. I „•'' ' ri-'4,i' ,.. ) • I " 4 • . ',1 1 , . .7:‘;"' ..4';‘ 'k 'il ■..• - ••■• ''' 1 , • . il, , .,1 , „ .r •titt- .. ...........! 2,. '-:„.... 4 ' ; ..':'''', - ; , ii ..„,..,,,-7,•jr, 1 a ll,'",,`" bc , / ; ....H. ri' .? . 191%4 - • •A. .. (.:. ..: , c .;:v.2 . 1..i., • 1 ,, . ' 2, - '1411,_...., . •>,.... . , 11",,,.....4 .. 11 )., . ,, I, ,,, ‘,.....,.. ":.:,_•*, ' -,..., ISA" c4;:::.,), •.,:;., .',;,.. -, _ , , , .,.- . - . , ., • - ,,.. , iffiro...7., •41&,',..4...! A Cf -P. ..,-.i0 - )4 • : . , , 7 e .. .,- J. :.■-■!.,__ 1 ., ..i„. -...,- ., ; i . - i t. • ,, . .. / K /IV '.r : rgr ,f;.. -. ...,,,T;•,,,::; 45,' •••:•>. •, • • . •''' .4;, 'iii,3' '-•!!'''.iIik:, • ‘ \\.‘ ir! ' I a b ''' . L :-.., - .Lfr.1 1 : . ' StimpR j,,I.,-.*.; \ is - ',- , - , .1 i 1 7 ''. - ' .' ••)'.`•,:..--?■•• .ti - ' t t'-' . ..L'' ' '• e l l ' A ' . lt . 1 .' .- :'''" It. •P' gm:: : i •- . .. ,..", .• .; : ,,.. , ., );•,.••=', t ;., s .• • , . ••,,;:;:•., . '''''....., ,....,•-1" • " „Ali ..; (4 1 ,,,,,, ,,,,-. • + vit 0 4 1 iN 7 k • ,'A. •• . - i ■ . se,- .;'. ..., .. •:-........., • m : r .• .)..q .,•:,' • ',..% ri, :,Pv:' :'1; •• - '', i tell:. • ...•;1 i .1 L 4 I A' 1 • 1 '4.-- ''''.., • , a1 - -•• ' • ''.1{ • -1 ": •-- -1- 1 1 of.: - t , • •••?, , .3 t , • :, .V. 7 ,.'4, OA' , :•,.F .- .. l . L . , • ,. ,, .1... ,,,. i . , , ...: 1 ,, ., • 4,,c .4) .4, „of ., ,..„ •:•01,..,,-; -a. i • , . • ; • li, . "r,.:4 • ,......, • ,.:.• ,..rh • ...,.',.' ,.... ' - .t, • ,, , ; ii'. , -''''... • - 4.. ‘ ,7(0,:. /,,,NA. : ,,.. A , ' i.;' 1 1 • - . II- ' - t '''' ' - .,- 6:- L •(-: Lit • -1 • 0k• t'l s '''Pr.'' :, ' : •• • . f.. ,,- t- ., :f / ' 6 ' • . • il'i• ' ,'" `,, ''' . ' ‘,.•' . r,,q••••-, :..., Si •-;,, ;A"; ' • v i. , S:.„ •tr " . ...• • • , 1, • . • 4 , r. • : . • 1 ...: :f; ,9, ; 1%. )P, '`. ; • i . .. •' • 4 ,„ : . . .., „'-' L'1.. l : ; , ..• '''^'"' 'ir • . ..17 ' . a. ,) •• .,•., ,:l v •,•••.. •/. . ?.•!., ...:-' ,:•:.r. 4' - ■ ', ..'' l' , ILI ' , : esi 4. ; ',4f.... 1 : 2 1,t4 "SIM '' : ; './ ' ‘1,"':, \ • • 1 7r ••'-' •■• • • • • • 1 .- t• ,• ? r11. • • ... -•,B•N ... , e 1 y .../..•,,,,,,..• •,,,,,„/„. ,,,.• 0,....." ../. i , 4 '' ,.'''' r'''f ' • 'In "9'" 4" . ..0 4 .1'. ' 11 - :t laralla .... : % , : •■ 41 • - -1:, ,, ..•;•„, itIF 1 --y. 00 - i, , r, ... , -,.t. !.••••.1:.•••,4! r • '.. NT; ,":' v' .. : -' • . „ P.' 'm ..„ '. .1 ‘ s0-.A • ;L ". 4 71t*. (if) '.i 1 :1.... • . . . " f.: : 1 g. . •• , • ' •;,4 • .• ----(--- i":4••-•?.i'll •.i • .: . ‘• ‘„....,f,,'. leg !i r.ed ,t- .", i.1( 4 .,. . , , • .- r ,„:, - q. : 13,.. ic !,' 1 ,...1,0j.. , .... „ a '1, . I' , ',..t. • - ...,j,.„, , . lui - , • J. ' ' ...' ... *. ' • ; - ' c i .' .1.1i. PI! ',. I ' , • .' ., .....tg i'l• r.! ' ,!: I ...':'' ' 't-s•L“ *)s, .,:.• .. ,i ?it) ' ' ...31:;.u.i. •,,-..---. ,, 67,1: '. ' cit.' l''' • c;,.. w' ,.• ''‘, •I' 1 ' 4 1, 4 .,-.: 'li,', ...• '''• . • ' • I : , ' ' • ' A. : : I 4 '''••• t )". 1 '''':: 7 F:4 - :...4 t •'. ,;" - • , .5.: 47 'Fma- . •• ..:••• .._.. • .. " " '4 .... ',? .at "..,•• '' 1 " . rV!:..' ' • 1/4e . ''''..: 4k '.. .. ..; ,..A'3 e;*' ' ,• --: ' .). . 0 >_ , ..... . -,..,, .11:,.., ..........7. ..,‘ ,..-- .,-., , ... „ .,.. 4. , , 7 . _ ,.. , ...,. 2,.f,i : ... -.,-..i7,,,.... • te " I' : ''‘ l '' '' ''. I. : 1 .• '•-' 4' . . 1 ''' , - ,(4 ). 1'414 ': 41 i 1 a urin a F 0. —•,....___Fr_4,- , - k : ., .: ,,,. ' • . i. A . ...'" 1 . ,-. `:, , ...,i ; 14:a 11, •' • 'I' 0 ' ‘'....t P•ii , ..;•:•3 .•A. II , .. , ' I. t 7 ...,; ,. ., ...r ..2;: r , ,• . ..,..,„.„....i.,..,.....,••••,..:,,...,:., ,.:.. q',...a?• ' ' . -.,. • , •, , , ..,.;.' '" ' J.4 „':.. I 'K f‘;, ,i, It,'. : II .L, I". Z tr_.• I llii i iil i ffiDA 11 ii" '' /4'1. ' '? ., ' ' •••-'1. .: '''.-, c'$i,• ,. •\,, . ,` ..' ..hli '1/4 4, ' , I„ ile • . • 1 ' .:t.,•;i1;;Ise!. " ' t ;'!,■• tf, .! .V, ■••,: , • • . , 2 4 ..... . 1 " D A -,,,..„ 1.0 • , , , ,,4 , . -.:P,',;., : 1...,, * .. 7! IC' . • • ••',.-',,' .. 91 1.4 „.,' ..1 ': f .. , • ril I ."Y4 r al 10 : tits 'Ot'.1 ' ',=5)k -...,..,P '..is.7 ',..,...- , -. •--f....;.0-'''..41'4',$ ';' ' r f-' 0- 1P . o..- , -- 1 1. ' •••-• ( i t 0 L:11 :11 Mall r...10, r.,.., .....„ „. fo•Ni?Si , •■ ',' • ' ...4t , .' ,,g, f•ks ,.,- - - - , -1,•r...1•.• „ . 4,:;:.- .'.....,' 1.--4. 14,•: '":; • : :•• ' ..., .„. ..e.. :7, • ,:' - -Ak ..: in it J.4,-,, • : • , - .,,.. I, , i ,....*...,,,,, I.,,...,, .,. .,„;, - ,. ....._ ... .t.-4-:- ,- - ,• i • : ,.;•; , ...„..,,..,,., .,•,k, ,j ikr,‘,,_Att., ,11,-,...,; i V cal ZIK.71111 _. • . ' • '.%.,,,,, '4, I... V ,. if,..., /.....,4.. .. .., . ...t. .... • ••.P . i •-• ...W ' , i . • -.. i r " .. If,. ir • z,; i 1 , , -,:f - ' . ,:' , fr, 014,4N:.-,s,.. ..)1 ', , 00:: i ' •,t V FV:i e • ...• .,, ..!;,,Lsti i lea/ . 10,,,,,,H,74.iy,-'/ ' ':','-‘,,' h..1:' -IP .i, ,• :. ' .,(:),0 ;;.,, , Vir co, zr , / AV; , N '1 Vot , .2. 4 . P:i • hz A '`6,',.;:: ;:ih " lerili-7- a i_. ..,-, ,i :.-, .: 114,-...,.. ,, ,-..).i4. 2. ''' ';:' ., ' :7 'Or! : .• 17 - 4,;.4'..', - - ; •;.• ,. ..,..2••:.. . I 0 _i ir .._••.,. I ' ' . . -C i ' 't )4-•• ":t •: ''' ' •=k.'*- cit'; 47" • s• •'• ‘ ' * - ' . ; 0 ' ) ' Nli! . "'IA, 1 ' - '."' .:.4 J '' '' • .... 7 "5. ' 4'" ' ... .'".....'' 4.' ' • Z 4 1 P M I .......... 1 , '' 1 ,.. \ ' p9):if•ii,A- 0 A fy . .1 . 1 . 7 II" ;','( pet+ ; y ." t.' ' , :';,•.•:'',"-:, , At •1, 47 ,,4 1. ,, ‘ A ' .... f: ' •"'•- ''. 4,', ,' ,. !..;441 I " • , „, S!! . k t , il„„„ i ia r - - ' •*, , f .... A -, A 7 .. 'lit"' ...':':'... •••• „ __ ' `7.r. ,`. ' " • ,. 7 1' •-i...... i , ..i, .•'• '', , , ..c....• - .11 • 117 ..7 ": '' I \ C.''' 4' ' .• • • •• ' '< - •••••••". I 111M qr,„•: • ..!,...,.4.....1._ - ' • " '. ... , , , '.V •;' '' ,.,. lv.ir..".• i i: :' • i" r '• ';••••••• IT:'' ' ""-•' ' )•• 4' 4 e 1 t .'''' . ... •.1 1 - ' ' •' . 'V. 0 Z S.. ' ? • • ,..7' e .', r -. - • • - , i , , I - Fr: Gi r ,-,- .,•.' 1 4:3' ;•i. z 1 _ 1 - .,, 40 \ *k i• ■ . .... . '1:' ..: '. ili ' Lf . .(421.c1. , ‘..i.. •1 J 1/4 . ' ' Cr el - I' 1 1 2: - ! 1 . • /1.4•,-,.. ',.,--.:- ,',,. • ;./ 1.--,, -,.L.,•it, : Ati,) 01 ,,,., /-, ,. , , . : /r ,.,„, ; : , si .. i , .,..,.. ‘,. ... T ,., , •,.,., ., , - . 'V't1••#i f ' 1 0: • ' It • i . 1••• I t . • ••' '?.:, A ,•:4 ,! .....2, • ..-- , \ • • • • 4 ••••. ‘ . 11 .. •, ..:•• ' ,., "1 , • i t: : , i , , 2 _ _.: , . ,... 1- -,1, f. ...• : , • i , ?4, 14 , a , II w,- -•?:: ,...• / * .■ ' T.; i tt7 f ; ' '') .•wil •-• L . ' V ' 'flig1.1714. "?''' t .•- i• '''' '•1'4!. ' 7717 '..14 . 1 .41) . - 4 . k ' r ' : ! . i N§ ''' • 4 ' ;V f r)IX r' t s ',1 1 l ';`- •-. )• sf rt .- t' 0 C , ,,, .: . 1 .: ..v. 1...1.,.:,1.).:4.[..i_ _ or: ..i c.,:..4/,4 . , ., ! .., ,3844,.ii. ,. . ) ,,,,,,,,,.. . •‘,,,•• ..__,..,__;:,•,,,,,,,,,,,,., Z 7 ..!..:‘, nr ..‘„ ''.1''',....0:i \:.. .• .,,, ip.. 1.. , ;; , , . ,, .,. 4,,,, ,,•40,, 1.-:.., 4.7.`1•4„ 1 . , . • ...t...„, ,. 1.1 I i l' .' ?...'''' ,- ‘ ., ,, .5- 2 4, ,r .0 ;1/2g-c) .., ..‘•.+7 4 •• • , ....-:f...,-1 1 ' 1 ( 1, ",}: • •>-•,,,. ..0..e,!. ,,,,.., t , kigI ) q, ,,,, •k; , ..... 0 41 ..,"...1 , 1 . ..3 0 i llfri . ) k. . / 3. - .4344, ' ,Ir ,' 0 ' 11. 1 - - ,---..-= 0-4 ' !- C , ', 11 .,. ), •';.. 4- " .. " 1 ' , ;'" , -...1.,,lt , ' , 14•.% . . . ' CO •-• - . 4*! % •,-•-•/„..:1 , ,,e ,, -,,,,,, v • ,..-- -.> ,4 ')6•,71E- ,;.- ..,,, 5-- • ,.., .. • , ., ., - .,, ,-, ...).•••• 0. (-7' , i • • qr ' .1 •• : • -i • -.1 LI; - 41) o .. • 4 1, CX .. !`:Vs'); . ; ',-.,'; . .:- '',". (. 4., Mt! ..r..,',..-1,2•1':;.4.,..71 it , 'lit . ,'''.' ,.7,1'N'. r p,„ „..,..,,,.. ,...,. •,,, ,,,. N . ,1; . ; ,,!: ,-,....?; i, i .. , .:_•, ... S ......, -.. :- .: 1 „.....5. '''' .,..',..., % ' :: k 4 ' '`•, • ,O -,.... , i .. ;ii. ,:iV Y. w '!),t,,,,`' , ; . '-';*.. In 1 .., ; .. ,• :.! .. ";, ; ;:rat'. f Ik! .. tif, i ' f 0 .•,,i 4 ., „ ,c i r s ,' ,, ,7•::,1% . 1 '. 1 : : :1K ,,, 4 , : ‘ ,44 , ) , 1 )1 1 1 - '3 . .i • 1 Z in Ct 11 . \\,. :...•‘: .c" ". '1"1 ■"‘;' . Pk:% \ ta. Ka: -- ' '''' ' ' .,e t i • 1 ., .'..). , .r ,, '• • " 7L,V ,!:" ''i''" - 4. , '" ;' ki 0" 'it-•:• ; 1 1 4 >- ;--- %,%I.:„....c.,..1., ,--.4.\ .•: 471 ,_,::,,,... , , ...•„ • -7{' '':(11,- '.: .‘,'•'.1,t .f.. ! ''••• : k, : ,• 404 1 . et' y - .• 9 , ,i,....1,..0;:;:t.;1,-.--... AI, i • ,......),f r: , i, . . 1 :xeve.r...L.:, ••••■)/ . , ....,'"f...i , .: A.',t ...,1s .4) • ,.• 1 .4,k, r \ . (0J ,.., .... - - - Sycamore Hills Storm Drain Basis of Design Technical Appendix A 10 -year Developed Condition Hydrology Area North of Santa Ana Avenue Street flow at Intersection of Santa Ana Ave and Tamarind Ave Hydrology to Node 410 Hydrology to Node 530 (Empire Center Blvd) Hydrology to Node 311.01 (Sierra Avenue) Sycamore. Hills Storm D rain Basis of Design Technical Appendix A 10 -year Developed Condition Hydrology Area North of Santa Ana Avenue C ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE 1!^ (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 I; * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Sycamore Hills - Forecast Homes JN 15- 100187 * * 10 -year Rational Method Hydrology - Area North of Santa Ana Avenue * * Data from "Master Plan Study for Empire Center" dated Jan 22, 1992 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** on "MAW sfe HYDROLOGY MA Pk FILE NAME: EMP1O.DAT POO StuOY Fog £rA.ARL CE)JThr PoK TIME /DATE OF STUDY: 21:30 05/26/2000 SV$AjeAS 6N0 NODES (Fuc.Ly O YfLOPP USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: = -- *TIME -OF- CONCENTRATION MODEL*- - li USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 mw SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 iii *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.920 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.340 r - COMPUTED RAINFALL INTENSITY DATA: i STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9292 SLOPE OF INTENSITY DURATION CURVE = 0.6000 • *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* , kw ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 208.01 TO NODE 208.01 IS CODE = 7 it » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE« « < USER- SPECIFIED VALUES ARE AS FOLLOWS: Q reorn " IM A 11 TC(MIN.) = 16.18 RAINFALL INTENSITY(INCH /HR) = 2.04 ADIus1SA ¢ 0R Q10 EFFECTIVE AREA(ACRES) = 42.34 OW ^ 04(0 ii TOTAL AREA(ACRES) = 46.10 PEAK FLOW RATE(CFS) = 70.36 AREA- AVERAGED Fm(INCH /HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.37 � (4 (10(0,6) AREA- AVERAGED Ap = 1.00 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL z 7 O' i i l i CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 208.01 TO NODE 214.01 IS CODE = 31 i i i » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « < ri I; _ 1; ri ELEVATION DATA: UPSTREAM(FEET) = 1052.50 DOWNSTREAM(FEET) = 1051.40 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.013 I; DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.04 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 70.36 I; PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 16.67 LONGEST FLOWPATH FROM NODE 208.01 TO NODE 214.01 = 235.00 FEET. ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< II TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.67 li RAINFALL INTENSITY(INCH /HR) = 2.00 AREA- AVERAGED Fm(INCH /HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.37 AREA- AVERAGED Ap = 1.00 ii EFFECTIVE STREAM AREA(ACRES) = 42.34 TOTAL STREAM AREA(ACRES) = 46.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 70.36 `******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 213.00 TO NODE 213.01 IS CODE = 21 li » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = ... INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 rm ELEVATION DATA: UPSTREAM(FEET) = 1075.00 DOWNSTREAM(FEET) = 1066.60 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.054 t: * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.130 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.) 1: RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 8.80 0.75 0.50 56 15.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 ri SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 13.91 TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) = 13.91 li ************* * ****************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 213.01 TO NODE 214.01 IS CODE = 61 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » » >(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 1066.60 DOWNSTREAM ELEVATION(FEET) = 1065.20 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 :STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 I; I: I; SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Iii Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.91 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.56 I; HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 6.39 Tc(MIN.) = 21.44 li * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.723 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 8.80 AREA - AVERAGED Fm(INCH /HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.50 li TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) = 13.91 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: ii DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 1.70 DEPTH *VELOCITY(FT *FT /SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.01 = 1550.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 4 * FLOW PROCESS FROM NODE 214.00 TO NODE 214.01 IS CODE = 81 i li ii » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 21.44 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.723 imp 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 4.80 0.75 0.50 56 iii SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 5.83 EFFECTIVE AREA(ACRES) = 13.60 AREA- AVERAGED Fm(INCH /HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.60 PEAK FLOW RATE(CFS) = 16.51 FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 ii » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « « < ________ = = == = == TOTAL NUMBER OF STREAMS = 2 li CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.44 RAINFALL INTENSITY(INCH /HR) = 1.72 AREA - AVERAGED Fm(INCH /HR) = 0.37 I; AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 13.60 !om TOTAL STREAM AREA(ACRES) = 13.60 6 i ili i; PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.51 ** CONFLUENCE DATA ** STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 70.36 16.67 2.004 0.37( 0.37) 1.00 42.3 208.01 il 2 16.51 21.44 1.723 0.75( 0.37) 0.50 13.6 213.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO r i CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER I; NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 85.87 16.67 2.004 0.41( 0.37) 0.90 52.9 208.01 2 74.77 21.44 1.723 0.42( 0.37) 0.88 55.9 213.00 PI COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: li PEAK FLOW RATE(CFS) = 85.87 Tc(MIN.) = 16.67 EFFECTIVE AREA(ACRES) = 52.91 AREA - AVERAGED Fm(INCH/HR) = 0.37 04 AREA- AVERAGED Fp(INCH /HR) = 0.41 AREA- AVERAGED Ap = 0.90 r. TOTAL AREA(ACRES) = 59.70 la LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.01 = 1550.00 FEET. ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i i i * FLOW PROCESS FROM NODE 214.01 TO NODE 214.02 IS CODE = 31 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » » »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< = = = ELEVATION DATA: UPSTREAM(FEET) = 1051.40 DOWNSTREAM(FEET) = 1050.40 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 li DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.98 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 85.87 I; PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 17.17 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.02 = 1790.00 FEET. r ip FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 >» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ri ___ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.17 li RAINFALL INTENSITY(INCH /HR) = 1.97 AREA - AVERAGED Fm(INCH/HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.41 AREA- AVERAGED Ap = 0.90 ii EFFECTIVE STREAM AREA(ACRES) = 52.91 TOTAL STREAM AREA(ACRES) = 59.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 85.87 I FLOW PROCESS FROM NODE 405.00 TO NODE 214.01 IS CODE = 21 » » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« N i PR 10 INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ii ELEVATION DATA: UPSTREAM(FEET) = 1067.00 DOWNSTREAM(FEET) = 1060.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.880 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.989 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 7.00 0.75 0.50 56 16.88 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 ii SUBAREA RUNOFF(CFS) = 10.17 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 10.17 I; FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ii » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« « < = == TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: li TIME OF CONCENTRATION(MIN.) = 16.88 RAINFALL INTENSITY(INCH /HR) = 1.99 AREA - AVERAGED Fm(INCH /HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.75 ii AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 7.00 TOTAL STREAM AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.17 ii ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER p., NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 85.87 17.17 1.969 0.41( 0.37) 0.90 52.9 208.01 1 74.77 21.95 1.699 0.42( 0.37) 0.88 55.9 213.00 2 10.17 16.88 1.989 0.75( 0.37) 0.50 7.0 405.00 r- L. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I; ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 95.92 17.17 1.969 0.43( 0.37) 0.85 59.9 208.01 I; 2 83.12 21.95 1.699 0.44( 0.37) 0.84 62.9 213.00 3 95.66 16.88 1.989 0.44( 0.37) 0.85 59.0 405.00 ii COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 95.92 Tc(MIN.) = 17.17 EFFECTIVE AREA(ACRES) = 59.91 AREA - AVERAGED Fm(INCH/HR) = 0.37 AREA - AVERAGED Fp(INCH/HR) = 0.43 AREA- AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 66.70 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.01 = 1790.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** !" FLOW PROCESS FROM NODE 214.02 TO NODE 404.01 IS CODE = 31 1 M 1 I; I; li » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < _ = ELEVATION DATA: UPSTREAM(FEET) = 1050.40 DOWNSTREAM(FEET) = 1048.00 li FLOW LENGTH(FEET) = 525.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.62 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 II PIPE - FLOW(CFS) = 95.92 PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 18.18 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 404.01 = 2315.00 FEET. I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 404.00 TO NODE 404.01 IS CODE = 81 II » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< = = = MAINLINE Tc(MIN) = 18.18 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.902 li SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ii "5 -7 DWELLINGS /ACRE" B 4.00 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) = 4.00 SUBAREA RUNOFF(CFS) = 5.50 II EFFECTIVE AREA(ACRES) = 63.91 AREA - AVERAGED Fm(INCH/HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.45 AREA- AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 70.70 PEAK FLOW RATE(CFS) = 95.92 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 404.01 TO NODE 402.01 IS CODE = 31 Ow L . » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « < == _ I: ELEVATION DATA: UPSTREAM(FEET) = 1048.00 DOWNSTREAM(FEET) = 1047.20 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.73 , ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 95.92 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 18.51 le LONGEST FLOWPATH FROM NODE 213.00 TO NODE 402.01 = 2485.00 FEET. li ______= = = END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 70.70 TC(MIN.) = 18.51 j j Put �11A �co� EFFECTIVE AREA(ACRES) = 63.91 AREA- AVERAGED Fm(INCH /HR)= 0 . 37 /�� O �'u�t b Y AREA- AVERAGED Fp(INCH /HR) = 0.45 AREA- AVERAGED Ap = 0.83 '1 f PEAK FLOW RATE(CFS) = 95.92 FT' 1400 S O * ** PEAK FLOW RATE TABLE ** 0 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 95.66 18.22 1.900 0.45( 0.37) 0.83 63.0 405.00 2 95.92 18.51 1.882 0.45( 0.37) 0.83 63.9 208.01 I 3 83.12 23.34 1.637 0.46( 0.37) 0.82 66.9 213.00 Sycamore Hills Storm Drain Basis of Design Technical Appendix A 10 -year Developed Condition Hydrology Street flow at Intersection of Santa Ana Ave and Tamarind Ave ki ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Mg RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1264 i g Analysis prepared by: Robert Bein, William Frost & Associates PI � 14725 Alton Parkway ■ Irvine, CA 92618 i; * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Sycamore Hills - Forecast Homes JN: 15- 100187 * * 10 -year Street Flow to Intersection of Santa Ana Ave and Tamarind Ave * I; * Data from "Master Hydrology Study for Empire Center" dated Jan 28, 1992 * * * ** *************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** * S“ NYOltoLo6Y Y" M f o>r " MASt E R P FILE NAME: STFL10.DAT $juOY Pitt E"^ARL Cr)Jrrjt " foR SC.J 13Agts ili TIME /DATE OF STUDY: 21:38 05/26/2000 AiJO 1JvOE3 ( f'LLY DivtcoPto Co6.JOr1(o..1) _ ____ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 10.00 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* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.920 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.340 1. COMPUTED RAINFALL INTENSITY DATA: ii STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9292 SLOPE OF INTENSITY DURATION CURVE = 0.6000 r- *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* if p.********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 400.00 TO NODE 400.01 IS CODE = 21 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1093.00 DOWNSTREAM(FEET) = 1088.00 Tc = K* {(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.902 I; * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.234 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.) i COMMERCIAL B 1.30 0.75 0.10 56 13.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.53 ON TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 2.53 li r *■ L 6 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** t FLOW PROCESS FROM NODE 400.01 TO NODE 401.01 IS CODE = 61 r » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STANDARD CURB SECTION USED) « «< P k i UPSTREAM ELEVATION(FEET) = 1088.00 DOWNSTREAM ELEVATION(FEET) = 1077.80 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 pot STREET HALFWIDTH(FEET) = 28.00 6 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 r OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 , STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ii Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.17 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.50 ii PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 6.66 Tc(MIN.) = 20.56 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.767 I; SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 1.40 0.75 0.10 56 ®"' SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 i lls SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.13 EFFECTIVE AREA(ACRES) = 2.70 AREA- AVERAGED Fm(INCH /HR) = 0.07 '� AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 imp TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 4.11 END OF SUBAREA STREET FLOW HYDRAULICS: Pm t DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.83 FLOW VELOCITY(FEET /SEC.) = 2.59 DEPTH *VELOCITY(FT *FT /SEC.) = 1.02 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 401.01 = 2000.00 FEET. r" FLOW PROCESS FROM NODE 401.01 TO NODE 402.01 IS CODE = 61 li > » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) « «< ____ = = = = ___ UPSTREAM ELEVATION(FEET) = 1077.80 DOWNSTREAM ELEVATION(FEET) = 1058.00 ii STREET LENGTH(FEET) = 2970.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 i l l INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 t: STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 le r Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.67 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.34 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 21.12 Tc(MIN.) = 41.68 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.156 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 2.80 0.75 0.10 56 i l SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 2.73 EFFECTIVE AREA(ACRES) = 5.50 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 5.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.52 FLOW VELOCITY(FEET /SEC.) = 2.33 DEPTH *VELOCITY(FT *FT /SEC.) = 1.05 r . LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.01 = 4970.00 FEET. FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< < TOTAL NUMBER OF STREAMS = 3 `" CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 6 TIME OF CONCENTRATION(MIN.) = 41.68 RAINFALL INTENSITY(INCH /HR) = 1.16 r ,,, AREA - AVERAGED Fm(INCH/HR) = 0.07 gg AREA- AVERAGED Fp(INCH /HR) = 0.75 kw AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.50 p„ TOTAL STREAM AREA(ACRES) = 5.50 r PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.35 it ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 405.01 TO NODE 402.01 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = == == INITIAL SUBAREA FLOW - LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1060.00 DOWNSTREAM(FEET) = 1058.00 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.017 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.569 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 0.83 0.75 0.10 56 11.02 M SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 pw fro id SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.86 !om TOTAL AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) = 1.86 ki FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 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.) = 11.02 RAINFALL INTENSITY(INCH /HR) = 2.57 i n , AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.83 TOTAL STREAM AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.86 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1; FLOW PROCESS FROM NODE 403.20 TO NODE 405.01 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 1067.00 DOWNSTREAM(FEET) = 1060.50 Tc = K*[(LENGTH** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.650 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.622 pm 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 1.20 0.75 0.10 56 10.65 r- SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 f, SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.75 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 2.75 E** FLOW PROCESS FROM NODE 405.01 TO NODE 402.01 IS CODE = 61 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « <« II » » >(STANDARD CURB SECTION USED) « « < == ' UPSTREAM ELEVATION(FEET) = 1060.50 DOWNSTREAM ELEVATION(FEET) = 1058.00 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 '' INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 M a * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.94 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.83 li STREET FLOW TRAVEL TIME(MIN.) = 4.31 Tc(MIN.) = 14.96 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.139 SUBAREA LOSS RATE DATA(AMC II): r DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN II COMMERCIAL B 1.20 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 li SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.23 EFFECTIVE AREA(ACRES) = 2.40 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 li TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 4.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.26 II FLOW VELOCITY(FEET /SEC.) = 2.00 DEPTH * VELOCITY(FT*FT /SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 403.20 TO NODE 402.01 = 1200.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IF FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 1 >>>» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< II » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: I; TIME OF CONCENTRATION(MIN.) = 14.96 RAINFALL INTENSITY(INCH /HR) = 2.14 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 i: AREA- AVERAGED Ap = 0.10 i ' lli EFFECTIVE STREAM AREA(ACRES) = 2.40 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.46 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE I; 1 5.35 41.68 1.156 0.75( 0.07) 0.10 5.5 400.00 2 1.86 11.02 2.569 0.75( 0.07) 0.10 0.8 405.01 3 4.46 14.96 2.139 0.75( 0.07) 0.10 2.4 403.20 li RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. I; ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 9.09 11.0" 2.569 0.75( 0.07) 0.10 4.1 405.01 2 8.50 41.68 1.156 0.75( 0.07) 0.10 8.7 400.00 3 9.66 14.96 2.139 0.75( 0.07) 0.10 5.2 403.20 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.66 Tc(MIN.) = 14.96 r. W I; c EFFECTIVE AREA(ACRES) = 5.20 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 I; TOTAL AREA(ACRES) = 8.73 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.01 = 4970.00 FEET. I; END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.73 TC(MIN.) = 14.96 EFFECTIVE AREA(ACRES) = 5.20 AREA- AVERAGED Fm(INCH /HR)= 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 I; PEAK FLOW RATE(CFS) = 9.66 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER I; NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 9.09 11.02 2.569 0.75( 0.07) 0.10 4.1 405.01 2 9.66 14.96 2.139 0.75( 0.07) 0.10 5.2 403.20 3 8.50 41.68 1.156 0.75( 0.07) 0.10 8.7 400.00 I; = = END OF RATIONAL METHOD ANALYSIS ii DATA u SEP RT do OE 02.01 o)J SYcArhott a�L� HYpR c mne E C on ill E Sycamore Hills Storm Drain Basis of Design Technical Appendix A 10 -year Developed Condition Hydrology Hydrology to Node 410 1 MI an ere elm so • Date: 11/07/00 File name: FC10AB.RES Page 1 Date: 11/07/00 Pile name: FC10AB.RES Page 2 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<c«e RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE » »»(STANDARD CURB SECTION USED) « «c (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (0) Copyright 1983 -99 Advanced Engineering Software (aeS) UPSTREAM ELEVATION(FEET) = 57.02 DOWNSTREAM ELEVATION(PEET) = 54.34 Ver. 8.0 Release Date: 01/01/99 License ID 1264 STREET LENGTHIPEET) 520.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 18.00 Analysis prepared by DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) z 13.00 Robert Hein, William Frost & Associates INSIDE STREET CROSSFALL(DECIMALI 0.020 14725 Alton Parkway OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Irvine, CA 92618 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF s 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 DESCRIPTION OF STUDY Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) s 0.0149 " Sycamore Hills - Forecast Homes 3N 15- 100187 * Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 • 10 -year Rational Method Hydrology at Node 182 and 410 • October 2000 /hjb * **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ 5.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHIFEET) = 0.45 PILE NAME: PC \FC10AB.DAT HALFSTREET FLOOD WIDTH(FEET) = 16.10 TIME /DATE OF STUDY: 15:14 11/07/2000 AVERAGE FLOW VELOCITY(FEET /SEC.) 2.14 = =szs = =assxx =sax =s=s=sszszssss ss == = = == szs := azas :s=a:ssx =saes= as === ==_= PRODUCT OF DEPTH &VELOCITY(PT *FT /SEC.) = 0.96 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: STREET FLOW TRAVEL TIME(MIN.) = 4.04 Tc(MIN,) s 19.14 xxsssxx ass=== s= s=s s::= zss== ss= =ass==se = :as==zx ==s :=s :z ==s :sas=s =es==exze : =x • 10 YEAR RAINFALL INTENSITY(INCH /HRI = 1.844 - -* TIME -OP- CONCENTRATION MODEL.-- SUBAREA LOSS RATE DATAIAMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS USER SPECIFIED STORM EVENT(YEAR) = 10.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 RESIDENTIAL SPECIFIED PERCENT OF GRADIENTS(DECIMALI TO USE FOR FRICTION SLOPE 0.90 "5 -7 DWELLINGS /ACRE" D 1.04 0.47 0.50 15 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) s 0.920 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 100 -YEAP. STORM 60- MINUTE INTENSITY(INCH /HOUR) 1.330 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOPF(CFS) = 1.51 COMPUTED RAINFALL INTENSITY DATA EFFECTIVE AREA(ACRES) 4.01 AREA- AVERAGED Pm(INCH /HR) = 0,23 STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9292 AREA- AVERAGED Fp(INCH /HR) 0.47 AREA - AVERAGED Ap = 0.50 SLOPE OF INTENSITY DURATION CURVE = 0.6000 TOTAL AREA(ACRES) = 4.01 PEAK FLOW RATE(CFS) = 5.81 .ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD. END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) s 16.10 FLOW VELOCITY(FEET /SEC.) s 2.14 DEPTWVELOCITY(FT *FT /SEC.) = 0.96 LONGEST FIOWPATH FROM NODE 0.00 TO NODE 20.00 = 1280.00 FEET. FLOW PROCESS FROM NODE 0.00 TO NODE 10.00 IS CODE = 21 B 9 • ' »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 15 CODE = 1 "USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< INITIAL SUBAREA FLOW- LENGTH(FEET) 760.00 se= zs ax= zs=:: s= sxs= exss: s= ss= ez s= sxzssxsss = = =e =ers :x = =se ==e = = = =: s== ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAM(FEET) = 55.52 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE Tc = K *((LENGTH 3.001 /(ELEVATION CHANGE)(• *0.20 TIME OF CONCENTRATION(MIN.) s 19.14 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) s 15.101 RAINFALL INTENSITY(INCH /HR) 1.84 • 10 YEAR RAINFALL INTENSITY(INCH /HR) s 2.126 AREA - AVERAGED Fm(INCH /HR) = 0.23 SUBAREA Tc AND LOSS RATE DATA(AMC II): AREA- AVERAGED Fp(INCH /HR) s 0.47 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AREA - AVERAGED Ap = 0.50 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) EFFECTIVE STREAM AREA(ACRES) = 4.01 RESIDENTIAL TOTAL STREAM AREA(ACRES) = 4.01 "5 -7 DWELLINGS /ACRE• D 2.97 0.47 0.50 75 15.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HRI s 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 $.40* SUBAREA RUNOFF(CFS) = 5.06 PLOW PROCESS FROM NODE 0.00 TO NODE 10.00 I5 CODE = 21 TOTAL AREA(ACRE. a 2.97 PEAK FLOW RATE(CFS) = 5.06 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OP- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 I5 CODE s 61 8 INS r- - r 111111 11115 lerl lel - 111111 1 1 111111 1 1 r r® r 1 Date: 11/07/00 File name: FC10AB.RES Page 3 Date: 11/07/00 File name: FC10AB.RES Page 4 INITIAL SUBAREA FLOW- LENGTH(FEET) = 760.00 "5 -7 DWELLINGS /ACRE' D 3.72 0.47 0.50 7 F. 14.31 ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAMIFEETI . 55.52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0,50 Tc = K *((LENGTH•• 3.001 /(ELEVATION CHANGE))••0.20 SUBAREA RUNOFF(CFS) = 6,57 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 15.101 TOTAL AREA(ACRES) = 3.72 PEAK FLOW RATE(CFS) = 6 57 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.126 SUBAREA Tc AND L05S RATE DATAIAMC III: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 LAND USE GROUP (ACRES) (INCH /HP.) (DECIMAL) CN (MIN.) RESIDENTIAL »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEcc<cc "5 -7 DWELLINGS /ACRE" D 2.06 0.47 0.50 75 15.10 » >e »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES.. .cc. SUBAREA AVERAGE PERVIOUS LOSS RATE, Pp(INCH /HRI = 0.47 =___..__ ._ ____________...._......===_______ _E_.......E= ____________•______ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 TOTAL NUMBER OF STREAMS = 3 SUBAREA RUNOFF(CFS) = 3.51 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TOTAL AREA(ACRES) • 2.06 PEAK FLAW RATEICFS) = 3.51 TIME OF CONCENTRATION(MIN.) = 14.31 RAINFALL INTENSITY(INCH /HR) = 2,20 AREA - AVERAGED Fm(INCH /HRI = 0.23 FLAW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 31 AREA - AVERAGED Fp)INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <c «< EFFECTIVE STREAM AREA(ACRES) = 3,72 »»»USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW1c «.c TOTAL STREAM AREA(ACRES) = 3.72 ____________= = = = =a=.= =._=.= E• =. =.=.r- .=•=___ =20= E=== __.___2.= 2 == PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.57 ELEVATION DATA: UPSTP.EAM(FEETI = 49.24 DOWNSTREAMIFEET) = 47.98 FLOW LENGTH(FEETI = 290.00 MANNING'S N = 0.013 •• CONFLUENCE DATA •• ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEPTH OF FLOW IN 18.0 INCH PIPE I5 9.4 INCHES NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE PIPE -FLOW VELOCITY(FEET /SEC.) = 3.78 1 5.81 19.14 1.844 0.47( 0.23) 0.50 4,0 0 00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 2 3.51 16.38 2.025 0.47( 0.23) 0.50 2.1 0.00 PIPE - FLOW(CFS) = 3.51 3 6.57 14.31 2.196 0.47( 0,23) 0.50 3.7 0.00 PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 16.38 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1050.00 FEET. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. FLOW PROCESS PROM NODE 20.00 TO NODE 20.00 IS CODE = 1 "• PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER »» »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE. «cc NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE _________________E_===._.____ ___•._.___•_• = =••E. =• = =________ . __.__•___= 1 15.03 16.38 2.025 0.47( 0.24) 0.50 9.2 0 00 TOTAL NUMBER OF STREAMS • 3 2 14.35 19.14 1.844 0.47( 0.24) 0.50 9.8 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 3 15.21 14.31 2.196 0.47( 0.23) 0.50 8.5 0.00 TIME OF CONCENTRATION(MIN.) . 16.38 RAINFALL INTENSITY(INCH /HR) • 2.03 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA - AVERAGED Fm(INCH /HRI = 0.23 PEAK FLOW RATE(CFS) • 15.21 Tc(MIN.1 = 14.31 AREA - AVERAGED Fp(INCH /HRI = 0.47 EFFECTIVE AREA(ACRES) • 8.52 AREA- AVERAGED Fm(INCH /HR) = 0.23 AREA- AVERAGED Ap • 0.50 AREA - AVERAGED Fp(INCH /HR) • 0.47 AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.06 TOTAL AREA(ACRES) a 9,79 TOTAL STREAM AREAIACRES) = 2.06 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20,00 = 1280.00 FEET. PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.51 FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 I5 CODE = 31 FLOW PROCESS FROM NODE 0.00 TO NODE 20.00 I5 CODE = 21 B /0 • 2 ' » ..COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA.. ..cc »»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «c > »> »> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW).« <.: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.. •___E_• ..... ___.E_=•==_._••.•=• a=====_____._= .= =.e• == = =_ =. = = =E := = =__..___._ ....................................... ============= .......................... ELEVATION DATA: UPSTREAM(FEET) = 47.98 DOWNSTREAM(FEET) = 47.16 INITIAL SUBAREA FLAW- LENGTHIFEET) . 750.00 FLOW LENGTH(FEET) • 100.00 MANNING'S N • 0.013 ELEVATION DATA: UPSTREAMIFEET) • 60.50 DOWNSTREAM(FEET) = 54.23 DEPTH OF FLOW IN 24,0 INCH PIPE IS 16.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.84 Tc • K *((LENGTH ** 3.001 /(ELEVATION CHANGE/1..0.20 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES - 1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) • 14.306 PIPE- FLOW(CF5) = 15.21 • 10 YEAR RAINFALL INTENSITY(INCH /HR) . 2.196 PIPE TRAVEL TIMEIMIN.) = 0.24 Tc(MIN.) = 14.55 SUBAREA Tc AND LOSS RATE DATA(AMC II): LONGEST FLOWPATH FROM NODE 0.00 TO NODE 25.00 = 1380.00 FEET. DEVELOPMENT TYPE/ SCE SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (114CLL /HR) (DECIMAL) CN (MIN.) RESIDENTIAL PLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE • 1 WS MI - r -- a MN OM - MI NM MI MI -OM MN r MI On Date: 11/07/00 File name: FC1OAB.RES Page 5 Date: 11 /07/00 File name: FC10AB.RES Page 6 1 14.35 19.39 1.830 0.47) 0.24) 0.50 9.8 0 00 > »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE. «« 1 15.21 14.55 2.174 0.47( 0.23) 0.50 8.5 0 00 s=====_.=.==. s=s.==== ss:= mmss.s=== s=s ss =s =ss == s ==s= ==== s== =m = = =s=s.s 2 9 66 lb 79 1.995 0.75( 0.08) 0.10 5.2 402.01 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY AND TIME OF CONCENTPATION RATIO TIME OF CONCENTRATION(MIN.) = 14.55 CONFLUENCE FORMULA USED FOR 2 STREAMS. RAINFALL INTENSITY(INCH /HR) = 2.17 AREA- AVERAGED Fm(INCH /HR) = 0.23 " PEAK FLOW RATE TABLE " AREA- AVERAGED Pp1INCH /HR) = 0.47 STREAM (2 Tc Intensity Fp)Fm) Ap Ae HEADWATER AREA - AVERAGED Ap • 0.50 NUMBER (CRS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE EFFECTIVE STREAM AREA(ACRES) = 8.52 1 24,36 14.55 2.174 0.50( 0.18) 0.36 13.0 0 00 TOTAL STREAM AREA(ACRES) • 9.79 2 24.65 16.62 2.007 0.50( 0.18) 0.36 14.4 0.00 PEAK FLOW RATE(CFSI AT CONFLUENCE = 15.21 3 23.18 19.39 1.830 0.50( 0.18) 0.36 15.0 0.00 4 24.65 16.79 1.995 0.50( 0.18) 0.36 14,4 402 01 FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 7 DAl,4 FAWN 1.'h*WO - )/ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: A7 . PEAK FLOW RATE(CFSI = 24.65 Tc {MIN.) = 16.62 »» »USER SPECIFIED HYDROLOGY INFORMATION AT NOD£« «< EFFECTIVE AREA(ACRES) . 14.36 AREA- AVERAGED Pali/NCH/BR) = 0.18 _=====s=====__________________________ _______ ... ___________________= = =5 4/4 4 *VA Avg b AREA-AVERAGED Fp)INCN /HA) = 0.50 AREA- AVERAGED Ap = 0.36 USER - SPECIFIED VALUES ARE AS FOLLOWS: TA 4AR / A /b At/5 TOTAL AREA(ACRES) = 18.52 TC(MIN.) = 14.96 RAINFALL INTENSITY(INCH /HR1 = 2.14 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 25.00 • 1760.00 FEET. EFFECTIVE AREA(ACRES) = 5.20 TOTAL AREA(ACRES) = 8.73 PEAK FLOW RATE(CFS1 = 9.66 AREA- AVERAGED Fm(INCH /HRI = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.75 FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE s 31 AREA - AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< CONFLUENCE ANALYSES. »»»USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE PLOW1 ««- = m ELEVATION DATA UPSTREAM(FEET) = 46.23 = Y = DOWNSTREAM(FEET) - 45 49 FLOW PROCESS FROM NODE 402.01 TO NODE 25.00 IS CODE = 31 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.1 INCHES » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « <e< PIPE -FLAW VELOCITY(FEET /SEC.) = 5.84 » »»USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)«< ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = - =s==ss.s=== ss=m===s=s= s==m.s=.===== ss s= s=.... .. =m=s=.m.s== = == _== = == ss......= PIPE- P1.OW(CFS) • 24.65 ELEVATION DATA, UPSTREAM(FEETI s 53.25 DO' i#(STREAM(FEET) = 46.58 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 17.17 FLAW LENGTH(FEET) = 710.00 MANNING'S N = 0.013 LONGEST FLOWPATH FROM NODE 402,01 TO NODE 30.00 = 1950.00 FEET. DEPTH OF PLOW IN 21.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) - 6.48 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES . 1 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 PIPE- FLOW(CFS) • 9.66 PIPE TRAVEL TIME(MIN.) - 1.83 Tc(MIN.) • 16.79 >» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< LONGEST FLOWPATH FROM NODE 402.01 TO NODE 25.00 = 1760.00 PEET. . ss=. ss =. =..==.s=s.= ..s=s. === =s = = ===__ ......,..”....= === _. ... TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 TIME OF CONCENTRATION(MIN.) s 17.17 . RAINFALL INTENSITY(INCH /HR) = 1.97 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE.«« AREA- AVERAGED Pm(INCH /HR) = 0,18 » »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES.<< AREA- AVERAGED Pp(INCH /HR) = 0.50 s=====...... s......====s... Lana ==s==ms =s = ==s =s =s == = = ==. =m. =.= = = =s. =m= AREA - AVERAGED Ap 0.36 TOTAL NUMBER OF STREAMS . 2 EFFECTIVE STREAM AREA(ACRES) = 14.36 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TOTAL STREAM AREA(ACRES) = 18.52 TIME OF CONCENTRATION(MIN.) • 16.79 PEAK FLAW RATE(CFS) AT CONFLUENCE = 24.65 RAINFALL INTENSITY(INCH /HR) • 2.00 AREA - AVERAGED Fm(INCH /HR) • 0.08 AREA - AVERAGED Fp(INCH /HRI = 0.75 FLOW PROCESS PROM NODE 0.00 TO NODE 30.00 IS CODE = 21 B _ 11 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) • 5.20 »> »RATIONAL METHOD INITIAL SUBAREA ANALYSIS < «« TOTAL STREAM AREAIACRES) = B.73 ',USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA <= PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.66 ==.==s====== s=s= s=====______eemem== ee.xe. s== ..... === =.s== =s ==.s == ........ ...... INITIAL SUBAREA FLOW- LENGTH(FEET) = 790.00 •• CONFLUENCE DATA •' ELEVATION DATA: UPSTREAM(FEET) = 58.60 DOWNSTREAM(FEET) = 53.97 STREAM Q IV Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE TC • K 3.00) /(ELEVATION CHANGE))••0.20 1 15.03 16.62 2.007 0.47( 0.24) 0.50 9.2 0.00 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 15.682 Date: 11/07/00 File name: FC10AB.RES __ Page 7 Date: 11/07/00 File name: PC10AB.RES Page 8 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.079 PEAK FLOW RATEICFS) AT CONFLUENCE = 4.11 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS Tc •• CONFLUENCE DATA •• LAND USE GROUP 1ACRES) (INCH /HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFSI (MIN.) (INCH /HRI (INCH /RR) (ACRES) NODE "5 -7 DWELLINGS /ACRE" D 2.05 0.47 0.50 75 15.68 1 24.36 15,09 2.127 0.50( 0.18) 0.36 13.0 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) a 0.47 1 24.65 17.17 1.969 0.501 0.18) 0.36 14.4 0 00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 23.18 19.95 1.799 0.501 0.18) 0.36 15.0 0.00 SUBAREA RUNOFFICFS) = 3.40 1 24.65 17.33 1.958 0.50) 0.18) 0.36 14.4 402.01 TOTAL AREAIACRES) = 2.05 PEAK FLOW RATE(CFS) = 3.40 2 3.40 15.68 2.079 0.47( 0.23) 0.50 2.0 0.00 3 4.11 15.34 2.107 0.47( 0.23) 0.50 2.4 0.00 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. »> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «<c< _'____`__________'_______________ ____'___ :___s =s ` :______________ __`___ "__ •• PEAK FLOW RATE TABLE •• TOTAL NUMBER OF STREAMS = 3 STREAM Q Pc Intensity Fp(Fm) Ap Ae HEADWATER CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: NUMBER ICES) (MIN, (INCH /HR) (INCH /HR) (ACRES) NODE TIME OF CONCENTRATION(MIN.) = 15.68 1 31.81 15.09 2.127 0.49( 0.19) 0.40 17.4 0.00 RAINFALL INTENSITY(INCH /HR) = 2.08 2 31.90 15.68 2.079 0.49( 0.19) 0.40 17.9 0.00 AREA- AVERAGED Fm(INCH/HR) = 0.23 3 31.66 17.17 1.969 0.49) 0.19) 0.39 18.9 0.00 AREA- AVERAGED Fp(INCH/HR) = 0.47 4 31.61 17.33 1.958 0.49( 0.19) 0.39 18.9 402 01 AREA - AVERAGED Ap = 0.50 5 29.50 19.95 1.799 0.49( 0.19) 0.39 19.5 0 00 EFFECTIVE STREAM AREAIACRES) • 2.05 6 31.88 15.34 2.107 0.49( 0.19) 0.40 17.6 0.00 TOTAL STREAM AREA(ACRES) = 2.05 PEAK FLOW RATEICFS) AT CONFLUENCE = 3.40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEICPS) = 31.90 Tc(MIN.) = 15.68 Q EFFECTIVE AREA(ACRES) = 17.89 AREA- AVERAGED Fm(INCH/HR) . 0 19 FLOW PROCESS FROM NODE 0.00 TO NODE 30.00 IS CODE = 21 /r .. /Z AREA- AVERAGED Fp(INCH /HR) = 0.49 AREA - AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 23.01 » »»RATIONAL METHOD. INITIAL SUBAREA ANALYSIS « «< LONGEST FLOWPATH FROM NODE 402.01 TO NODE 30.00 = 1950 00 FEET. »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREAcc ====== INITIAL SUBAREA FLOW- LENGTH)FEET) _. = 760 00 =_________ : :_______________ _= FLOW PROCESS FROM NODE 30.00 TO NODE 37.00 IS CODE = 31 ELEVATION DATA: UPSTREAMIFEET) = 58.60 DOWNSTREAM(FEET) = 53.99 »> »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< PC s K•11LENGTH•• 3.001 /)ELEVATION CHANGEI1••0.20 »»»USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)c «v SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.335 =________________=====__:_____==:== s === = =______.._________.____.__= • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.107 ELEVATION DATA: UPSTREA141FEET) = 45.46 DOWNSTREAM(FEET) = 42.84 SUBAREA Tc AND LOSS RATE DATA(AMC I1): FLOW LENGTHIFEET) = 980.00 MANNING'S N = 0.013 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.7 INCHES LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PIPE -FLOW VELOCITY(FEET /SEC.1 = 5.27 RESIDENTIAL ESTIMATED PIPE DIAMETERIINCH) = 36.00 NUMBER OF PIPES = 1 "5 -7 DWELLINGS /ACRE" D 2.44 0.47 0.50 75 15.34 PIPE- FLOW(CFS1 = 31.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 PIPE TRAVEL TIMEIMIN.) = 3.10 Tc(MIN.1 = 18.78 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 LONGEST PLOWPATH FROM NODE 402.01 TO NODE 37.00 = 2930.00 FEET. SUBAREA RUNOFFICFS) = 4.11 TOTAL AREA(ACRES) = 2.44 PEAK FLOW RATEICFS) = 4.11 FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 »»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< = = : : : : :___ :_ = == :_s _. : ____ »> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = :j = __ :_____ :___ :_ » »»AND COMPUTE VARIOUS CONPLUENCED STREAM VALUES « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: = s=====_____ _______________________________ ........................... TIME OF CONCENTRATION(MIN.) = 18.78 TOTAL NUMBER OF STREAMS = 3 RAINFALL INTENSITY(INCH /HR) = 1.87 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: AREA- AVERAGED Fm(INCH /HRI = 0.19 TIME OF CONCENTRATI(NIIMIN.) = 15.34 AREA - AVERAGED Fp(INCH /HRI = 0.49 RAINFALL INTENSITY(INCH /HR) = 2.11 AREA- AVERAGED Ap = 0.40 AREA- AVERAGED Fm(INCH/HR) = 0.23 EFFECTIVE STREAM AREAIACRES) = 17.89 AREA - AVERAGED Fp(INCH /HR) = 0.47 TOTAL STREAM AREA(ACRES) = 23.01 AREA- AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.90 EFFECTIVE STREAM AREA(ACRESI = 2.44 TOTAL STREAM AREA(ACRES) = 2.44 Ir!" 111E1 111111 MB 1 r 1®- OM r -1 MS 1 1 UM - 1 r Date: 11/07/00 File name: FC10AB.RES Page 9 Date: 11/07/00 File name: FC10AB.RES Page 10 FLOW PROCESS FROM NODE 0.00 TO NODE 37.00 IS CODE = 21 44./3 == as= x==.====z=== .._.___ === = =s = =s....... = = =.. =ss x.x __ UPSTREAM ELEVATION(FEET) = 52.41 DOWNSTREAM ELEVATION(FEET) = 49.67 » »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< STREET LENGTH(FEET) = 720.00 CURB NEIGHT(INCHES) = 6.0 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« STREET HALFWIDTH(FEET) = 18.00 .................=== INITIAL SUBAREA FLOW-LENGTH(FEETI = = z=s :=s_x_s_x :x_s =a = _ 910.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKIFEET) = 13.00 ELEVATION DATA: UPSTREAM(FEET) = 53.62 DOWNSTREAM(FEETI = 49.67 IN52D£ STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALLIDECIMAL) = 0.020 Tc = K•IILENGTN•• 3.001 /(ELEVATION CHANGE)(" 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.622 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF s 1 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.938 STREET PARKWAY CROSSFALL(DECIMAL) . 0.020 SUBAREA Tc AND LOSS RATE DATA(AMC II): Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Hanning's FRICTION FACTOR for Back -of -Walk Flow Section x 0.0200 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) • RESIDENTIAL "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.92 "5 -7 DWELLINGS /ACRE" D 2.53 0.47 0.50 75 17.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH/HR) = 0.47 STREET FLOW DEPTHIFEET) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 15.99 SUBAREA RUNOFF(CFS) = 3.88 AVERAGE FLOW VELOCITY(FEET /SEC.) a 1.84 TOTAL AREA(ACRES) = 2.53 PEAK FLOW RATE(CFS) = 3.88 PRODUCT OF DEPTH &VELOCITY(FT•FT /SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 6.53 TC(MIN,) = 19.11 • 10 YEAR RAINFALL INTENSITY(INCH /HRI = 1.646 FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 I5 CODE = 1 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS » »,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ___ = = ===x.=.= == = =z = =sa =z =x =a sax == == = = == = =as =x== ====s= =x === _ ______________= RESIDENTIAL TOTAL NUMBER OF STREAMS = 3 '5 -7 DWELLINGS /ACRE' 0 3.23 0.47 0.50 75 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp11NCH /HR) = 0.47 TIME OF CONCENTRATION)MIN.) = 17.62 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 RAINFALL INTENSITY(INCH /HR) = 1.94 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOPF(CFS) = 4.68 AREA - AVERAGED Fm(INCH/HR) = 0.24 EFFECTIVE AREA(ACRES) = 4.56 AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Fp(INCH /HRI = 0.47 AREA - AVERAGED Ap = 0.50 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.56 PEAK FLOW RATE(CFS) = 6.61 EFFECTIVE STREAM AREA(ACRES) a 2.53 TOTAL STREAM AREA(ACRES) = 2.53 END OF SUBAREA STREET FLOW HYDRAULICS: PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.88 DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTHIFEET) = 17.97 FLOW VELOCITY(FEET /SEC.) = 1.97 DEPTH /SEC.) = 0 96 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 37.00 = 1220.00 FRET. FLOW PROCESS FROM MODE 0.00 TO NODE 35,00 IS CODE = 21 6 ..mg. , >» »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «c FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 I5 CODE = 1 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ___......”x= =sasses.= ==s = ==== =sa== ss== === szsz =z === ==== =sas =s = = = ==s ===s== »> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 »»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ELEVATION DATA UPSTREAM(FEET) = 56.00 DOWNSTREAM(FEET) = 52.46 .. = = =a==s..= =._. == = =s = ==x ==== ==. a = ==s= =a= =s =s == =x =a =s= =. = =. =s= ___. TOTAL NUMBER OF STREAMS = 3 Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGEI1• CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE SUBAREA ANALYSIS USED MINIMUM Tc(MIN.1 = 12.576 TIME OF CONCENTRATIONIMIN.) = 19.11 • 10 YEAR RAINFALL INTENSITY(INCH /HRI = 2.373 RAINFALL INTENSITYIINCH /HR) = 1.85 SUBAREA Tc AND LOSS RATE DATA(AMC II): AREA- AVERAGED Fm(INCH/HR) s 0.23 DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS Tc AREA- AVERAGED Fp(INCH/HR) s 0.47 LAND USE GROUP (ACRES) IINCN /HR) 1DECIMAL) CN (MIN.) AREA - AVERAGED Ap - 0.50 RESIDENTIAL EFFECTIVE STREAM AREA(ACRES) = 4.56 "5 -7 DWELLINGS /ACRE• 0 1.33 0.47 0.50 75 12.58 TOTAL STREAM AREA(ACRES) = 4.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) s 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE s 6.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 2.56 •• CONFLUENCE DATA •• TOTAL AREA(ACRES) s 1.33 PEAK FLOW RATE(CFS1 = 2.56 STREAM Q Tc Intensity Fp(Pm) Ap Ae HEADWATER NUMBER ICES) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 31.81 18.19 1.902 0.49( 0.19) 0.40 17.4 0.00 FLOW PROCESS FROM NODE 35.00 TO NODE 37.00 IS CODE = 61 -/ 9- 2 1 31.90 18.78 1,866 0.49( 0.19) 0.40 17,9 0.00 1 31.66 20.26 1.782 0.49( 0.19) 0.39 18.9 0.00 » » 'COMPUTE STREET FLOW TRAVEL T1ME TRIM SUBAREA ««< 1 31.61 20.43 1.774 0.49( 0.19) 0.39 18.9 402.01 » »*(STANDARD CURB SECTION USED) « «< 1 29.50 23.07 1.649 0.49( 0.191 0.39 19.5 0.00 arm, ere lime i i ® 111111 Iffl len i_ r i ® i ® 111111 111111 111111 Date: 11/07/00 File name: FC1OAB.F,ES Page 11 Date: 11/07/00 File name: FC10AB.RES Page 12 1 31.81 18.43 1.887 0.49) 0.19) 0.40 17.6 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 2 3,88 17.62 1.938 0.47) 0.24) 0.50 2.5 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION. Ap = 0.50 3 6.61 19.11 1.846 0.47) 0.23) 0.50 4.6 0.00 SUBAREA RUNOFF(CFS) = 7.19 TOTAL AREA(ACRES) = 4.10 PEAR FLOW RATE(CFS) = 7.19 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 31 •• PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap At HEADWATER ,,, 'COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« < NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HP,) (ACRES) NODE »»'USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « <c< 1 41.80 17.62 1.938 0.48( 0.21) 0.43 23.6 0.00 =_____=====x=:= x==== =________ = == = =x =x= = =x= = = = =____ 2 42.12 18.19 1.902 0.48) 0.21) 0.43 24.3 0.00 ELEVATION DATA UPSTREAM(FEET) = 43.15 DOWNSTREAM(FEET) = 42.43 1 42.18 18.43 1.887 0.48) 0.21) 0.43 24.6 0.00 FLOW LENGTHfFEET) = 180.00 MANNING'S N = 0.013 4 42.18 18.78 1.866 0.48) 0.20) 0.42 24.9 0.00 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES 5 41.53 20.26 1.782 0.481 0.20) 0.42 25.9 0.00 PIPE -FLOW VELOCITY(FEET /SEC.1 = 4.35 6 41.43 20.43 1.774 0.481 0.20) 0.42 26.0 402.01 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 7 38.52 23.07 1.649 0.48( 0.20) 0.42 26.6 0.00 PIPE- FLOW(CFS) = 7.19 8 42.13 19.11 1.846 0.48( 0.20) 0.42 25.2 0.00 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 15.14 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 50,00 = 1030.00 FEET. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.18 Tc(MIN.) = 18.78 EFFECTIVE AREA(ACRES) = 24.91 AREA - AVERAGED Fm)INCH /HR) x 0 20 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 AREA- AVERAGED Fp(INCH /HR) = 0.48 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 30.10 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE •«< LONGEST FLOWPATH FROM NODE 402.01 TO NODE 37.00 = 2930.00 FEET. __ ==__= x=== x=====__________== =.= x =x=x= = = = ----- __ = = = ==x =x = - == :___ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE FLOW PROCESS FROM NODE 37.00 TO NODE 90.00 IS CODE = 31 TIME OF CONCENTRATION(MIN.) = 15,14 RAINFALL INTENSITY(INCH /HR) = 2.12 »»=COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «u< AREA- AVERAGED Fm)INCH /HR) = 0.23 >» »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)c < <<< AREA- AVERAGED Fp)INCH /HR) = 0.47 = - -x =_ = =x ==- _ ==== x_.=== x_== x= = =.=________________ == == =e = = = == AREA- AVERAGED Ap = 0.50 ELEVATION DATA: UPSTREAM(FEET) = 41.50 DOWNSTREAM(FEET) = 41.14 EFFECTIVE STREAM AREA(ACRESI = 4.10 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 TOTAL STREAM AREA(ACRES) x 4.10 DEPTH OF FLOW IN 39.0 INCH P2PE IS 27.7 INCHES PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.19 PIPE -FLOW VELOCITY(FEET /SEC.) = 6.71 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) . 42.18 FLOW PROCESS FROM NODE 0.00 TO NODE 50.00 IS CODE = 21 B - PIPE TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 19.00 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 90.00 = 3020.00 FEET. »»'RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ,,USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.< = = =__________ ___ PLOW PROCESS FROM NODE 90.00 TO NODE 90.00 I5 CODE = 10 INITIAL SUBAREA FLOW = 720 00 ELEVATION DATA UPSTREAM(FEET) = 61.30 DOWNSTREAM(PEET1 = 51.96 »» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK i 1 « «< ___________________________________________ ..... ____________ :_____= = = = =x =x == Tc = K 3.00) /)ELEVATION CHANGE)) " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.891 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.338 FLOW PROCESS FROM NODE 0.00 TO NODE 40.00 IS CODE = 21 Agr.. 3 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL') CN (MIN.) »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.. RESIDENTIAL _____===== sz=====______=====x=== x=====_______ ___________== == =x =x= = == =_ = = = = =x •5 -7 DWELLINGS /ACRE" D 4.69 0.47 0.50 75 12.89 INITIAL SUBAREA FLOW- LENGTHIFEET) = 850.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HA) = 0.47 ELEVATION DATA: UPSTREAM(FEET) = 61.30 DOWNSTREAM(FEET) = 52.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOPF(CFS) = 8.88 Tc = K't(LENGTH 3.00) /)ELEVATION CHANGE)) TOTAL AREA(ACRES) x 4.69 PEAK FLOW RATE(CPS) = 8.88 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.448 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.183 SUBAREA Tc AND LOSS RATE DATA(AMC II): FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE - 1 DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN )MIN.) »»'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ..c« RESIDENTIAL am...ma...== == ______.____ _ _ .............................. • 5 -7 DWELLINGS/ACRE' D 4.10 0.47 0.50 75 14.45 TOTAL NUMBER OF STREAMS = 3 • ® -,n -® on rn am ® s ma - ® ® ® um ® um mg Date: 11/07/00 File name: PC10AB.RES Page 13 Date: 11/07/00 File name: FC10AB.RES Page 14 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 3 18.56 13.73 2.252 0.471 0.231 0.50 10.1 0.00 TIME OF CONCENTPATIONIMIN.1 = 12.89 RAINFALL INTENSITY(INCH /HR) = 2.34 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA - AVERAGED Fm(INCH /HP,) = 0.23 PEAK FLOW RATEICFS) = 18.72 Tc(MIN.) = 12.89 AREA AVERAGED Fp(INCH /HRI = 0.47 EFFECTIVE AREA(ACRES) = 9.78 AREA - AVERAGED Fm1INCH /HR) = 0 23 AREA - AVERAGED Ap = 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRESI = 4.69 TOTAL AREA(ACRES) _ 10.49 TOTAL STREAM AREA(ACRES) s 4.69 LONGEST PLOWPATH FROM NODE 0.00 TO NODE 50.00 = 1030.00 FEET. PEAK FLOW RATE(CT , AT CONFLUENCE = 8.88 FLOW PROCESS FROM NODE 50.00 TO NODE 70.00 IS CODE = 31 FLOW PROCESS PROM NODE 0.00 TO NODE 50.00 IS CODE = 21 B- 5 »» "COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»"RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< » »"USING COMPUTER- ESTIMATED PIPESI1E (NON- PRESSURE FLOW) « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« :____ _____________________===___=_______ ... .... - ..... =______=_==s===_______.... __====s=== s= = =s= = : =______________.......... ELEVATION DATA: UPSTREAM(FEET) = 43.98 DOWNSTREAM(FEET) = 42.43 INITIAL SUBAREA FLOW- LENGTH(FEET) = 610.00 FLOW LENGTH(FEETI = 310.00 MANNING'S N = 0.013 ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) = 51.95 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20,0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5,92 Tc = K "[(LENGTH• 3.001 /(ELEVATION CHANGE))••0.20 ESTIMATED PIPE DIAMETERIINCH) = 27.00 NUMBER OF PIPES = 1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN,) = 13.726 PIPE - FLOW(CFS) = 18.72 • 10 YEAR RAINFALL INTENSITYIINCH /HR) = 2.252 PIPE TRAVEL TIME(MIN.) = 0.87 Tc)M1N.1 = 13.76 SUBAREA Tc AND LOSS PATE DATA(AMC II): LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 _ 1340.00 FEET. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL FLOW PROCESS FROM NODE 70.00 TO NODE 70,00 IS CODE = 10 "5 -7 DWELLINGS /ACRE" D 1.70 0.47 0.50 75 13.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 »»"MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK II 2 **«* SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 =_____________________ _ = == = =s=_ == =__________ = = = ==a === .. ________ SUBAREA RUNOFF(CFS) = 3.09 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) _ 3.09 W PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 Br.. / FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 »> »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< co VVV »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA** »»"DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE***** .................... ________ _______________________________ » »"AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< INITIAL SUBAREA FLOW-LENGTH(FEET) s 1060.00 _ :____ __________= ELEVATION DATA: UPSTREAM(FEET) = 55.70 DOWNSTREAMIFEET) = 49.80 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGEII••0.20 TIME OF CONCENTRATIONIMIN.) = 13.73 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 17.822 RAINFALL INTENSITY(INCH /HR) = 2.25 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.925 AREA - AVERAGED Fm)iNCH /HR) s 0.23 SUBAREA Tc AND LOSS RATE DATA(AMC II): AREA - AVERAGED Fp(INCH /HR) = 0.47 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AREA - AVERAGED Ap = 0.50 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) EFFECTIVE STREAM AREA(ACRES) = 1,70 RESIDENTIAL TOTAL STREAM AREA(ACRES) = 1.70 "5 -7 DWELLINGS /ACRE• D 2.55 0.47 0.50 75 17.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.09 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 •• CONFLUENCE DATA •• SUBAREA RUNOFF(CFS) = 3.88 STREAM Q PC Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 2.55 PEAX FLOW RATE(CFS) = 3.88 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 7.19 15,14 2.123 0.47( 0.23) 0,50 4.1 0.00 2 8.88 12.89 2.338 0.47) 0.23) 0.50 4.7 0.00 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 3 3.09 13.73 2.252 0.47( 0.23) 0.50 1.7 0.00 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO =_________________________ __________________ == = ==s == = = =__ _ CONFLUENCE FORMULA USED FOR 3 STREAMS. TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: •• PEAK FLAW RATE TABLE •• TIME OF CONCENTRATIONIMIN.) - 17.82 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER RAINFALL INTENSITY(INCH /HR) = 1.92 NUMBER (CPS) (MIN.) (INCH /MR) (INCH /HR) (ACRES) NODE AREA - AVERAGED Fm(INCH /HR1 = 0.23 1 18.72 12.89 2.338 0.47( 0.23) 0.50 9.8 0.00 AREA - AVERAGED Fp)INCH /HR) = 0.47 2 18.05 15.14 2.123 0.47( 0.23) 0.50 10.5 0.00 AREA - AVERAGED Ap = 0.50 OM MO MI _ - ® ler! ell ® ® No we - ® we or A OR Date: 11/07/00 File name: FC1OAB.RES Page 15 Date: 11/07/00 File name: FC10AB.RES Page 16 EFFECTIVE STREAM AREA(ACRES) = 2.55 TOTAL STREAM AREA(ACRES) = 2.55 PEAK FLOW RATE(CFSI AT CONFLUENCE = 3.88 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 11 » »"CONFLUENCE MEMORY BANK 4 2 WITH THE MAIN- STREAM MEMOP.Y« «• FLOW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 R-7 =___==___=___________=__________________ ________ _____ _______ »»"RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< " MAIN STREAM CONFLUENCE DATA " »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER _______ _______ ==_= =e = = == =_ ________ ______________________________= NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE INITIAL SUBAREA FLOW-LENGTH(FEET) = 850.00 1 7 96 15.13 2.124 0.47) 0.24) 0.50 4.7 0.00 ELEVATION DATA UPSTREAM(FEET) = 56.70 DOWNSTREAM(FEET) = 49.80 2 7.72 17.82 1.925 0.47( 0.24) 0.50 5.1 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70 -00 = 1060 00 FEET. Tc = K "((LENGTH " 3.00) /(ELEVATION CHANGE)) " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) _ 15.130 " MEMORY BANK 8 2 CONFLUENCE DATA " • 10 YEAR RAINFALL INTE3tSITY(INCH /HR) - 2.124 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. SUBAREA Tc ANL' -755 RATE DATA(AMC II): NUMBER )CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE DEVELOPMENT TY'E/ SCS SOIL AREA Fp Ap SCS Tc 1 18.72 13.76 2.248 0.47( 0.23) 0.50 9.8 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 2 18.56 14.60 2.170 0.47( 0.23) 0.50 10.1 0.00 RESIDENTIAL 1 3 18.05 16.02 2.052 0.47( 0.23) 0.50 10.5 0.00 `5 -7 DWELLINGS /ACRE" D 2.52 0.47 0.50 75 15.13 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 0 00 FEET. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp11NCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 " PEAK FLOW RATE TABLE " SUBAREA RUNOFF(CFS) = 4.28 STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) = 4.28 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 26.33 15.13 2.124 0.47( 0.23) 0.50 14.9 0.00 2 24.49 17.82 1.925 0.47( 0.23) 0.50 15.6 0.00 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 3 26.44 13.76 2.248 0.47( 0.23) 0.50 14.0 0.00 4 26.43 14.60 2.170 0.47) 0.24) 0.50 14.6 0.00 »" »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 5 25.93 16.02 2.052 0.47( 0.23) 0.50 15.3 0.00 » »SAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««‹ TOTAL AREA(ACRES) = 15.56 = = '___ TOTAL NUMBER OF STREAMS = 2 __ .... __ ..... ..............."=":"." COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: PEAK FLOW RATE(CFS) = 26.44 Tc(MIN.) _ 13.764 TIME OF CONCENTRATION(MIN.) = 15.13 EFFECTIVE AREA(ACRES) = 14.04 AREA - AVERAGED Fm)INCH /HR) = 0.23 RAINFALL INTENSITY(INCH /HRI = 2.12 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 AREA- AVERAGED Pm(INCH /HR) _ 0.23 TOTAL AREA(ACRES) = 15.56 AREA - AVERAGED Pp(INCH /HR) = 0.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.52 TOTAL STREAM AREA(ACRES) = 2.52 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.28 SS »»CLEAR MEMORY BANK 4 2 « «< " CONFLUENCE DATA " ______.__= =_ =a = =_ ...... _ ________________.. _ STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 3.88 17.82 1.925 0.47( 0.23) 0.50 2.5 0.00 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 2 4.28 15.13 2.124 0.47) 0.23) 0.50 2.5 0.00 » »"DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « <« RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO = ________ ..... _________ ______________________ ___ __ _ - -_ CONFLUENCE FORMULA USED FOR 2 STREAMS. TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: " PEAK FLOW RATE TABLE " TIME OF CONCENTRATION(MIN.) = 13.76 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RAINFALL INTENSITY(INCH /HR) = 2.25 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE AREA - AVERAGED Fm(INCH /HR) = 0.23 1 7.71 17.82 1.925 0.47) 0.24) 0.50 5.1 0.00 AREA - AVERAGED Fp(INCH /HR) = 0.47 2 7.96 15.13 2.124 0.47) 0.24) 0.50 4.7 0.00 AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 14.04 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TOTAL STREAM AREA(ACRES) = 15.56 PEAK FLAW RATE(CFSJ = 7.96 Tc)MIN.1 = 15.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.44 EFFECTIVE AREA(ACRES) = 4.68 AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) - 5.07 FLAW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 A S LONGEST FLOWPATH PROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. - ®- 111111 1 111111 111111 111111 r i 1 ® ® ® 111111 111111 rs 1 - fn. 111111 111111 Date: 11/07/00 File name: FC10AB.RES Page 17 Date: 11/07/00 File name: FC10AB.RES Page 18 ».,.RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <c< LONGEST FLOWPATH PROM NODE 0.00 TO NODE 70.00 • 1060.00 FEET. »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = INITIAL SUBAREA PLOW - LENGTH(FEET) = 310 as =__s =:: =: ___.__ _ :__.xs..__ =_ FLOW PROCESS FROM NODE 70.00 TO NODE 90.00 IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = 52.56 DOWNSTREAMIFEET) = 49.80 »>. ,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREAc «« Tc = K'((LENGTH'• 3.00) /(ELEVATION CHANGE)) "0.20 »»,USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «. « SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 9.922 zx=_==ss=== s=====s======= =x =x. =.= =ss = =z. = = = =. = ==.x.= =x.= _ x.x. • 10 YEAR RAINFALL INTENSITYIINCH /HR) = 2.736 ELEVATION DATA: UPSTREAM(FEET) = 42.41 DOWNSTREAM(FEET) = 42.12 SUBAREA Tc AND LOSS RATE DATA(AMC III: FLOW LENGTH(FEET) = 150.00 MANNING•S N = 0.013 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.0 INCHES LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PIPE -FLOW VELOCITY(FEET /SEC.) = 4.49 RESIDENTIAL ESTIMATED PIPE DIAMETERIINCH) = 36.00 NUMBER OF PIPES = 1 "5 -7 DWELLINGS /ACRE" D 0.51 0.47 0.50 75 9.92 PIPE- FLOW(CFS) = 27.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 14.32 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00. 1210.00 FEET. SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 1.15 FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 11 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE z 1 »» MEMORY BANK t 1 WITH THE MAIN- STREAM MEMORY <.. «< > »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEc<c« - _ =sx_ =_ = =__z =:= z_= x= x= _a =_ =z=s_ =zz = = = = =_= =x := ==_.____ = x = = » ».AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« <r '• MAIN STREAM CONFLUENCE DATA •" ___.___===== xz=.= zx===ssss= = = ==_. = = =. =s = =x = = =.. . = =x = =. = =. .__= STREAM 0 Tc Intensity FP(Fm) Ap Ae HEADWATER TOTAL NUMBER 0* . ITREAMS = 2 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HRI (ACRES) NODE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 24.82 10.48 2.647 0.47( 0.23) 0.50 10.6 0.00 TIME OP CONCENTRATION(MIN.) = 9.92 2 27.36 14.32 2.195 0.47( 0.23) 0.50 14.5 0.00 RAINFALL INTENSITY(INCH /MR) - 2.74 3 27.32 15.16 2.121 0.47) 0.24) 0.50 15.1 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.23 4 27.20 15.69 2.078 0.47) 0.23) 0.50 15.4 0.00 AREA - AVERAGED Fp(INCH /HR) = 0.47 5 26.76 16.57 2,011 0.47( 0.23) 0.50 15.8 0.00 AREA - AVERAGED Ap = 0.50 6 25.27 18.38 1.890 0.471 0.23) 0.50 16.1 0.00 EFFECTIVE STREAM AREA(ACRES) = 0.51 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.15 '• MEMORY BANK if 1 CONFLUENCE DATA "' STREAM Q Pc Intensity Fp(Fm) Ap Ae HEADWATER ..' CONFLUENCE DATA " NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER 1 41.80 17.85 1.923 0.48( 0.21) 0.43 23.6 0.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH/HR) (ACRES) NODE 2 42.12 18.41 1.888 0.48( 0.21) 0.43 24.3 0.00 1 26.33 15.13 2.124 0.47( 0.23) 0.50 14.9 0.00 3 42.18 18.66 1.873 0.48) 0.21) 0.43 24.6 0.00 1 24.49 17.82 1.925 0.47( 0.23) 0.50 15.6 0.00 4 42.18 19.00 1.852 0.48( 0.20) 0.42 24.9 0.00 1 26.44 13.76 2.248 0.47( 0.23) 0.50 14.0 0.00 5 42.13 19.33 1.833 0.481 0.20) 0.42 25.2 0.00 1 26.43 14.60 2.170 0.47( 0.24) 0.50 14.6 0.00 6 41.53 20.49 1.771 0.48( 0.20) 0.42 25.9 0.00 1 25.93 16.02 2.052 0.47( 0.23) 0.50 15.3 0.00 7 41.43 20.65 1.762 0.481 0.20) 0.42 26.0 401.01 2 1.15 9.92 2.736 0.47) 0.23) 0.50 0.5 0.00 8 38,52 23.30 1.639 0.48( 0.20) 0.42 26.6 0.00 LONGEST PLOWPATH FROM NODE 0.00 TO NODE 90.00 = 0.00 FEET. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •' STREAM Q Pc Intensity Fp(Fm) Ap Ae HEADWATER " PEAK FLOW RATE TABLE •• NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1 59.72 10.48 2.647 0.48) 0.22) 0.46 24.5 0.00 NUMBER (CPS) (MiN.) (INCH/HR) (INCH /HRI (ACRES) NODE 2 66.21 14.32 2.195 0.48( 0.22) 0.46 33.5 0.00 1 27.36 13.76 2.248 0.47( 0.23) 0.50 14.5 0.00 3 66.92 15.16 2.121 0.48( 0.22) 0.46 35.2 0.00 2 27.32 14.60 2.170 0.47( 0.24) 0.50 15.1 0.00 4 67.25 15.69 2.078 0.48( 0.22) 0.46 36.2 0.00 3 27.20 15.13 2.124 0.47) 0.23) 0.50 15.4 0.00 5 67.56 16.57 2.011 0.481 0.22) 0.46 37.7 0.00 4 26.76 16.02 2.052 0.47( 0.23) 0.50 15.8 0.00 6 67.37 18.38 1.890 0.48( 0.221 0.46 40.3 0.00 5 25.27 17.82 1.925 0.47( 0.23) 0.50 16.1 0.00 7 67.51 17.85 1.923 0.48( 0.22) 0.46 39.6 0.00 6 24.82 9.92 2,736 0.47( 0.23) 0.50 10.6 0.00 8 67.36 18.41 1.888 0.481 0.22) 0.46 40.3 0.00 9 67.20 18.66 1.873 0.48) 0.22) 0.45 40.6 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 10 66.89 19.00 1.852 0.48) 0.22) 0.45 41.0 0.00 PEAK FLOW RATE(CFS) = 27.36 Tc(MIN•) = 13.76 11 66.54 19.33 1.833 0.481 0.22) 0.45 41.3 0.00 EFFECTIVE AREA(ACRES) = 14.55 AREA- AVERAGED Fm(INCH /HR) = 0.23 12 64.98 20.49 1.771 0.48) 0.22) 0.45 42.0 0.00 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 13 64.75 20.65 1.762 0.48( 0.22) 0.45 42.1 402.01 TOTAL AREA(ACRES) - 16.07 14 59.96 23.30 1.639 0.48( 0.22) 0.45 42.6 0.00 �a.. • - MI ® ® i ® - _ • i - • ® = ON MS M Date: 11/07/00 File name: FC10AB.RES Page 19 Date: 11/07/00 File name: FC10AB.RES Page 20 TOTAL AREA(ACRES) = 46.17 "5 -7 DWELLINGS /ACRE" D 1.53 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 PEAK FLOW RATE(CFS) = 67.56 Tc(MIN.) = 16.574 SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CPS) = 2.69 EFFECTIVE AREA(ACRES) = 37.72 AREA- AVERAGED Fm(INCH /HR) = 0.22 EFFECTIVE AREA(ACRES) = 4.05 AREA- AVERAGED Fm)INCH /HR) = 0.23 AREA - AVERAGED Fp(INCH /HR) . 0.48 AREA- AVERAGED Ap s 0.46 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 46.17 TOTAL AREA(ACRES) = 4.05 PEAK FLOW RATE(CFS) = 7.13 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 31 FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 I5 CODE = 12 »» 'COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA «a =>'> 'CLEAR MEMORY BANK 4 1 « «< »»=USING COMPUTEP.- ESTIMATED PIPESI2E (NON- PRESSURE FLOW) «« < ELEVATION DATA UPSTREAM(FEET) = 41.60 DOWNSTREAM(FEET) 41.10 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.74 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 ===s=====_ ... _ .... _ ... ____===..s ....... _.__.. __.__._==_ =.s = = =ss == s=s = = =s =s == PIPE- FLOW(CFS) = 7.13 TOTAL NUMBER OF STREAMS = 2 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 14.73 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 680.00 FEET. TIME OF CONCENTRATION(MIN.) = 16.57 RAINFALL INTENSITY)INCH /HRI = 2.01 AREA - AVERAGED Fm(INCH /HR) . 0.22 FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1 AREA - AVERAGED Fp(INCH /HR) = 0.48 AREA - AVERAGED Ap . 0.46 » »,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< EFFECTIVE STREAM AREA(ACRES) = 37.72 »»SAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL STREAM AREA(ACRES) = 46.17 =__________ ____ ___________ =____ ______ PEAK FLOW RATE(CFS) AT CONFLUENCE = 67.56 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 IR ARE: Q TIRE OF CONCENTRATIONIMIN.) • 14.73 FLOW PROCESS FROM NODE 0.00 TO NODE 80.00 IS CODE = 21 9_ / RAINFALL INTENSITY(INCH /HR) = 2.16 AREA - AVERAGED Fm(INCH /HRI = 0.23 »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< AREA - AVERAGED Pp(INCH /HR) = 0.47 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« AREA- AVERAGED Ap = 0.50 _______________________====. s= =.=.____._=== . =s =.= = =_._____. ===s= EFFECTIVE STREAM AREA(ACRES) . 4.05 INITIAL SUBAREA FLOW- LENGTHIFEET) = 580.00 TOTAL STREAM AREA(ACRES) = 4.05 ELEVATION DATA: UPSTREAM(FEET) = 52.50 DOWNSTREAM(FEET) = 49.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.13 Tc = K•[(LENGTH• 3.00) /(ELEVATION CHANGEI)••0.20 •• CONFLUENCE DATA •• SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 14.376 STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATEP • 10 YEAR RAINFALL INTENSITY(INCH /HRI = 2.190 NUMBER (CFS) (MIN.) )INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 59.72 10.48 2.647 0.48( 0.22) 0.46 24.5 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 1 66.21 14.32 2.195 0.48) 0.22) 0.46 33.5 0.00 LAND USE GROUP (ACRES) (INCH /HRI (DECIMAL) CN (MIN.) 1 66.92 15.16 2.121 0.48) 0.22) 0.46 35.2 0.00 RESIDENTIAL 1 67.25 15.69 2.078 0.481 0.22) 0.46 36.2 0.00 "5 -7 DWELLINGS /ACRE" D 2.52 0.47 0.50 75 14.38 1 67.56 16.57 2.011 0.48) 0.22) 0.46 37.7 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 1 67.37 18.38 1.890 0.48( 0.22) 0.46 40.3 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 67.51 17.85 1.923 0.48( 0.22) 0.46 39.6 0.00 SUBAREA RUNOFF(CPS) = 4.43 1 67.36 18.41 1.888 0.48( 0.22) 0.46 40.3 0.00 TOTAL AREA(ACRES) . 2.52 PEAK FLOW RATE(CFS) = 4.43 1 67.20 18.66 1.873 0.48( 0.22) 0.45 40.6 0.00 1 66.89 19.00 1.852 0.48( 0.22) 0.45 41.0 0.00 1 66.54 19.33 1.833 0.48) 0.22) 0.45 41.3 0.00 FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 B _ 2f 1 64.98 20.49 1.771 0.48( 0.22) 0.45 42.0 0.00 �•r 1 64.75 20.65 1.762 0.48( 0.22) 0.45 42.1 402.01 »»'ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 1 59.96 23.30 1.639 0.48) 0.22) 0.45 42.6 0.00 ....... ................ _______ ........ ______ __________________________ -.__. 2 7.13 14.73 2.158 0.47( 0.23) 0.50 4.1 0.00 MAINLINE Tc(MIN) = 14.38 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.190 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA LOSS RATE DATA(AMC II): CONFLUENCE FORMULA USED FOR 2 STREAMS. DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS LAND USE GROUP (ACRES) (INCH /HRI (DECIMAL) CN •• PEAK FLOW RATE TABLE •• RESIDENTIAL STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER _-. -® - -o ors rri ® sr Is ® me ® on ow on on Date: 11/07/00 File name: FC10AB,RES Page 21 Date: 11/07/00 File name: FC10AB.RES Page 22 NUMBER (CRS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA RUNOFF(CFS) = 3.41 1 66.08 10.48 2.647 0.48) 0.22) 0.46 27.4 0.00 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 3 41 2 73.27 14.32 2.195 0.48( 0.22) 0.46 37.4 0.00 3 73.90 15.16 2.121 0.481 0.22) 0.46 39.2 0.00 4 74.08 15.69 2.078 0.48( 0.22) 0.46 40 2 0.00 FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 31 5 74.14 16.57 2.011 0.48) 0.22) 0.46 41.8 0.00 6 73.77 17.85 1.923 0.48( 0.22) 0.46 43.6 0.00 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 7 73.50 18.38 1.890 0.48( 0.22) 0.46 44.4 0.00 »»'USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < 8 73.48 18.41 1.888 0.48) 0.22) 0.46 44.4 0.00 _______________________ ___=====z.= == =_________________ 9 73.27 18.66 1.873 0.48( 0.22) 0.46 44.7 0.00 ELEVATION DATA: UPSTREAM(FEET) = 46.18 DOWNSTREAM(FEET) = 45,25 10 72.88 19.00 1.852 0.481 0.22) 0.46 45.0 0.00 FLOW LENGTHIFEET) = 190.00 MANNING'S N = 0.013 11 72,46 19.33 1.833 0.481 0.22) 0.46 45.3 0.00 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 12 70.67 20.49 1.771 0.48( 0.22) 0.46 46.1 0.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES 13 70.41 20.65 1.762 0.481 0.22) 0.45 46.1 402.01 PIPE -FLOW VELOCITY(FEET /SEC.) a 3.92 14 65.16 23.30 1.639 0.48) 0.22) 0.46 46.7 0.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 15 73.68 14.73 2.158 0.48) 0.22) 0.46 38.4 0.00 PIPE- FLOWICFS) = 3.41 PIPE TRAVEL TIME(MIN.) = 0.81 TcIMIN.) = 10.57 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: LONGEST FLOWPATH FROM NODE 0.00 TO NODE 110.00 = 510.00 FEET, PEAK PLOW RATE(CFS) = 74.14 Tc(MIN.) = 16.57 EFFECTIVE AREA(ACRES) = 41.77 AREA- AVERAGED Fm(INCH /HR) = 0.22 AREA - AVERAGED Fp(INCH /HRI = 0.48 AREA- AVERAGED Ap = 0.46 FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 TOTAL AREA(ACRES) = 50.22 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. > »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< z= TOTAL NUMBER OP STREAMS = Z_ =_=z=.=______ FLOW PROCESS FROM NODE 90.00 TO NODE 140.00 IS CODE = 31 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.57 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< RAINFALL INTENSITY(INCH /HRI = 2.63 »»»USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< AREA - AVERAGED Fm(INCH /HR) = 0.23 ...======z==z= z===..= z=z===. =__ :______=== = =z.= =. =__________ = =z = =z =z ==.= AREA - AVERAGED Fp(INCH /HR) = 0.47 ELEVATION DATA: UPSTREAM(FEET) = 41.10 DOWNSTREAM(FEET) = 40.64 AREA - AVERAGED Ap = 0.50 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 EFFECTIVE STREAM AREA(ACRES) = 1.50 DEPTH OF FLOW IN 48.0 INCH PIPE IS 39.3 INCHES TOTAL STREAM AREA(ACRES) = 1.50 PIPE -FLOW VELOCITY(FEET /SEC.) = 6.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.41 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 74.14 PIPE TRAVEL T1ME(MIN.) = 0.38 Tc(MIN.) = 16.96 FLOW PROCESS FROM NODE 0.00 TO NODE 110.00 IS CODE = 21 8../6 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1365.00 FEET. »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OP- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE . 10 =_______________:_._____ _.__ ..... ..... =_______ ... - -____ INITIAL SUBAREA FLOW- LENGTHIFEET) = 710.00 »> »MAIN - STREAM MEMORY COPIED ONTO MEMORY BANK 4 1 .«.« ELEVATION DATA: UPSTREAM(FEET) = 57.00 DOWNSTREAM(FEET) = 51.38 ' Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGE)]••0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.150 FLOW PROCESS FROM NODE 0.00 TO NODE 100.00 15 CODE = 21 d e.. 0,s • 10 YEAR RAINPALL INTENSITY(INCH /HR) = 2.211 SUBAREA Tc AND LOSS RATE DATA(AMC IS): »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc »USE TIME - OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) = ==z ==. =. == = = = ==..._.____._ ====z. = =_____________= = = ==z==== = = = =z= RESIDENTIAL INITIAL SUBAREA FLOW- LENGTH(FEET) = 320.00 "5 -7 DWELLINGS /ACRE` D 1.92 0.47 0.50 75 14.15 ELEVATION DATA: UPSTREAM(FEET) = 56.30 DOWNSTREAM(FEET) = 53.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 Tc = K 3.00) /1ELEVATION CHANGEI)'•0.20 SUBAREA RUNOFF(CFS) = 3,41 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.763 TOTAL AREA(ACRES) = 1.92 PEAK FLOW RATE(CFS) = 3.41 • 10 YEAR RAINFALL INTENSITY(INCH /HR) - 2.762 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL » > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< "5 -7 DWELLINGS /ACRE• D 1.50 0.47 0.50 75 9.76 » »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES.. .< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp)INCH /HR) . 0.47 ........... ...... == z===..======________ ___ _________ ___ __== = =zz == =_ =___ SUBAREA AVERAGE PERVIOUS AREA PRACTION, Ap = 0.50 TOTAL NUMBER OF STREAMS • 2 IMI OM • MI OM NMI Irli MI MO IIIII IIIIIII OM ille 1111. 11.11 MS MO On Date: 11/07/00 File name: FC10AB.RES Page 23 Date: 11/07/00 File name: FC10AB,RES Page 24 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: FLOW PROCESS FROM NODE 0.00 TO NODE 120.00 IS CODE = 21 4 15.. 4) TIME OF CONCENTRATIONIMIN.) • 14.15 RAINFALL INTENSITY(INCH/HR) = 2.21 »» METHOD INITIAL SUBAREA ANALYSIS « «< AREA AVERAGED Fm(INCH/NR) s 0.23 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« AREA- AVERAGED Fp(INCH /HR) = 0.47 .._ ..__ _ __ _____________________________ _____ ._ AREA- AVERAGED Ap = 0.50 INITIAL SUBAREA FLOW- LENGTH(FEET) = 390.00 EFFECTIVE STREAM AREA(ACRES) = 1.92 ELEVATION DATA, UPSTREAM(FEET) = 52.55 DOWNSTREAM(FEET) = 51.22 TOTAL STREAM AREA(ACRES) = 1.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.41 Tc = K•[(LENGTH•• 3.00) /(ELEVATION CHANGE)] "'0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) m 12.973 •• CONFLUENCE DATA •• • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.329 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER SUBAREA Tc AND LOSS RATE DATA(AMC II): NUMBER (CFS) (MIN.) )INCH /HR) (INCH /HR) (ACRES) NODE DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 1 3.41 10.57 2.633 0.47( 0.231 0.50 1.5 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CH (MIN ) 2 3.41 14.15 2.211 0.47( 0.23) 0.50 1.9 0.00 RESIDENTIAL "5 -7 DWELLINGS /ACRE" D 0.55 0.47 0.50 75 12.97 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 CONFLUENCE FORMULA USED FOR 2 STREAMS. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.04 •" PEAK FLOW RATE TABLE "• TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 1.04 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.51 10.57 2.633 0.47( 0.23) 0.50 2.9 0.00 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 2 6.22 14.15 2.211 0.471 0.23) 0.50 3.4 0.00 »> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: _____________________ ______m.=. = == =mm==.=.___.__..._ __ _ PEAK PLOW RATE(CFS) = 6.51 TC(MIN.) = 10.57 TOTAL NUMBER OP STREAMS = 3 EFFECTIVE AREA(ACRES) = 2.93 AREA - AVERAGED Fm(INCH /HR) = 0.23 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: AREA - AVERAGED Fp(INCH/HR) • 0.47 AREA- AVERAGED Ap = 0.50 TIME OF CONCENTRATION)MIN.) • 12.97 TOTAL AREA(ACRES) • 3.42 RAINFALL INTENSITY(INCH/HR) = 2.33 LONGEST FLOWPATH PROM NODE 0.00 TO NODE 110.00 . 710.00 FEET. AREA - AVERAGED Fm /INCH /HR) m 0.23 AREA - AVERAGED Fp(INCH /HR) • 0.47 AREA - AVERAGED Ap m 0.50 FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 31 EFFECTIVE STREAM AREA(ACRES) = 0.55 TOTAL STREAM AREA(ACRES) = 0.55 » » , COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.04 »»,USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOWI « «< = = ELEVATION DATA: UPSTREAM)FEETI • 45.22 DOWNSTREAM(FEET) _ 44.97 FLOW PROCESS FROM NODE 0.00 TO NODE 120.00 IS CODE . 21 .6.- /8 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES » > ,RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< PIPE -FLOW VELOCITY(FEET /SEC.) = 4.53 »USE TIME- OF- CONCENTPATION NOMOGRAPH FOR INITIAL SUBAREA ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 =.__._..___.=.=..m.=mm== =...m == =mm=.= =..==== = == ... .m..m ..m=.=== ... ._ PIPE- FLOW(CFS) = 6.51 INITIAL SUBAREA PLOW- LENGTHIFEET) = 500.00 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 10.76 ELEVATION DATA: UPSTREAM(FEET) = 55.40 DOWNSTREAM(FEET) . 51.28 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 120.00 = 760.00 FEET. Tc . K "(ILENGTH•• 3.00) /(ELEVATION CHANGE)) "•0.20 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 12.200 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.417 SUBAREA Tc AND LASS RATE DATA(AMC I1): »»,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ................... _______: = =mmmm ===.mm = = = ==.= .= =m== = =__ -- ...._X.. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CS (MIN.) TOTAL NUMBER OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: "5 -7 DWELLINGS /ACRE" D 0.87 0.47 0.50 75 12.20 TIME OF CONCENTRATION(MIN.) • 10.76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) • 0.47 RAINFALL INTENSITY(INCH/HR) m 2.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA - AVERAGED Pm(INCH /HR) = 0.23 SUBAREA RUNOFF(CFS) = 1.71 AREA - AVERAGED Fp(INCH/HR) • 0.47 TOTAL AREA(ACRES) • 0.87 PEAK FLOW RATE(CFS) = 1.71 AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.93 TOTAL STREAM AREA(ACRESI • 3.42 FLAW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.51 » »,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »,»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< MI MI NMI MN UM M 4., MI MI - In e MI MI MS r® Mw N Date: 11/07/00 Pile name: PC10AB.RES Page 25 Date: 11/07/00 Pile name: FC10AB.RES Page 26 ................ _______ _____________ ._____________________________= 3 9.01 14.35 2.192 0.47) 0.23) 0.50 4.7 0.00 TOTAL NUMBER OF STREAMS = 3 4 8.73 15.72 2.076 0.47( 0.23) 0.50 4.8 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1170.01 FEET. TIME OF CONCENTRATION(MIN.) = 12.20 RAINFALL INTENSITY(INCH /HR) = 2.42 •• MEMORY BANK 0 1 CONFLUENCE DATA •• AREA - AVERAGED Fm(INCH/HR) = 0.23 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER AREA - AVERAGED Fp)INCH /HR) = 0.47 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE AREA - AVERAGED Ap = 0.50 1 66.08 10.87 2.590 0.48) 0.22) 0.46 27.4 0.00 EFFECTIVE STREAM AREA(ACRES) = 0.87 2 73.27 14.70 2.160 0.48) 0.22) 0.46 37.4 1.00 TOTAL STREAM AREA(ACRES) = 0.87 3 73.68 15.11 2.125 0.48( 0.22) 0.46 38.4 0 00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.71 4 73.90 15.54 2.090 0.48( 0.22) 0.46 39.2 0.00 5 74.08 16.07 2.048 0.48( 0.22) 0.46 40.2 0.00 •• CONFLUENCE DATA •• 6 74.14 16.96 1.983 0.48( 0.22) 0.46 41.8 0.00 STREAM Q Te Intensity Fp(Fm) Ap Ae HEADWATER 7 73.77 18.23 1.899 0.48( 0.22) 0.46 43.6 0.00 NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 8 73.50 18.77 1.866 0.48( 0.22) 0.46 44.4 0.00 1 6.51 10.76 2.606 0.47( 0.23) 0.50 2.9 0.00 9 73.48 18.80 1.864 0.48( 0.22) 0.46 44.4 0.00 1 6,22 14.34 2.194 0.47) 0.23) 0.50 3.4 0.00 10 73.27 19.04 1.850 0.48( 0.22) 0.46 44.7 0.00 2 1.04 12.97 2.329 0.47( 0.23) 0.50 0.6 0.00 11 72.88 19.39 1.830 0.481 0.22) 0.46 45.0 0.00 3 1.71 12.20 2.417 0.47( 0.231 0.50 0.9 0.00 12 72.46 19.71 1.812 0.48) 0.22) 0.46 45.3 0.00 13 70.67 20.87 1.751 0.48( 0.22) 0.46 46.1 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 14 70.41 21.04 1.743 0.48( 0.22) 0.45 46.1 402.01 CONFLUENCE FORMULA USED FOR 3 STREAMS. 15 65.16 23.69 1.623 0.48( 0.22) 0.46 46.7 0.00 LONGEST PLOWPATH FROM NODE 0.00 TO NODE 140.00 = 0.00 FEET. •• PEAK FLOW RATE TABLE •• STREAM Q Te Intensity Fp(Fm) Ap Ae HEADWATEP. •• PEAK PLOW RATE TABLE •• NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1 9.12 10.76 2.606 0.47) 0.23) 0.50 4.2 0.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 2 9.01 12.97 2.329 0.47( 0.23) 0.50 4.7 0.00 1 77.55 12.13 2.425 0.47( 0.22) 0.47 34.8 0.00 3 8.73 14.34 2.194 0.47) 0.23) 0.50 4.8 0.00 2 80.26 13.57 2.267 0.47( 0.22) 0.47 39.0 1.00 4 9.12 12.20 2.417 0.47( 0.23) 0.50 4.5 0.00 3 81.61 14.35 2.192 0.471 0.22) 0.47 41.1 0.00 4 82.69 15.72 2.076 0.48( 0.221 0.47 44.4 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 5 74.86 10.87 2.590 0.47( 0.22) 0.47 31.1 0.00 PEAK FLOW RATE(CFS) = 9.12 Tc(MIN.) = 10.76 6 82.20 14.70 2.160 0.47( 0.22) 0.47 42.1 0.00 EFFECTIVE AREA(ACRES) . 4.16 AREA - AVERAGED Fm(INCH /HR) = 0.23 7 82.53 15.11 2.125 0.48( 0.22) 0.47 43.1 0.00 AREA - AVERAGED Fm(INCH/HR) = 0.47 AREA - AVERAGED Ap = 0.50 8 82.67 15.54 2.090 0.48( 0.22) 0.47 44.0 0.00 TOTAL AREA(ACRES) = 4.84 9 82.68 16.07 2.048 0.48( 0.22) 0.47 45.1 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 120.00 = 760.00 FEET. 10 82.42 16.96 1.983 0.48) 0.22) 0.47 46.6 0.00 11 81.66 18.23 1.899 0.48( 0.22) 0.46 48.5 0.00 12 81.23 18.77 1.866 0.48( 0.22) 0.46 49.2 0.00 FLOW PROCESS FROM NODE 120.00 TO NODE 140.00 IS CODE = 31 13 81.21 18.80 1.864 0.48( 0.22) 0.46 49.2 0.00 14 80.92 19.04 1.850 0.48( 0.22) 0.46 49.5 0.00 ,, PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< 15 80.44 19.39 1.830 0.481 0.22) 0.46 49.9 0 00 » »*USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) <c «< 16 79.94 19.71 1.812 0.48) 0.22) 0.46 50.2 0.00 ____ ______________ : :____.___.______ _ ___ ___._._____.____ ....... ..... 17 77.86 20.87 1.751 0.48( 0.22) 0.46 50.9 0.00 ELEVATION DATA: UPSTREAM(FEET) * 44.94 DOWNSTREAM(FEET) = 42.88 18 77.56 21.04 1.743 0.481 0.221 0.46 51.0 402.01 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 19 71.74 23.69 1.623 0.48( 0.22) 0.46 51.5 0.00 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES TOTAL AREA(ACRES) = 55.06 PIPE -FLOW VELOCITY(FEET /SEC.) = 4.98 ESTIMATED PIPE DIAMETERIINCH) = 21.00 NUMBER OF PIPES = 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PIPE- FLOWICFS) = 9.12 PEAK FLOW RATE(CFS) = 82.69 Tc(MIN.) = 15.718 PIPE TRAVEL TIME(MIN.) = 1.37 TC(MIN.) = 12.13 EFFECTIVE AREA(ACRES) = 44.40 AREA- AVERAGED Fm(INCH/HR) = 0.22 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1170.00 FEET. AREA- AVERAGED Fp(INCH/HR) = 0.48 AREA- AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 55.06 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1170.00 FEET. FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 » »*CONFLUENCE MEMORY BANK 4 1 WITH THE MAIN- STREAM MEMORY <c«< FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 12 »» *CLEAR MEMORY BANK 4 1 c «.=< •• MAIN STREAM CONFLUENCE DATA •• ___:___________ __ = ---- _________... ==..s= =.= =__ ____ STREAM 0 Te Intensity Pp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /MR) (ACRES) NODE 1 9.12 22.13 2.425 0.47( 0.231 0.50 4.2 0.00 FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 31 2 9.12 13.57 2.267 0.47) 0.231 0.50 4.5 0.00 MI INNI MI - MII r VI WI - r MB - - I an r an Ma Date: 11/07/00 Pile name: FC10AB.RES Page 27 Date: 11/07/00 File name: FC10AB.RES Page 28 » »COMPUTE PIPE -FLAW TRAVEL TIME THRU SUBAREA « «< PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.00 »»»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ___________ ...... === =CSie== ===______.______=== =2.22.2`== =___________________ ELEVATION DATA UPSTREAM(FEET) = 40.62 DOWNSTREAM(FEET) = 40.42 FLOW PROCESS FROM NODE 0.00 TO NODE 150.00 IS CODE = 21 B. 20 • / FLOW LENGTHIFEET) = 70.00 MANNING'S N = 0.013 ._.._ DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.3 INCHES »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS. ,“< PIPE -FLOW VELOCITY(FEET /SEC,) = 6.88 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA‹. ESTIMATED PIPE DIAMETER (INCH) = 51.00 NUMBER OF PIPES 1 :___°____°___=___________ ==_2=== = =_.___ ___ =___________ PIPE- FLOW(CFS) = 82.69 INITIAL SUBAREA FLOW- LENGTHIFEET) = 480.00 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 15.89 ELEVATION DATA: UPSTREAM(FEET) = 51.20 DOWNSTREAM(FEET) = 50.02 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 150.00 = 1240.00 FEET. Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.287 FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.111 SUBAREA Tc AND LOSS RATE DATA(AMC II): »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc _____________________________________________ __ = =__ =z = = =_=__________________ LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) X00 (MIN.) TOTAL NUMBER OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAK 1 ARE "5 -7 DWELLINGS /ACRE' D 0.63 0.47 0.50 75 15.29 TIME OF CONCENTRATION(MIN.) = 15.89 • . SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) . 0.47 RAINFALL INTENSITY(INCH /HR) = 2.06 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA - AVERAGED Pm(INCH /HR) = 0.22 SUBAREA RUNOFP(CFS) = 1.06 AREA - AVERAGED Fp(INCH /HR) = 0.48 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) • 1 06 AREA - AVERAGED Ap = 0.47 EFFECTIVE STREAM AREAIACRES) = 44.40 TOTAL STREAM AREA(ACRES) = 55.06 FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 82.69 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES..... FLOW PROCESS FROM NODE 0.00 TO NODE 150.00 15 CODE = 21 B 2a . 2 .............. .... ............. TOTAL NUMBER OF STREAMS = 3 »= »»RATIONAL METHOD INITIAL SUBAREA ANALYSISc «« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 15.29 ____.__ ____:_________________ _______________________________ ________ RAINFALL INTENSITY(INCH /HR) = 2.11 INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 AREA- AVERAGED Fm(INCH /HR) - 0.23 ELEVATION DATA; UPSTREAM(FEET) = 51.20 DOWNSTREAM(FEET) = 50.02 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 Tc = K•(ILENGTH*• 3.001 /(ELEVATION CHANGEI)••0.20 EFFECTIVE STREAM AREA(ACRES) = 0.63 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.287 TOTAL STREAM AREA(ACRES) = 0.63 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.111 PEAK FLOW RATE(CFS) AT CONFLUENCE - 1.06 SUBAREA Tc AND LOSS RATE DATAIAMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc •• CONFLUENCE DATA ** LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER ICES) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE. ' 5 -7 DWELLINGS /ACRE' D 0.59 0.47 0.50 75 15.29 1 77.55 12.30 2.405 0.47( 0.22) 0.47 34.8 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 1 80.26 13.74 2.250 0.47( 0.22) 0.47 39.0 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 81.61 14.52 2.177 0.47( 0.221 0.47 41.1 0 00 SUBAREA RUNOFF(CFS) = 1.00 1 82.69 15.89 2.062 0.48( 0.221 0.47 44.4 0.00 TOTAL AREA(ACRES) = 0.59 PEAK PLOW RATEICPS) = 1.00 1 74.86 11.04 2.565 0.47( 0.22) 0.47 31.1 0.00 1 82.20 14.87 2.146 0.47( 0.22) 0.47 42.1 0.00 1 82.53 15.28 2.111 0.48) 0.22) 0.47 43.1 0.00 FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 1 82.67 15.71 2.076 0.48( 0.22) 0.47 44.0 0.00 1 82.68 16.24 2.035 0.48( 0.22) 0.47 45.1 0.00 » » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 1 82.42 17.13 1.971 0.48) 0.221 0.47 46.6 0.00 ____________ : ...... _ =._ == a=====__: _________________________ _ _ _ _ __ 1 81.66 18.40 1.889 0.48( 0.22) 0.46 48.5 0.00 TOTAL NUMBER OF STREAMS = 3 1 81.23 18.94 1.856 0.48) 0.22) 0.46 49.2 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 81.21 18.97 1.854 0.48( 0.221 0.46 49.2 0.00 TIME OF CONCFNTRATION(MIN.) = 15.29 1 80.92 19.21 1.840 0.48) 0.22) 0.46 49.5 0 00 RAINFALL INTENSITY(INCH /NR) = 2.11 1 80.44 19.56 1.821 0.48( 0.221 0.46 49.9 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.24 1 79.94 19.88 1.803 0.48( 0.22) 0.46 50.2 0.00 AREA- AVERAGED PpfINCH /KR) = 0.47 1 77.86 21.04 1.742 0.48( 0.22) 0.46 50.9 0.00 AREA - AVERAGED Ap = 0.50 1 77,56 21.21 1.734 0.48( 0.22) 0.46 51.0 402.01 EFFECTIVE STREAM AREA(ACRES) = 0.59 1 71.74 23.86 1.616 0.48( 0.221 0.46 51.5 0.00 TOTAL STREAM AREA(ACRES) = 0.59 2 1.00 15.29 2.111 0.47( 0.24) 0.50 0.6 0.00 - IIM - •- - lei Iri - r M M • Mt I • OM r • Date: 11/07/00 Pile name: FC10AB.RES Page 29 Date: 11/07/00 File n- e: PC10AB.RES Page 30 3 1.06 15.29 2.111 0.47( 0.231 0.50 0.6 0.00 EFFECTIVE STREAM AREA(ACRES) • 45.6 TOTAL STREAM AREA(ACRES) = 56.28 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO PEAK FLOW RATE(CFS) AT CONFLUENCE . 84.70 CONFLUENCE FORMULA USED FOR 3 STREAMS. •• PEAK FLOW RATE TABLE •• FLOW PROCESS PROM NODE 0.00 TO N•OE 160.00 IS CODE = 21 R-21, / STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFSI (MIN.( (INCH /HR) (INCH /HR) (ACRES) NODE ', METHOD INITIAL SUBAREA ALYSIS« «c 1 76.71 11.04 2.565 0.47( 0.22) 0.47 32.0 0.00 "USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA,. 2 79.47 12.30 2.405 0.471 0.22) 0.47 35.8 0.00 =_ _ _______________________________ __ s=•__=...___________ __ 3 82.25 13.74 2.250 0.47( 0.221 0.47 40.1 0.00 INITIAL SUBAREA FLOW - LENGTH(FEET) = 200.00 4 83.63 14.52 2.177 0.47( 0.221 0.47 42.3 0.00 ELEVATION DATA UPSTREAMIFEET) _ '0.46 DOWNSTREAM(FEET) = 50.02 5 84.24 14.87 2.146 0.47( 0.22) 0.47 43.3 0.00 6 84.59 15.28 2.111 0.471 0.221 0.47 44.3 0.00 Tc = K•(ILENGTH•• 3.001 /)ELEVATION C GE)1••0.20 • 7 84.59 15.29 2.111 0.47( 0.22) 0.47 44.3 0.00 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.012 8 84.69 15.71 2.076 0.47) 0.22) 0.47 45.3 0.00 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.570 9 84.70 15.89 2.062 0.47) 0.22) 0.47 45.6 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC I1): 10 84.66 16.24 2.035 0.47( 0.221 0.47 46.3 0.00 DEVELOPMENT TYPE/ SCS SOIL AP. Fp Ap SCS Tc 11 84.33 17.13 1.971 0.48( 0.22) 0.47 47.8 0.00 LAND USE GROUP ( ACRES) (INCH /HR) (DECIMAL.) CN (MIN.) 12 83.48 18.40 1.889 0.48( 0.22) 0.46 49.7 0.00 RESIDENTIAL 13 83.01 18.94 1.956 0.48) 0.22) 0.46 50.4 0.00 "5 -7 DWELLINGS /ACRE" D 0.35 0.47 0.50 75 11.01 14 82.98 18.97 1.854 0.481 0.22) 0.46 50.4 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, F•11NCH /HR) = 0.47 15 82.69 19.21 1.840 0.48( 0.22) 0.46 50.7 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTIO , Ap = 0.50 16 82.18 19.56 1.821 0.48) 0.22) 0.46 51.1 0.00 SUBAREA RUNOFF(CFS1 = 0.74 17 81.66 1.9.88 1.803 0.48) 0.22) 0.46 51.4 0.00 TOTAL AREA(ACRES) = 0.35 PEAK • RATE(CFS) = 0.74 18 79.52 21.04 1.742 0.48) 0.22) 0.46 52.1 0.00 19 79.20 21.21 1.734 0.48( 0.22) 0.46 52.2 402.01 20 73.26 23.86 1.616 0.48) 0.22) 0.46 52.8 0.00 FLOW PROCESS FROM NODE 160.00 TO ••E 160,00 IS CODE = 1 21 84.59 15.29 2.111 0.47( 0.22) 0.47 44.3 0.00 »»'DESIGNATE INDEPENDENT STREAM FOR ONFLUENCE««< COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: __________ _____________= =. =s_.__._____._ __x == = = =____________.___ PEAK FLOW RATEICPS) = 84.70 Tc(MIN.) . 15.89 TOTAL NUMBER OF STREAMS = 3 EFFECTIVE AREA(ACRES) = 45.62 AREA- AVERAGED Fm1INCH /HR) = 0.22 CONFLUENCE VALUES USED FOR INDEPEND STREAM 2 ARE: AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap • 0,47 TIME OF CONCENTRATION(MIN.) = 11.01 TOTAL AREA(ACRES) = 56.28 RAINFALL INTENSITY(INCH /HR) = 2.57 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 150.00 = 1240.00 FEET. AREA- AVERAGED Fm(INCH /HR) = 0.23 AREA- AVERAGED Fp)INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 FLOW PROCESS PROM NODE 150.00 TO NODE 160.00 IS CODE = 31 EFFECTIVE STREAM AREA(ACRES) • 0.35 TOTAL STREAM AREA(ACRESI = 0.35 »»'COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.74 »»»USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) _ = 40.40 DOWNSTREAM(FEET) = 39 = FLOW PROCESS FROM NODE 0.00 TO NO•E 160.00 IS CODE = 21 $_ 24/, 2. FLOW LENGTH(FEET) = 390.00 MANNING'S N = 0.013 DEPTH OP FLOW IN 51.0 INCH PIPE IS 40.1 INCHES » » METHOD INITIAL SUBAREA YSIS « «< PIPE -FLOW VELOCITY(FEET /SEC.) = 7.07 USE TIME -OF- CONCENTRATION NOMOGRAPH OR INITIAL SUBAREA« ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 =__________________________==. _= =m_._ =_- ._== = = =m= = = = = === = =___ PIPE- FLOW(CFS) = 84.70 INITIAL SUBAREA FLOW- LENGTH(FEET) _ •60.00 PIPE TRAVEL TIME(MIN.) = 0.92 TC(MIN.1 = 16.81 ELEVATION DATA: UPSTREAM(FEET) a 5 +.46 DOWNSTREAM(FEET) = 50.02 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 160.00 = 1630.00 FEET. Tc • K•((LENGTH•• 3.00) /(ELEVATION C E)1 " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.890 FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 • 10 YEAR RAINFALL INTENSITYIINCH /HR) - 2.338 SUBAREA Tc AND LOSS RATE DATA(AMC II): »»,.DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< DEVELOPMENT TYPE/ SCS SOIL AR Fp Ap SCS Tc ________ ..... __._.__ ___..•____ ____..._•_____ ..... _____ LAND USE GROUP (ACRE-) (INCH /HR) (DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: "5 -7 DWELLINGS /ACRE" D D. 6 D.47 0.50 75 12.89 TIME OF CONCENTRATION(MIN.) * 16.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp)INCH /HR) = 0.47 RAINFALL INTENSITY(INCH /HR) = 1.99 SUBAREA PERVIOUS AREA FRACTION Ap = 0.50 AREA - AVERAGED Fm(INCH /HR) - 0.22 SUBAREA RUNOFF(CFS) = 0.87 AREA - AVERAGED Fp(INCH /HR) . 0.47 TOTAL AREA(ACRES) = 0.46 PEAK 8 • RATE(CFS) = 0.87 AREA - AVERAGED Ap = 0.47 Irl - MI 11M11 INS - - 111/8 111111 WI It!, 11T11 111111 111111 111111 111111 111111 111111 111111 111111 111111 111111 Date: 11/07/00 File name: FC10AB.RES Page 31 Date: 11/07/00 File name: FC10AB.RES Page 32 15 84.16 19.86 1.804 0.48( 0.22) 0.46 51.2 0 -00 FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 16 84.13 19.89 1.802 0.48) 0.22) 0.46 51.3 r 00 17 83.82 20.13 1.789 0.48) 0.22) 0.46 51.5 0 00 » »=DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«c« 18 83.30 20.48 1.771 0.48( 0.22) 0.46 51.9 0.00 »> »AND COMPUTE VARIOUS CONFLUENCED STREAM VALVES«c« 19 82.76 20.81 1.754 0.48( 0.22) 0.46 52.2 1 ).00 ______________ °_____ ______________ _ _••_______- - _-... ___________= 20 80.58 21.97 1.698 0.481 0.22) 0.46 52.9 0.00 TOTAL NUMBER OF STREAMS = 3 21 80.26 22.13 1.690 0.48) 0.22) 0.46 53.0 402.01 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 22 74.24 24.82 1.578 0.48( 0.22) 0 46 53.6 0 00 TIME OP CONCENTRATION(MIN.) = 12.89 23 80.27 12.89 2.338 0.47( 0.22) 0.47 35.6 0 -00 RAINFALL INTENSITY(INCH /HR) = 2.34 AREA- AVERAGED Fm(INCH /HR) = 0.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA - AVERAGED Fp(INCM /HR) = 0.47 PEAK FLOW RATE(CFS) = 85.98 Tc(MIN.) = 16.63 AREA- AVERAGED Ap = 0.50 EFFECTIVE AREA(ACRES) . 46.07 AREA - AVERAGED Fm(INCH /HR) = 0.22 EFFECTIVE STREAM AREA(ACRES) . 0.46 AREA - AVERAGED Fp(INCH /HRI = 0.47 AREA- AVERAGED Ap = 0.47 TOTAL STREAM AREA(ACRES) = 0.46 TOTAL AREA(ACRES) = 57.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.87 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 160.00 = 1630.00 FEET. `• CONFLUENCE DATA •• • STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 160.00 TO NODE 190.00 IS CODE = 31 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 76.71 11.97 2.444 0.47( 0.22) 0.47 32.0 0.00 »» >COMPVTE PIPE -FLOW TRAVEL TIME THRU SUBAREA.«== 1 79.47 13.22 2.303 0.47( 0.22) 0.47 35.8 0.00 =»==USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)c.c < 1 82.25 14.66 2.164 0.47) 0.22) 0.47 40.1 0.00 =_____________________________ 2_37_2_ :22__37... =..... = =.7...= =_ . =_ 1 83.63 15.44 2.098 0.47) 0.22) 0.47 42.3 0.00 ELEVATION DATA: UPSTREAM(FEET) = 39.21 DOWNSTREAM(FEET) = 38.03 1 84.24 15.79 2.070 0.47( 0.22) 0.47 43.3 0.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 1 84.59 16.20 2.038 0.471 0.22) 0.47 44.3 0.00 DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.3 INCHES 1 84.59 16.21 2.038 0.47) 0.22) 0.47 44.3 0.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 6.99 1 84.69 16.63 2.007 0.47( 0.22) 0.47 45.3 0.00 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES 2 1 1 84.70 16.81 1.994 0.47( 0.22) 0.47 45.6 0.00 PIPE- FLOW(CFS) = 85.98 1 84.66 17.16 1.969 0.47) 0.22) 0.47 46.3 0.00 PIPE TRAVEL TIME(MIN.) = 0.95 Tc)MIN.) . 17.58 1 84.33 18.05 1.911 0.48( 0.22) 0.47 47.8 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 190.00. 2030.00 FEET. 1 83.48 19.32 1.834 0.48( 0.22) 0.46 49.7 0.00 1 83.01 19.86 1.804 0.48) 0.22) 0.46 50.4 0.00 1 82.98 19.89 1.802 0.48( 0.22) 0.46 50.4 0.00 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 1 82.69 20.13 1.789 0.48) 0.22) 0.46 50.7 0.00 - 1 82.18 20.48 1.771 0.48) 0.22) 0.46 51.1 0.00 » »=DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< 1 81.66 20.81 1.754 0.48( 0.22) 0.46 51.4 0.00 =__ _____________ .... __________= =.= =7...2 =2=.. = =22 =2. = = =.2 1 79.52 21.97 1.698 0.48( 0.22) 0.46 52.1 0.00 TOTAL NUMBER OF STREAMS = 3 1 79.20 22.13 1.690 0.48) 0.22) 0.46 52.2 402.01 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 73.26 24.82 1.578 0.48( 0.22) 0.46 52.8 0.00 TIME OF CONCENTRATION(MIN.) . 17.58 1 84.59 16.21 2.038 0.47( 0.22) 0.47 44.3 0.00 RAINFALL INTENSITVIINCH /HRI = 1.94 2 0.74 11.01 2.570 0.47) 0.23) 0.50 0.3 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.22 3 0.87 12.89 2.338 0.47( 0.23) 0.50 0.5 0.00 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO EFFECTIVE STREAM AREA(ACRES) . 46.07 CONFLUENCE FORMULA USED FOR 3 STREAMS. TOTAL STREAM AREA(ACRES) - 57.09 PEAK FLOW RATE(CFS) AT CONFLUENCE . 85.98 •• PEAK FLOW RATE TABLE .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW PROCESS FROM NODE 0.00 TO NODE 190.00 IS CODE 21 ,5.215 1 76,12 11.01 2.570 0.47) 0.22) 0.47 30.2 0.00 2 78.26 11.97 2.444 0.47( 0.22) 0.47 32.8 0.00 »»=RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< 3 80.98 13.22 2.303 0.47( 0.22) 0.47 36.6 0.00 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 4 83.66 14.66 2.164 0.47( 0.22) 0.47 40.9 0.00 =_ = = = =_________9..=. ==.37===37= ::___37.7.2 . 5 84.99 15.44 2.098 0.47) 0.22) 0.47 43.1 0.00 INITIAL SUBAREA FLOW- LENGTHIFEET) = 340.00 6 85.58 15.79 2.070 0.47) 0.22) 0.47 44.1 0.00 ELEVATION DATA: UPSTREAM(FEET) = 51.39 DOWNSTREAM(FEET) = 50.02 7 85.90 16.20 2.038 0.47( 0.22) 0.47 45.1 0.00 8 85.90 16.21 2.038 0.47( 0.22) 0.47 45.2 0.00 Pc = K =((LENGTH•' 3.00) /(ELEVATION CHANGE))..0.20 9 85.90 16.21 2.038 0.47( 0.22) 0.47 45.2 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) . 12.064 10 85.98 16.63 2.007 0.47) 0.22) 0.47 46.1 0.00 . 10 YEAR RAINFALL INTENSITY(INCH /HRI = 2.433 11 85.98 16.81 1.994 0.47( 0.22) 0.47 46.4 0.00 SUBAREA Pc AND LOSS RATE DATA(AMC II): 12 85.92 17.16 1.969 0.47( 0.22) 0.47 47.1 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Pt 13 85.55 18.05 1.911 0.48( 0.22) 0.47 48.6 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) IN (MIN.) 14 84.64 19.32 1.834 0.48( 0.22) 0.47 50.5 0.00 RESIDENTIAL -- -1 MI - MB -- r , MI MI 11111/ an O e I an ® - war an Date: 11/07/00 File name: FC10AB.RES Page 33 Date: 11/07/00 File name; FCLOAB.RES Page 34 "5 -7 DWELLINGS /ACRE' D 0.49 0.47 0.50 75 12.06 1 78.26 12.93 2.334 0.47( 0.22) 0.47 32.8 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 1 80.98 14.18 2.208 0.47( 0.22) 0.47 36.6 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 83.66 15.62 2.084 0.471 0.22) 0.47 40.9 0.00 SUBAREA RUNOFF(CFS) = 0.97 1 84.99 16.39 2.024 0.47( 0.22) 0.47 43.1 0.00 TOTAL AREA(ACRES) : 0.49 PEAK FLOW RATE(CFS) = 0.97 1 85.58 16.75 1.998 0.47( 0.22) 0.47 44.1 0.00 1 85.90 17.15 1.970 0.47) 0.22) 0.47 45.1 0.00 1 85.90 17.16 1.969 0.47( 0.22) 0.47 45.2 0.00 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 1 85.90 17.16 1.969 0.47( 0.22) 0.47 45.2 0.00 1 85.98 17.59 1.941 0.47( 0.22) 0.47 46.1 0.00 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «c 1 85.98 17.76 1.929 0.47( 0.221 0.47 46.4 0.00 _---- ... _____:___________ ........... _________ _ :____ :______._ :__---- ________= 1 85.92 18.11 1.906 0.47( 0.22) 0.47 47.1 0.00 TOTAL NUMBER OF STREAMS = 3 1 85.55 19.00 1.852 0.48( 0.22) 0.47 48.6 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 84.64 20.27 1.782 0.48( 0.22) 0.47 50.5 0.00 TIME OF CONCENTRATION(MIN.) = 12.06 1 84.16 20.81 1.754 0.48) 0.22) 0.46 51.2 0.00 RAINFALL INTENSITY(INCH /HR) = 2.43 1 84.13 20.84 1.752 0.48( 0.22) 0.46 51.3 0.00 AREA - AVERAGED Fm)INCH /HR) = 0.23 1 83.82 21.08 1.740 0.48( 0.22) 0.46 51.5 0.00 AREA - AVERAGED Fp(INCH /HR) = 0.47 1 83.30 21.43 1.723 0.48( 0.22) 0.46 51.9 0.00 AREA - AVERAGED Ap = 0.50 1 82.76 21.76 1.708 0.48( 0.22) 0.46 52.2 0.00 EFFECTIVE STREAM AREA(ACRES) = 0.49 1 80.58 22.92 1.655 0.48( 0.22) 0.46 52.9 0.00 TOTAL STREAM AREA(ACRES) = 0.49 1 80.26 23.09 1.648 0.48( 0.22) 0.46 53.0 402.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.97 1 74.24 25.79 1.542 0.48) 0.22) 0.46 53.6 0 00 1 80.27 13.85 2.240 0.47( 0.22) 0.47 35.6 0.00 2 0.97 12.06 2.433 0.47( 0.23) 0.50 0.5 0.00 FLOW PROCESS FROM NODE 0.00 TO NODE 190.00 IS CODE = 21 13_2a 3 0.83 8.33 3.038 0.47( 0.05) 0.10 0.3 0.00 » »»RATIONAL METHOD INITIAL SUBAREA ANALYSISc«« RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« CONFLUENCE FORMULA USED POR 3 STREAMS. = = = _ _ _ INITIAL SUBAREA FLOW FLOW-LENGTH(FEET) = 210 00 •• PEAK FLOW RATE TABLE •• ELEVATION DATA: UPSTREAM(FEET) = 50.62 DOWNSTREAM(FEET) = 50.02 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE Tc = K•()LENGTH• 3.00) /(ELEVATION CHANGE)1••0.20 1 77.75 11.98 2.443 0.47( 0.221 0.47 31.0 0.00 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 8.329 2 77.95 12.06 2.433 0.47( 0.22) 0.47 31.2 0.00 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.038 3 79.82 12.93 2.334 0.471 0.22) 0.47 33.6 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC II); 4 81.77 13.85 2.240 0.47( 0.22) 0.47 36.4 0.00 DEVELOPMENT TYPE/ ' SCS SOIL AREA Fp Ap SCS Tc 5 82.45 14.18 2.208 0.47( 0.22) 0.47 37.4 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 6 85.04 15.62 2.084 0.47( 0.22) 0.47 41.7 0.00 COMMERCIAL D 0.31 0 .47 0 .10 75 8.33 7 86.33 16.39 2.024 0.47( 0.22) 0.47 43.9 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 8 86.90 16.75 1.998 0,47( 0.22) 0.47 44.9 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 9 87.20 17.15 1.970 0.47( 0.22) 0.47 45.9 0.00 SUBAREA RUNOFF(CFS) = 0.83 10 87.21 17.16 1.969 0.47( 0.22) 0.47 46.0 0.00 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 0.83 11 87.21 17.16 1.969 0.47) 0.22) 0.47 46.0 0.00 12 87.26 17.58 1.941 0.47( 0.22) 0.47 46.9 0.00 13 87.25 17.76 1.929 0.47( 0.22) 0.47 47.2 0,00 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 14 87.18 18.11 1.906 0.47( 0.22) 0.47 47.9 0.00 15 86.77 19.00 1.852 0.47) 0.22) 0.46 49.4 0.00 »»,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 16 85.81 20.27 1.782 0.481 0.22) 0.46 51.3 0,00 »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « <. 17 85.30 20.81 1.754 0.48( 0.22) 0.46 52.0 0.00 ____________:______________________________ ______ :____ :_________ :__ : :_ - - -- = 18 85.27 20.84 1.752 0.48( 0.22) 0.46 52.1 0.00 TOTAL NUMBER OF STREAMS = 3 19 84.96 21.08 1.740 0.48( 0.22) 0.46 52.3 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 20 84.43 21.43 1.723 0.48) 0.22) 0.46 52.7 0.00 TIME OF CONCENTRATION(MIN.) = 8.33 21 83.88 21.76 1.708 0.48( 0.22) 0.46 53.0 0.00 RAINFALL INTENSITY(INCH /HR) = 3.04 22 81.66 22.92 1.655 0.48( 0.22) 0.46 53.7 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.05 23 81.33 23.09 1.648 0.48( 0.22) 0.46 53.8 402.01 AREA- AVERAGED Fp(INCH/HR) = 0.47 24 75.23 25.79 1.542 0.481 0.22) 0.46 54.4 0.00 AREA - AVERAGED Ap = 0.10 25 68.80 B.33 3.038 0.47( 0.22) 0.46 21.6 0.00 EFFECTIVE STREAM AREA(ACRES) = 0.31 TOTAL STREAM AREA(ACRES) = 0.31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) AT CONFLUENCE - 0.83 PEAK FLOW RATE(CFS) = 87.26 TC(MIN.) = 17.58 EFFECTIVE AREA(ACRES) = 46.87 AREA- AVERAGED Fm)INCH /HR) : 0.22 •• CONFLUENCE DATA •• AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.47 STREAM Q Tc Intensity Pp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 57.89 NUMBER (CPS) (MIN.) )INCH /HR) (INCH /HR) (ACRES) NODE LONGEST FLOWPATH FROM NODE 0.00 TO NODE 190.00 = 2030.00 FEET. 1 76.12 11.98 2.443 0.47( 0.22) 0.47 30.2 0.00 MI 11111 -MR ON • M IM. I IMMI wt rM r- Mr. MB - it a OM r Date: 11/07/00 File name: FC10AB.RES Page 35 Date: 11 /07 /00 File name: FC10AB.RES Page 36 STREET FLOW DEPTH(FEET) = 0.50 FLOW PROCESS FROM NODE 190.00 TO NODE 185.00 IS CODE = 31 HALFSTREET FLOOD WIDTH(FEET) = 18.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.16 »» PIPE -FLOW TRAVEL TIME THRU SUBAREA««= PRODUCT OF DEPTH &VELOCITY(FT•FT /SEC.) - 1.07 »» COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)< = «< STREET FLOW TRAVEL TIMEIMIN.) = 4.08 Tc(MIN.) = 18.91 _____=== = =x- == ==____ == = =.x=== ==_ = == = =x - _== .==x= = == ...... ==== _= x== := =_____ 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.858 ELEVATION DATA: UPSTREAM(FEET) = 38.01 DOWNSTREAM(FEET) = 37.78 SUBAREA LOSS RATE DATA(AMC II): FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.1 INCHES LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PIPE -FLOW V£LOCITYIFEET /SEC.) = 7.13 RESIDENTIAL ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 "5 -7 DWELLINGS /ACRE" D 0.52 0.47 0.50 75 PIPE- FLOW(CFS) = 87.26 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 PIPE TRAVEL TIME(MIN.I = 0.18 Tc(MIN.) = 17.76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 2105.00 FEET. SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFFICFS) = 0.76 EFFECTIVE AREA(ACRES) = 4.72 AREA - AVERAGED Fp(INCH/HR) = 0.23 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 10 TOTAL AREA(ACRES) = 4.72 PEAK FLOW RATE(CFS) = 7.24 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE »>" ,MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK 4 1 c«« ______________________====. x=====______ ______________________________= END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.10 FLOW VELOCITY(FEET /SEC.) = 2.13 DEPTH•VELOCITY(FT•FT /SEC.) = 1.04 FLOW PROCESS FROM NODE 0.00 TO NODE 170.00 IS CODE = 21 e - az . / LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1360.00 FEET. »» ,RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 INITIAL SUBAREA FLOW - LENGTH(FEET) = 830.00 » »"DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=«« ELEVATION DATA: UPSTREAM(FEET) = 59.20 DOWNSTREAM(FEET) = 52.10 =______.__.._` = .= =x = = = =._._ __ ..====. x == == =____________ _____ ____ ____ TOTAL NUMBER OF STREAMS = 2 Tc = K•(1LENGTH•• 3.00) /(ELEVATION CHANGE))••0.20 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.830 TIME OF CONCENTRATIONIMIN.) = 18.91 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.149 RAINFALL INTENSITY(INCH/HR) = 1.86 SUBAREA Tc AND LOSS RATE DATA(AMC II): AREA- AVERAGED Fm(INCH /HR) = 0.23 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AREA- AVERAGED FP)INCH /HR) = 0.47 LAND USE GROUP (ACRES) )INCH /HR) (DECIMAL) CN (MIN.) AREA- AVERAGED Ap = 0.50 RESIDENTIAL EFFECTIVE STREAM AREA(ACRES) = 4.72 "5 -7 DWELLINGS /ACRE" 0 4.20 0.47 0.50 75 14.83 TOTAL STREAM AREA(ACRES) = 4.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.24 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) a 7.24 /� TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 7.24 FLOW PROCESS FROM NODE 0.00 TO NODE 170.00 IS CODE = 21 ,9- 2 3 " / »»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS = < «< FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 I5 CODE = 61 13..2.2.2 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« .....=...========......................................... >,>" ,COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< INITIAL SUBAREA FLOW- LENGTH(FEETI =a= =520.00 == x =_ :x =__ =__: _ >»» (STANDARD CURB SECTION USED) «=ee ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) = 52.10 - .=============== = = UPSTREAMELEVATION(FEET) • 52 10 DOWNSTREAM ELEVATION(FEET) = 49.75 Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGE))••0.20 STREET LENGTH(FEET) . 530.00 CURB HEIGHT)INCHES) = 6.0 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.564 STREET HALFWIDTH(FEET) = 20.00 • 10 YEAR RAINFALL INTENSITY(INCH /HR) - 2.374 SUBAREA Tc AND LOSS RATE DATA(AMC II): DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc INSIDE STREET CROSSFALL(DECIMAL) = 0.020 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 RESIDENTIAL "5 -7 DWELLINGS /ACRE" D 1.17 0.47 0.50 75 12.56 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, WINCH/ER) = 0.47 STREET PARKWAY CROSSFALL(DECIMAL) a 0.020 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 SUBAREA RUNOFF(CFS) = 2.25 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 TOTAL AREA(ACRES) = 1.17 PEAK FLOW RATE(CFS) = 2.25 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 61 Bw 2 3 , 7 MI 11111111 MI • NM r WM MI MI - r Mw - all MO OM 11111 IIIII/ Sin Date: 11/07/00 Pile name: FC10AB.RES Page 57 Date: 11/07/00 File name: FC10AB.RES Page 58 SUBAREA Tc AND LOSS RATE DATA(AMC II): »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ss=ms_ == =s.s..ss == =sass = ===S.= =sari = =. ==.s. =sass = = =. = = =a==ss =ass =s= LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN ) TOTAL NUMBED. OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: •5 -7 DWELLINGS /ACRE" D 2.46 0.47 0.50 7' 13.82 TIME OF CONCENTRATION(MIN.) = 15.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 RAINFALL INTENSITY(INCH /HR) = 2.08 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA - AVERAGED Fm(INCH /HR) = 0.23 SUBAREA RUNOFF(CFS) = 4.44 AREA- AVERAGED Fp)INCH /HR) = 0.47 TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) = 4.44 AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.97 TOTAL STREAM AREA(ACRES) = 5.15 FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.99 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< FLOW PROCESS FROM NODE 0.00 TO NODE 320.00 IS CODE = 21 A - /3 .............c........._======................_ a = = :___ s =.a= TOTAL NUMBER OF STREAMS = 3 »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «c CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREAc< TIME OF CONCENTRATIONIMIN.) = 13.82 _ = =. = =a =s =ass =.s =s.. ». :.>»= == . == = =ssa..sss = = =. »...s...,.. =ass == =s= RAINFALL INTENSITY(INCH /HR) = 2.24 INITIAL SUBAREA FLOW - LENGTH(FEET) = 640.00 AREA - AVERAGED Fm(INCH /HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET) - 54.80 DOWNSTREAM(FEET) = 49.18 AREA- AVERAGED Fp(INCH /HR) s 0.47 AREA - AVERAGED Ap = 0.50 Tc = K•(ILENGTH• 3.001 /(ELEVATION CHANGE11••0.20 EFFECTIVE STREAM AREA(ACRES) = 2.46 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) s 13.296 TOTAL STREAM AREA(ACRES) = 2.46 • 10 YEAR RAINFALL INTENSITY(INCH /HRI - 2.295 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.44 SUBAREA Tc AND LOSS RATE DATA(AMC I11: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc •• CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE "5 -7 DWELLINGS/ACRE" D 2.73 0.47 0.50 75 13.30 1 8.88 16.64 2.006 0.47( 0.23) 0.50 5.2 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 1 8.99 15.60 2.085 0.47( 0.23) 0.50 5.0 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap m 0.50 2 5.06 13.30 2.295 0.47( 0.23) 0.50 2.7 0.00 SUBAREA RUNOFF(CFS) = 5.06 3 4.44 13.82 2.242 0.47( 0.231 0.50 2.5 0.00 TOTAL AREA(ACRES) = 2.73 PEAK FLOW RATE(CPS) = 5.06 RAINFALL INTENSITY AND TINE OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 •• PEAK FLOW RATE TABLE •• » »*'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER S=s = =a =a.. =a === ==sass. :ss.=s. =.s =.s ...sari.. - - - -s_= NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL NUMBER OP STREAMS = 3 1 17.98 13.30 2.295 0.47) 0.231 0.50 9.3 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 2 17.63 15.60 2.085 0.47( 0.23) 0.50 10.2 0.00 TIME OF CONCENTRtATION(MIN.) = 13.30 3 17.15 16.64 2.006 0.47( 0.231 0.50 10.3 0.00 • RAINFALL INTENSITY(INCH /HR) = 2.29 4 18.03 13.82 2.242 0.47) 0.23) 0.50 9.6 0 00 AREA - AVERAGED Fm(INCH /HR) - 0.23 AREA - AVERAGED Fp(INCH /HR) = 0.47 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA - AVERAGED Ap = 0.50 PEAK FLOW RATE(CPS) s 18.03 Tc(MIN.) = 13.82 EFFECTIVE STREAM AREA(ACRES) = 2.73 EFFECTIVE AREA(ACRES) = 9.59 AREA - AVERAGED Fm(INCH /HR) = 0.24 TOTAL STREAM AREA(ACRES) = 2.73 AREA- AVERAGED Pp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 PEAK PLOW RATE(CFS) AT CONFLUENCE = 5.06 TOTAL AREA(ACRES) = 10.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 320.00 = 1180.00 FEET. FLOW PROCESS FROM NODE 0.00 TO NODE 320.00 IS CODE = 21 A -/y FLOW PROCESS FROM NODE 320.00 TO NODE 330.00 IS CODE s 31 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «<c< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA• »»,COMPUTE PIPE -FLAW TRAVEL TIME THRU SUBAREA ««< . =====as=s == =sass = =sass =s= =s. ==a = = =s =ssaess ss s s = = = ss..asss =.s =ass =a = = ===.s= » »»USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 .. =..ass= =ssss.sssss.s..sss =.ass= ass .s..=sssss.s.sss.= =r =s= =.s = - - -= ELEVATION DATA: UPSTREAM(FEET) = 53.00 DOWNSTREAM(FEET) - 49.19 ELEVATION DATA: UPSTREAM(FEET) - 42.66 DOWNSTREAMIFEET) = 41.50 PLOW LENGTH(FEET) = 155.00 MANNING'S N s 0.013 Tc = K•(ILENGTH. 3.001 /(ELEVATION CHANGE)] DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.1 INCHES SUBAREA ANALYSIS USED MINIMUM TC(MIN.) - 13.825 PIPE -FLOW VELOCITY(FEET /SEC.) s 6.74 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.242 ESTIMATED PIPE DIAMETERIINCH) - 24.00 NUMBER OF PIPES - 1 lirl M® MI • MI r r MI - -• =III --• MI IA MI w Date: 11/07/00 File name: FC10AB.RES Page 59 Date: 11/07/00 File name: PC10AB.RES Page 60 PIPE- FLOW)CPS) = 18.03 =___________`...... iLSC ° = = = =______________"___ _ PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 14.21 TOTAL NUMBER OF STREAMS = 2 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.18 RAINFALL INTENSITY)INCH /HR) = 2.12 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 11 AREA - AVERAGED Fm)INCH /HR) = 0.23 AREA - AVERAGED Fp(INCH/HR) = 0.47 »» ,CONFLUENCE MEMORY BANK 4 3 WITH THE MAIN- STREAM MEMORY « <.< AREA- AVERAGED Ap = 0,50 __________________ ...... .== a==. ... ._.__:_____ _.__._.___.:__._..___.._ .... .... EFFECTIVE STREAM AREA(ACRES) = 20.37 TOTAL STREAM AREA(ACRES) = 21.31 "" MAIN STREAM CONFLUENCE DATA "" PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.76 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) )INCH /HR) (ACRES) NODE 1 17.98 13.68 2.256 0.47( 0.23) 0.50 9.3 0.00 FLOW PROCESS FROM NODE 0.00 TO NODE 330.00 2S CODE = 21 w 2 18.03 14.21 2.205 0.47( 0.23) 0.50 9.6 0.00 3 17.63 15.99 2.055 0.47) 0.23) 0.50 10.2 0.00 , »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< 4 17.15 17.03 1.978 0.47( 0.23) 0,50 10.3 0.00 ,,USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.. LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 • 1335.00 FEET. ........................... ___________________________ _ _.___.. INITIAL SUBAREA FLOW- LENGTH(FEET) = 660.00 "" MEMORY BANK 4 3 CONFLUENCE DATA "" ELEVATION DATA: UPSTREAM(FEET) • 53.80 DOWNSTREAM(FEET) = 49.93 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (M2N.) (INCH /HR) )INCH /HR) (ACRES) NODE Tc = K "OLENGTH "" 3.001 /(ELEVATION CHANGE)] "•0.20 1 20.85 14.96 2.138 0.47( 0.23) 0.50 10.3 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.518 2 20.95 15.18 2.120 0.47( 0.23) 0.50 10.5 0.00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.177 3 20.95 15.20 2.118 0.47( 0.23) 0.50 10.5 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 4 20.94 15.25 2.114 0.47( 0.23) 0.50 10.5 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 5 20.94 15.25 2.114 0.47( 0,23) 0.50 10.5 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 6 20.15 16.60 2.009 0.47( 0.23) 0.50 10.8 0.00 RESIDENTIAL 7 19.31 17.81 1,925 0.47( 0.24) 0.50 11.0 0.00 "5 -7 DWELLINGS /ACRE" D 2.14 0.47 0.50 75 14.52 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 0.00 FEET. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) • 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 "" PEAK FLOW RATE TABLE "" SUBAREA RUNOFF(CFS) = 3.74 STREAM Q Tc Intensity Pp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) • 2.14 PEAK FLOW RATE(CFS) = 3.74 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 38,23 13.68 2.256 0.47( 0.23) 0.50 18.7 0.00 2 38.53 14.21 2.205 0.47( 0.23) 0.50 19.4 0.00 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 2S CODE = 1 3 38.14 15.99 2.055 0.47( 0.23) 0.50 20.8 0.00 4 37.01 17.03 1.978 0.47( 0.23) 0.50 21.2 0.00 »»,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 5 38.71 14.96 2.138 0.47( 0.24) 0.50 20.1 0,00 > »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ..cc.< 6 38.76 15.18 2.120 0.47( 0.231 0.50 20.4 0.00 =______ ______________________________ 7 38.76 15.20 2.118 0.47( 0.23) 0.50 20.4 0.00 TOTAL NUMBER OF STREAMS = 2 8 38.74 15.25 2.114 0.47( 0.23) 0.50 20.4 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 9 38.74 15.25 2.114 0.47( 0.23) 0.50 20.4 0.00 TIME OF CONCENTRATION(MIN.) = 14.52 10 37.50 16.60 2.009 0.47( 0.23) 0.50 21.1 0.00 RAINFALL INTENSITY(INCH /HR1 = 2.18 11 35.94 17.81 1.925 0.47( 0.24) 0.50 21.3 0.00 AREA - AVERAGED Fm(INCH/HR) = 0.23 TOTAL AREA(ACRES) = 21.31 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: EFFECTIVE STREAM AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) = 38.76 Tc(MIN.) = 15.180 TOTAL STREAM AREA(ACRES) - 2.14 EFFECTIVE AREA(ACRES) = 20.37 AREA- AVERAGED Fm(INCH/HR) = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE . 3.74 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA - AVERAGED Ap . 0.50 TOTAL AREA(ACRES) = 21.31 "" CONFLUENCE DATA "" LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 • 1335.00 FEET. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 38.23 13.68 2.256 0.47) 0.23) 0.50 18.7 0.00 PLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 12 1 38.53 14.21 2.205 0.47) 0.23) 0.50 19,4 0.00 1 38.14 15.99 2.055 0.47( 0.23) 0.50 20.8 0.00 » »,CLEAR MEMORY BANK 4 3 « «< 1 37.01 17.03 1.978 0.47( 0.23) 0.50 21.2 0.00 ... ____ ............. ______ __=====s.====_____.____ _.___:________._.____________.. 1 38.71 14.96 2.138 0.47( 0.24) 0.50 20.1 0.00 1 38.76 15.18 2.120 0.47( 0.23) 0.50 20.4 0.00 1 38.76 15.20 2.118 0.47( 0.231 0.50 20.4 0.00 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 1 38.74 15.25 2.114 0.47) 0.23) 0.50 20.4 0.00 1 38.74 15.25 2.114 0.47( 0.23) 0.50 20.4 0.00 » »> DESIGNATE INDEPENDENT STREAM FOR CONFLUWCE««< 1 37.50 16.60 2.009 0.47( 0.23) 0.50 21.1 0.00 l... IIMI ® r 'r OM MN MI MI •- MI r• r MI • • Date: 11/07/00 File name: FC10AB.RES Page 61 Date: 11/07/00 File name: FC10AB.P.ES Page 62 1 35,94 17.81 1.925 0.47( 0.24) 0.50 21.3 0.00 »USE TINE -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA • 2 3.74 14.52 2.177 0.47( 0.23) 0.50 2.1 0.00 ========= .... ______________ ............ ____. ._. • INITIAL SUBAREA PLOW- LENGTH(FEET) = 280.00 RAINFALL INTEN.CTTY AND TIME OF CONCENTRATION RATIO ELEVATION DATA: UPSTREAM(FEET) = 52.20 DOWNSTREAMIPEET) . 49.54 CONFLUENCE FORM -7,A USED FOR 2 STREAMS. PC . K•((LENGTH•• 3.001 /(ELEVATION CHANGE)]••0.20 •• PEAK FLOW RATE TABLE •• SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.403 STREAM Q Tc Intensity Pp(Fm) Ap Ae HEADWATER • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.825 NUMBER (CFS) (MIN.) )INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 41.90 13.68 2.256 0.47) 0.23) 0.50 20.8 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Pe 2 42.24 14.21 2.205 0.47( 0.23) 0.50 21.5 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 3 42.38 14.96 2.138 0.47( 0.24) 0.50 22.3 0.00 RESIDENTIAL 4 42.39 15.18 2.120 0.47( 0.23) 0.50 22.5 0.00 "5 -7 DWELLINGS /ACRE" D 0.69 0.47 0.'+0 75 9.40 5 42.39 15.20 2.118 0.47( 0.23) 0.50 22.5 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 • 6 42.36 15.25 2.114 0.47( 0.23) 0.50 22.6 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 7 42.36 15.25 2.114 0.47( 0.23) 0.50 22.6 0.00 SUBAREA RUNOFF(CFS) . 1.61 8 41.65 15.99 2.055 0.47) 0.23) 0.50 23.0 0.00 TOTAL AREA(ACRES) = 0.69 PEAK PLOW RATE(CFS) = 1 61 9 40.92 16.60 2.009 0.47) 0.23) 0.50 23.2 0.00 10 40.37 17.03 1.978 0.47( 0.23) 0.50 23.3 0.00 11 39.20 17.81 1.925 0.47( 0.24) 0.50 23.4 0.00 FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 12 42.34 14.52 2.177 0.47( 0.24) 0.50 21.8 0.00 »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «c« COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES.* < PEAK FLOW RATE(CFS) = 42.39 Tc(MIN.) = 15.18 =___________________ _______________________________ __ EFFECTIVE AREA(ACRES) = 22.51 AREA- AVERAGED Fm(INCH/HR) = 0.23 TOTAL NUMBER OF STREAMS = 2 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE TOTAL AREA(ACRES) = 23.45 TIME OF CONCENTRATION(MIN.) = 9.40 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET. RAINFALL INTENSITYIINCH /HRI = 2.83 AREA - AVERAGED Fm(INCH/HR) . 0.23 AREA - AVERAGED Fp(INCH/HR) = 0.47 • FLOW PROCESS FROM NODE 330.00 TO NODE 335.00 IS CODE = 31 AREA - AVERAGED Ap . 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.69 >» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< TOTAL STREAM AREA(ACRES) = 0.69 »» »USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « <c< PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.61 ELEVATION DATA: UPSTREAM(FEET) 40.70 DOWNSTREAM(FEET) = 39.91 •• CONFLUENCE DATA •• FLOW LENGTH(FEET) . 210.00 MANNING'S N = 0.013 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.5 INCHES NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE PIPE -FLOW VELOCITY(FEET /SEC.) - 6.54 1 41.90 14.22 2.205 0.47( 0.23) 0.50 20.8 0.00 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 1 42.24 14.74 2.157 0.47( 0.23) 0.50 21.5 0.00 PIPE- FLOW(CFS) = 42.39 1 42.38 15.50 2.093 0.47( 0.24) 0.50 22.3 0.00 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) . 15.72 1 42.39 15.72 2.076 0.47( 0.23) 0.50 22.5 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 335.00 = 1545.00 FEET. 1 42.39 15.73 2.075 0.47( 0.23) 0.50 22.5 0.00 1 42.36 15.78 2.071 0.47( 0.23) 0.50 22.6 0.00 1 42.36 15.78 2.071 0.47( 0.23) 0.50 22.6 0.00 FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 1 41.65 16.52 2.014 0.47( 0.23) 0.50 23.0 0.00 1 40.92 17.13 1.971 0.47) 0.23) 0.50 23.2 0.00 » INDEPENDENT STREAM FOR CONFLUENCE ««< 1 40.37 17.57 1.942 0.47) 0.23) 0.50 23.3 0.00 ... ______________________ ..... _._.._ ..... ........ .. ... _ _._._________________._= 1 39.20 18.36 1.891 0.47( 0.24) 0.50 23.4 0.00 TOTAL NUMBER OF STREAMS = 2 1 42.34 15.05 2.130 0.47( 0.24) 0.50 21.8 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE 2 1.61 9.40 2.825 0.47( 0.23) 0.50 0.7 0.00 TIME OF CONCENTRATION(MIN.) - 15.72 RAINFALL INTENSITY(INCH /HR) = 2.08 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO AREA - AVERAGED Fm)INCH /HR) = 0.23 CONFLUENCE FORMULA USED FOR 2 STREAMS. AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA - AVERAGED Ap - 0.50 •• PEAK FLOW RATE TABLE •• EFFECTIVE STREAM AREA(ACRES) = 22.51 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL STREAM AREA(ACRES) = 23.45 NUMBER (CFS) (MIN.) )INCH /HRI (INCH /HR) (ACRES) NODE PEAR FLOW RATE(CFS) AT CONFLUENCE - 42.39 1 43.12 14.22 2.205 0.47( 0.23) 0.50 21.4 0 00 2 43.44 14.74 2.157 0.47( 0.23) 0.50 22.2 0.00 I - /�• / 3 43.52 15.05 2.130 0.47( 0.24) 0.50 22.5 0.00 FLOW PROCESS PROM NODE 0.00 TO NODE 335.00 IS CODE . 21 A 4 43.53 15.50 2.093 0.47) 0.241 0.50 23.0 0.00 5 43.54 15.72 2.076 0.47( 0.23) 0.50 23.2 0.00 » »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< 6 43.53 15.73 2.075 0.47( 0.23) 0.50 23.2 0.00 Sill • • all - IMB ® - NM MI r r • 111= • • • Date: 11/07/00 File name: FC10AB.RES Page 63 Date: 11/07/00 File name: FC10AB.RES Page 64 7 43.50 15.78 2.071 0.47( 0.23) 0.50 23.3 0.00 •• PEAK PLOW PATE TABLE '• 8 43 50 15.78 2.071 0.47) 0.23) 0.50 23.3 0.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 9 42.75 16.52 2.014 0.47) 0.23) 0.50 23.7 0.00 NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE 10 42.00 17.13 1.971 0.47( 0.23) 0.50 23.9 0.00 1 60.99 9.49 2.809 0.47( 0.24) 0.50 23.6 0 00 11 41.43 17.57 1.942 0.47( 0.23) 0.50 24.0 0.00 2 69.46 14.30 2.197 0.47) 0.24) 0.50 35.3 0.00 12 40.23 18.36 1.891 0.47) 0.24) 0.50 24.1 0.00 3 70.09 14.83 2.149 0.47( 0.23) 0.50 36.6 0.00 13 38.05 9.40 2.825 0.47( 0.23) 0.50 14.4 0.00 4 70.23 15.14 2.123 0.47) 0.24) 0.50 37.1 0.00 5 70.22 15.59 2.086 0.47( 0.24) 0.50 37.9 0 00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 6 70.22 15.80 2.069 0.47( 0.23) 0.50 38.2 0 00 PEAK PLOW RATE(CFS) = 43.54 TC(MIN.) = 15.72 7 70.21 15.82 2.068 0.47( 0.23) 0.50 38.3 0.00 EFFECTIVE AREA(ACRES) = 23.20 AREA- AVERAGED Fm)INCH /HR) = 0.23 8 70.18 15.87 2.064 0.47( 0.23) 0.50 38.3 0.00 AREA - AVERAGED Fp('NCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 9 70.18 15.87 2.064 0.47( 0.23) 0.50 38.3 0.00 TOTAL AREA(ACRESI = 24.14 10 69.40 16.61 2.008 0.47( 0.23) 0.50 39.2 0 00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 335.00 = 1545.00 FEET. 11 68.61 17.22 1.965 0.47) 0.23) 0.50 39.8 0 00 12 67.90 17.65 1.936 0.47) 0.23) 0.50 40.2 0 00 13 66.45 18.44 1.886 0.47( 0.24) 0.50 40.7 0 00 FLOW PROCESS FROM NODE 335.00 TO NODE 340.00 IS CODE = 31 14 70.16 14.91 2.143 0.47( 0.23) 0.50 36.7 0 00 15 70.19 14.97 2.137 0.47( 0.23) 0.50 36.8 0 00 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «<cc 16 68.70 17.16 1.969 0.47( 0.23) 0.50 39.8 0 00 > »»USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «c , 17 66.31 18.52 1.881 0.47) 0.24) 0.50 40.7 0 00 _____ _____________________ =___.____. .___ _ ________- _____________= 18 65.28 19.04 1.850 0.47( 0.24) 0.50 40.8 0 00 ELEVATION DATA: UPSTREAM(FEET) = 39.89 DOWNSTREAMIFEET) = 39.75 TOTAL AREA(ACRES) = 40.85 FLOW LENGTH(FEET) . 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.4 INCHES COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PIPE -FLOW VELOCITY(FEET /SEC.) = 6.74 PEAK FLOW RATE(CFS) = 70.23 Tc(MIN.) = 15.141 ESTIMATED PIPE DIAMETER(INCH) . 39.00 NUMBER OF PIPES = 1 EFFECTIVE AREA(ACRES) = 37.14 AREA-AVERAGED Fm(INCH /HR) = 0 24 PIPE-FLOW(CFS) = 43.54 AREA - AVERAGED Fp(INCH /HRI = 0.47 AREA- AVERAGED Ap = 0.50 PIPE TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 15.80 TOTAL AREA(ACRES) = 40.85 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1580.00 FEET. LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1580.00 FEET. FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 11 FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 12 »»»CONFLUENCE MEMORY BANK 4 2 WITH THE MAIN- STREAM MEMORY«cc. »»>CLEAR MEMORY BANK 4 2 cc «< MAIN STREAM CONFLUENCE DATA •` STREAM Q Pc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 340.00 TO NODE 345.00 IS CODE = 31 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 38.05 9.49 2.809 0.47( 0.23) 0.50 14.4 0.00 ,,,=COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA..cc< 2 43.12 14.30 2.197 0.47( 0.23) 0.50 21.4 0.00 »»'USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «..« 3 43.44 14.83 2.149 0.47( 0.23) 0.50 22.2 0.00 =____ . ______ _ :______________ ..... __________ 4 43.52 15.14 2.123 0.47( 0.24) 0.50 22.5 0.00 ELEVATION DATA: UPSTREAM(FEET) = 39.70 DOWNSTREAM(FEET) = 39.66 5 43.53 15.59 2.086 0.47( 0.24) 0.50 23.0 0.00 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 6 43.54 15.80 2.069 0.47( 0.23) 0.50 23.2 0.00 DEPTH OF FLOW IN 48.0 INCH PIPE IS 39.3 INCHES 7 43.53 15.82 2.068 0.47( 0.23) 0.50 23.2 0.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 6.38 8 43.50 15.87 2.064 0.47( 0.23) 0.50 23.3 0.00 ESTIMATED PIPE DIAMETER(INCH) . 48.00 NUMBER OF PIPES = 1 9 43.50 15.87 2.064 0.47( 0.23) 0.50 23.3 0.00 PIPE- FLOW(CPS) = 70.23 10 42.75 16.61 2.008 0.47) 0.23) 0.50 23.7 0.00 PIPE TRAVEL TIME(MIN.1 = 0.04 Tc(MIN.) = 15.18 11 42.00 17.22 1.965 0.47( 0.23) 0.50 23.9 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 345.00 = 1595.00 FEET. 12 41.43 17.65 1.936 0.47( 0.23) 0.50 24.0 0.00 13 40.23 18.44 1.886 0.47( 0.24) 0.50 24.1 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1580.00 FEET. FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 1 '• MEMORY BANK 8 2 CONFLUENCE DATA •• »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< STREAM Q Pc Intensity Fp(Fm) Ap Ae HEADWATER ================.======.....=....=======.== . ___________ ___ NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL NUMBER OF STREAMS = 2 1 26.70 14.91 2.143 0.47( 0.24) 0.50 14.5 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 2 26.71 14.97 2.137 0.47) 0.24) 0.50 14.5 0.00 TIME OF CONCENTRATION(MIN.) = 15.18 3 26.63 17.16 1.969 0.47( 0.24) 0.50 15.9 0.00 RAINFALL INTENSITY(INCH /HR) . 2.12 4 26.20 18.52 1.881 0.47( 0.23) 0.50 16.6 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.24 - 5 25.92 19.04 1.850 0.47) 0.24) 0.50 16.7 0.00 AREA - AVERAGED Fp(INCH /HR) = 0.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 . 0.00 FEET. AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 37.14 Date: 11/07/00 File name: FC1OAB.RES Page 65 Date: 11/07/00 File name: FC10AB.P.ES Page 66 TOTAL STREAM AREA(ACRES) - 40.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 70.23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. FLOW PROCESS FROM NODE 0.00 TO NODE 345.00 IS CODE = 21 A.. /5 •• PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER » »,RATIONAL METHOD INITIAL SUBAREA ANALYSIS««« NUMBER (CPS) (MIN.) (INCH /HRI (INCH/HR) (ACRES) NODE »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 1 65.23 9.53 2.802 0.47( 0.23) 0.50 25.5 0.00 ____ _____ _______________________________ _____________ _________________= 2 73.55 14.34 2.193 0.47) 0.24) 0.50 37.7 0 00 INITIAL SUBAREA FLOW- LENGTH(FEET) = 480.00 3 74.08 14.87 2.146 0.47) 0.23) 0.50 38.9 0 00 ELEVATION DATA: VPSTREAM(FEET) = 53.20 DOWNSTREAM(FEET) = 49.33 4 74.13 14.95 2.139 0.47( 0.23) 0.50 39.0 0 00 5 74.15 15.01 2.134 0.47) 0.23) 0.50 39.2 0 00 Tc = K *)(LENGTH "• 3.00) /(ELEVATION CHANGE))••0.20 6 74.16 15.18 2.120 0.47) 0.24) 0.50 39.5 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.055 7 74.08 15.63 2.083 0.47( 0.24) 0.50 40.2 0 00 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.434 8 74.04 15.84 2.066 0.47( 0.23) 0.50 40.6 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 9 74.03 15.86 2.065 0.47) 0.23) 0.50 40.6 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 10 73.99 15.91 2.061 0.47) 0.23) 0.50 40.7 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 11 73.99 15.91 2.061 0.47) 0.23) 0.50 40.7 0 00 RESIDENTIAL 12 73.10 16.65 2.005 0.47( 0.23) 0.50 41.5 0 00 "5 -7 DWELLINGS /ACuE" D 2.32 0.47 0.50 75 12.05 13 72.31 17.20 1.966 0.47) 0.23) 0.50 42.1 0.00 SUBAREA AVERAGE _ .1VIOUS LOSS RATE, Fp(INCH/HR) = 0.47 14 72.21 17.26 1.962 0.47( 0.23) 0.50 42.2 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 15 71.45 17.69 1.933 0.47) 0.23) 0.50 42.5 0.00 SUBAREA RUNOFF(CFS) = 4.59 16 69.89 18.48 1.883 0.47) 0.24) 0.50 43.0 0 00 TOTAL AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) = 4.59 17 69.74 18.56 1.879 0.47) 0.24) 0.50 43.0 0 00 18 68.65 19.08 1.848 0.47( 0.241 0.50 43.2 0.00 19 70.02 12.05 2.434 0.47( 0.24) 0.50 32.1 0 00 FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: »»,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «' PEAK FLOW RATE(CFS) = 74.16 Tc(MIN.) = 15.18 »»,AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< EFFECTIVE AREA(ACRES) = 39.46 AREA- AVERAGED Fm(INCH/HR) = 0.24 ______ = =_ = =x= ___ _______________________________ ___= AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA - AVERAGED Ap = 0.50 TOTAL NUMBER OF STREAMS = 2 TOTAL AREA(ACRES) = 43.17 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: LONGEST FLOWPATH FROM NODE 0.00 TO NODE 345.00 = 1595.00 FEET. TIME OF CONCENTRATION(MIN.) = 12.05 RAINFALL INTENSITY(INCH /HR) = 2.43 AREA- AVERAGED Fm(INCH /HR) = 0.23 FLOW PROCESS FROM NODE 345.00 TO NODE 350.00 IS CODE = 31 AREA - AVERAGED Fp(INCH /HRI = 0.47 AREA - AVERAGED Ap = 0.50 »»,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««« EFFECTIVE STREAM AREA(ACRES) = 2.32 »»,USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< TOTAL STREAM AREA(ACRES) - 2.32 = = = =__ =_ = = = =_ - _ _ _____ ___ ______ PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.59 ELEVATION DATA UPSTREAM(FEET) = 39.64 DOWNSTREAM(FEET) = 39.58 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 •• CONFLUENCE DATA •• DEPTH OF FLOW IN 48.0 INCH PIPE IS 39.1 INCHES STREAM Q Tc Intensity Pp(Fm) Ap Ae HEADWATER PIPE -FLOW VELOCITY(FEET /SEC.) = 6.77 NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 1 60.99 9.53 2.802 0.47) 0.24) 0.50 23.6 0.00 PIPE- FLOW(CFS) _ " 74.16 1 69.46 14.34 2.193 0.47( 0.241 0.50 35.3 0.00 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 15.23 1 70.09 14.87 2.146 0.47( 0.23) 0.50 36.6 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 350.00 = 1615.00 FEET. 1 70.23 15.18 2.120 0.47( 0.241 0.50 37.1 0.00 1 70.22 15.63 2.083 0.47( 0.24) 0.50 37.9 0.00 1 70.22 15.84 2.066 0.47( 0.23) 0.50 38.2 0.00 FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 1 70.21 15.86 2.065 0.47) 0.23) 0.50 38.3 0.00 1 70.18 15.91 2.061 0.47( 0.23) 0.50 38.3 0.00 »»,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 1 70.18 15.91 2.061 0.47) 0.23) 0.50 38.3 0.00 =_________________________ ____ .......... ______________ ____ 1 69.40 16.65 2.005 0.47( 0.23) 0.50 39.2 0.00 TOTAL NUMBER OF STREAMS = 2 1 68.61 17.26 1.962 0.47) 0.23) 0.50 39.8 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 67.90 17.69 1.933 0.47) 0.23) 0.50 40.2 0.00 TIME OF CONCENTRATION(MIN.) = 15.23 1 66.45 18.48 1.883 0.47( 0.24) 0.50 40.7 0.00 RAINFALL INTENSITY(INCH /HR) • 2.12 1 70.16 14.95 2.139 0.47( 0.23) 0.50 36.7 0.00 AREA - AVERAGED Fm(INCH/HR) - 0.24 1 70.19 15.01 2.134 0.47( 0.23) 0.50 36.8 0.00 AREA - AVERAGED Fm(INCH/HR) - 0.47 1 68.70 17.20 1.966 0.47( 0.23) 0.50 39.8 0.00 AREA - AVERAGED Ap = 0.50 1 66.31 18.56 1.879 0.47) 0.24) 0.50 40.7 0.00 EFFECTIVE STREAM AREA(ACRES) = 39.46 1 65.28 19.08 1.848 0.47( 0.24) 0.50 40.8 0.00 TOTAL STREAM AREA(ACRES) = 43.17 2 4.59 12.05 2.434 0.47( 0.23) 0.50 2.3 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 74.16 Irri MI • i MI - MI ® • • MI MI MN - - 111. - MI Date: 11/07/00 File name: FC10AB.RES Page 67 Date: 11/07/00 File name: FC1OAB.RES Page 68 PAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO • CONFLUENCE FORMULA USED FOR 2 STREAMS. PLOW PROCESS FROM NODE 0.00 TO NODE 350.00 I8 CODE = 21 A " f Z •• PEAK FLOW RATE TABLE •• »»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA** NUMBER (CFS) (MIN.) )INCH /HR) )INCH /HR) (ACRES) NODE ___ _ _______________ ... ______---- _ = 1 68.21 9.58 2.793 0.47( 0.24) 0.50 26.8 0.00 INITIAL SUBAREA FLOW- LENGTH(FEET) = 470.00 2 73.18 12.10 2.428 0.47) 0.24) 0.50 33.7 0.00 ELEVATION DATA: UPSTREAM(FEET) = 53.30 DOWNSTREAM(FEET) = 49.34 3 76.36 14.39 2.189 0.47( 0.24) 0.50 39.3 0.00 4 76.82 14.92 2.142 0.47( 0.24) 0.50 40.5 0.00 Tc = K•1(LENGTH•• 3.00) /(ELEVATION CHANGE))••0.20 5 76.87 15.00 2.135 0.47( 0.24) 0.50 40.6 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.849 6 76.88 15.06 2.129 0.47( 0.24) 0.50 40.8 0.00 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.459 7 76.87 15.23 2.115 0.47( 0.24) 0.50 41.1 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 8 76.73 15.68 2.079 0.47( 0.24) 0.50 41.8 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 9 76.67 15.89 2.062 0.47( 0.24) 0.50 42.2 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 10 76.66 15.91 2.061 0.47) 0.24) 0.50 42.2 0.00 RESIDENTIAL 11 76.61 15.96 2.057 0.47( 0.24) 0.50 42.3 0.00 •5 -7 DWELLINGS /ACRE' D 1.60 0.47 0.50 75 11.85 12 76.61 15.96 2.057 0.47( 0.24) 0.50 42.3 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Pp(INCH /HR) = 0.47 13 75.64 16.70 2.002 0.47( 0.24) 0.50 43.1 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 14 74.80 17.25 1.963 0.47( 0.24) 0.50 43.7 0.00 SUBAREA RUNOFF(CFS) = 3.20 15 74.70 17.31 1.959 0.47) 0.24) 0.50 43.8 0.00 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 3.20 16 73.89 17.74 1.930 0.47( 0.24) 0.50 44.1 0 00 17 72.26 18.53 1.880 0.47( 0.24) 0.50 44.6 0.00 18 72.10 18.61 1.876 0.47( 0.24) 0.50 44.6 0 00 FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 19 70.97 19.12 1.845 0.47( 0.24) 0.50 44.8 0.00 20 72.74 11.85 2.459 0.47( 0.24) 0.50 33.0 0 00 » »,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE***‹‹ »»,AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: __________________ ............................ .......... _______............... PEAK FLOW RATE(CFS) = 76.88 TC(MIN.) = 15.06 TOTAL NUMBER OF STREAMS - 2 EFFECTIVE AREA(ACRES) = 40.76 AREA - AVERAGED Fm(INCH /HP.) = 0.24 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 TIME OF CONCENTRATION(MIN.1 = 11.85 TOTAL AREA(ACRES) = 44.77 RAINFALL INTENSITY(INCH /HR) = 2.46 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 350.00 = 1615.00 FEET. AREA- AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 FLOW PROCESS FROM NODE 350.00 TO NODE 360.00 IS CODE = 31 EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 »»,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.20 »»,USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «,« '• CONFLUENCE DATA •• ELEVATION DATA UPSTREAM(FEET) = 39.57 DOWNSTREAM(FEET) = 77 45 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. FLOW LENGTH(FEET) = 605.00 MANNING'S N = 0.013 NUMBER (CFS) (MIN.) (INCH /HR) )INCH /HR) (ACRES) NODE DEPTH OF PLOW IN 48.0 INCH PIPE IS 37.5 INCHES 1 65.23 9.58 2.793 0.47( 0.23) 0.50 25.5 0.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.31 1 73.55 14.39 2.189 0.47( 0.24) 0.50 37.7 0.00 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 1 74.08 14.92 2.142 0.47( 0.23) 0.50 38.9 0.00 PIPE- FLOW(CFS) = 76.88 1 74.13 15.00 2.135 0.47) 0.23) 0.50 39.0 0.00 PIPE TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) - 16.44 1 74.15 15.06 2.129 0.471 0.23) 0.50 39.2 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 360.00 = 2220.00 FEET. 1 74.16 15.23 2.115 0.47) 0.24) 0.50 39.5 0.00 1 74.08 15.68 2.079 0.47( 0.24) 0.50 40.2 0.00 1 74.04 15.89 2.062 0.47) 0.23) 0.50 40.6 0.00 FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 1 74.03 15.91 2.061 0.47) 0.23) 0.50 40.6 0.00 1 73.99 15.96 2.057 0.47( 0.23) 0.50 40.7 0.00 » '> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< 1 73.99 15.96 2.057 0.47( 0.23) 0.50 40.7 0.00 =______________________________ _______________________________ 1 73.10 16.70 2.002 0.47( 0.23) 0.50 41.5 0.00 TOTAL NUMBER OF STREAMS = 2 1 72.31 17.25 1.963 0.47) 0.23) 0.50 42.1 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE 1 72.21 17.31 1.959 0.47( 0.23) 0.50 42.2 0.00 TIME OF CONCENTRATION(MIN.) = 16.44 1 71.45 17.74 1.930 0.47) 0.23) 0.50 42.5 0.00 RAINFALL INTENSITY(INCH /HR) = 2.02 1 69.89 18.53 1.880 0.47( 0.24) 0.50 43.0 0.00 AREA- AVERAGED Fm(INCH /HR) = 0.24 1 69.74 18.61 1.876 0.47) 0.24) 0.50 43.0 0.00 AREA- AVERAGED Fp(INCH /HR) = 0.47 1 68.65 19.12 1.845 0.471 0.24) 0.50 43.2 0.00 AREA - AVERAGED Ap = 0.50 1 70.02 12.10 2.428 0.47( 0.24) 0.50 32.1 0.00 EFFECTIVE STREAM AREA(ACRES) = 40.76 2 3.20 11.85 2.459 0.47( 0.24) 0.50 1.6 0.00 TOTAL STREAM AREA(ACRES) = 44.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 76.88 ® ® 1 1 1 1 1 1 111111 1 1 MI 1 1 1 1 1 i Date: 11/07/00 File name: FC10AB.RES Page 69 Date: 11/07/00 File name: FC10AB.RES Page 70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FLOW PROCESS FROM NODE 0.00 TO NODE 360.00 IS CODE = 21 A-/7 CONFLUENCE FORMULA USED FOR 2 STREAMS. »»›RATIONAL METHOD INITIAL SUBAREA ANALYSIS<u < "* PEAK FLOW RATE TABLE "* »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.. STREAM Q Tc Intensity Fp)Fm1 Ap Ae HEADWATER x =z x= x= s=== ss== c .= = =xsx == :xxxs = = =axx ==xsxxxsss ..... a =zs= ==a= z = = = = = = =z NUMBER (CFS) )MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE INITIAL SUBAREA FLOW- LENGTH(FEET) - 680.00 1 70.28 10.98 2.574 0.47( 0.241 0.50 27.7 0.00 ELEVATION DATA: UPSTREAM(FEET) = 50.77 DOWNSTREAM(FEET) = 48.42 2 74.94 13.24 2.301 0.47( 0.24) 0.50 34.2 0.00 3 75.40 13.49 2.275 0.47( 0.24) 0.50 34.9 0.00 Tc = K *((LENGTH "" 3.001 /(ELEVATION CHANGE))" "0.20 4 78.69 15.77 2.071 0.47) 0.24) 0.50 40.7 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.415 5 79.18 16.30 2.031 0.47) 0.24) 0.50 41.9 0 00 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.022 6 79.23 16.38 2.025 0.47( 0.24) 0.50 42.1 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC I1): 7 79.24 16.44 2.020 0.47) 0.24) 0.50 42.2 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 8 79.21 16.61 2.008 0.47( 0.241 0.50 42.5 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 9 79.04 11.06 1.976 0.47( 0.24) 0.50 43.3 0.00 RESIDENTIAL 10 78.95 17.27 1.962 0.47( 0.24) 0.50 43.6 0.00 "5 -7 DWELLINGS /ACRE' D 1.47 0.41 0.50 75 16.42 11 78.94 17.29 1.961 0.47( 0.24) 0.50 43.7 0 00 SUBAREA AVERAGE PERVIOUS LOSS RATE, PO/NCH/HA) = 0.47 12 78.89 17.34 1.957 0.47) 0.24) 0.50 43.7 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 13 78.89 17.34 1.957 0.47( 0.24) 0.50 43.7 0.00 SUBAREA RUNOFF(CFS) = 2.36 14 77.86 18.08 1.908 0.47( 0.24) 0.50 44.6 0.00 TOTAL AREA(ACRESI = 1.47 PEAK FLOW RATE(CFS) = 2.36 15 76.97 18.64 1.874 0.47( 0.241 0.50 45.2 0.00 16 76.86 18.69 1.871 0.47( 0.241 0.50 45.2 0.00 17 76.02 19.13 1.845 0.47( 0.24) 0.50 45.6 0.00 FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 18 - 74.33 19.92 1.801 0.47( 0.24) 0.50 46.0 0.00 19 74.17 20.00 1.796 0.47( 0.241 0.50 46.1 0.00 »»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 20 73.00 20.52 1.769 0.41( 0.24) 0.50 46.2 0.00 »»›AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES.. «c 21 79.24 16.42 2.022 0.47) 0.24) 0.50 42.2 0.00 = === = =_ =x= = : = =_: ............................ TOTAL NUMBER OF STREAMS = 2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: PEAK FLOW RATE(CFS) = 79.24 Tc(MIN.) = 16.44 TIME OF CONCENTRATIONIMIN.) = 16.42 EFFECTIVE AREA(ACRES) = 42.23 AREA- AVERAGED Fm(INCH/HR) = 0.24 RAINFALL INTENSITY(INCH /HR) = 2.02 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 AREA- AVERAGED Fm(INCH/HR) = 0.23 TOTAL AREA(ACRES) . 46.24 AREA- AVERAGED Fp(INCH /HR) = 0.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 360.00 = 2220.00 FEET. AREA- AVERAGED Ap = 0.50 EFFECTIVE STRF" AREA(ACRES) = 1,47 TOTAL STREAM AREA(ACRES) = 1.47 FLOW PROCESS FROM NODE 360.00 TO NODE 390.00 IS CODE = 31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.36 »›> ›COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« ' "" CONFLUENCE DATA ** »» , USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW).<.<. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER =______________=====z=s===== = = == s ==.= =s = =..zz = ==z x = = =x. _ NUMBER (CFS) (MIN.) (INCH/HR) (INCH /HR) (ACRES) NODE ELEVATION DATA: UPSTREAM(FEET) = 37.47 DOWNSTREAM(FEET) = 36.19 1 68.21 10.98 2.574 0.47( 0.24) 0.50 26.8 0.00 FLOW LENGTH(FEET) .. 60.00 MANNING'S N - 0.013 1 73.18 13.49 2.275 0.47( 0.24) 0.50 33.7 0.00 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.7 INCHES 1 76.36 15.77 2.071 0.47( 0.24) 0.50 39.3 0.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 14.70 1 76.82 16.30 2.031 0.47( 0.24) 0.50 40.5 0.00 ESTIMATED PIPE DIAMETER(INCH) . 36.00 NUMBER OF PIPES = 1 1 76.87 16.38 2.025 0.47( 0.24) 0.50 40.6 0.00 PIPE - FLOW(CFS) = 79.24 1 76.88 16.44 2.020 0.47) 0.24) 0.50 40.8 0.00 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 16.51 1 76.87 16.61 2.008 0.47( 0.24) 0.50 41.1 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 390.00 = 2280.00 FEET. 1 76.73 17.06 1.976 0.47( 0.24) 0.50 41.8 0.00 1 76.67 17.27 1.962 0.47( 0.24) 0.50 42.2 0.00 1 16.66 17.29 1.961 0.47( 0.24) 0.50 42.2 0.00 FLAW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 1 76.61 17.34 1.957 0.47) 0.24) 0.50 42.3 0.00 1 76.61 17.34 1.957 0.47( 0.24) 0.50 42.3 0.00 » »›DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <ccc< 1 75.64 18.08 1.908 0.47( 0.24) 0.50 43.1 0.00 =___=== = =x =.s == = =.z =s. =s= =.s = =.= = =s === z. = = x= z . 1 74.80 18.64 1.874 0.47) 0.24) 0.50 43.7 0.00 TOTAL NUMBER OF STREAMS = 3 1 74.70 18.69 1.871 0.47( 0.241 0.50 43.8 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 73.89 19.13 1.845 0.471 0.24) 0.50 44.1 0.00 TIME OF CONCENTRATION(MIN.) - 16.51 1 72.26 19.92 1.801 0.47) 0.24) 0.50 44.6 0.00 RAINFALL INTENSITY(INCH /HR) - 2.02 1 72.10 20.00 1.796 0.47( 0.24) 0.50 44.6 0.00 AREA- AVERAGED Fp(INCH/HR) - 0.24 1 70.97 20.52 1.769 0.47( 0.24) 0.50 44.8 0.00 AREA- AVERAGED Fp(INCM /HRI = 0.47 1 72.74 13.24 2.301 0.47) 0.24) 0.50 33.0 0.00 AREA - AVERAGED Ap = 0.50 2 2.36 16.42 2.022 0.47( 0.23) 0.50 1.5 0.00 EFFECTIVE STREAM AREA(ACRESI = 42.23 MI MIS OMB MO IN OM Urn M MI MN NM ON MO MI SW MI WI NM NW Date: 11/07/00 File name: FC10AB.RES Page 71 Date: 11/07/00 File name: FC10AB.RES Page 72 TOTAL STREAM AREA(ACRES) = 46.24 END OF SUBAREA STREET FLOW HYDRAULICS: PEAK FLOW RATE(CFS) AT CONFLUENCE - 79.24 DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) . 20.86 FLOW VELOCITY(FEET /SEC.) = 2.43 DEPTH•VELOCITY(FT•FT /SEC.) = 1 27 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 390.00 = 1020.00 FEET. FLOW PROCESS FROM NODE 0.00 TO NODE 380.00 IS CODE = 21 A../9 » '>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA <. _-__===== a====_____________ .... ____ _ .... ____ ______________________ »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< INITIAL SUBAREA FLOW- LENGTH(FEET) = 630.00 ._ ... _____..._:_________ ___________________________ _ ___ ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 49.86 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Tc = K "((LENGTH•' 3.00)/(ELEVATION CHANGEI]••0.20 TIME OF CONCENTRATION(MIN.) = 16.81 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.001 RAINFALL INTENSITY(INCH /HR) = 1.99 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.225 AREA- AVERAGED Fm(INCH /HR) = 0.23 SUBAREA Tc AND LOSS RATE DATA(AMC II): AREA- AVERAGED Fp(INCH /HR) = 0.47 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AREA- AVERAGED Ap = 0.50 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) EFFECTIVE STREAM AREA(ACRES) = 6.19 RESIDENTIAL TOTAL STREAM AREA(ACRES) = 6.19 "5 -7 DWELLINGS /ACRE" D 3.03 0.47 0.50 75 14.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.50 SUBAREA RUNOFF(CFS) = 5.43 FLOW PROCESS FROM NODE 0.00 TO NODE 390.00 IS CODE = 21 A - TOTAL AREA(ACRES) - 3.03 PEAK FLOW RATE(CFS) = 5.43 »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 380.00 TO NODE 390.00 IS CODE = 61 A ..2(:) =__ = =_____ _ _ __ _________ ________.__._.._..__. -_ -_ - _ - _ - - _ - - INITIAL SUBAREA FLOW- LENGTH(FEET) . 550.00 »»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< ELEVATION DATA: UPSTREAM(FEET) = 50.36 DOWNSTREAM(FEET) - 48.10 » »»(STANDARD CURB SECTION USED) « «< ........... ___ .... ... ______.... ___________ ... _ _____________ ............... ___ Tc = K•((LENGTH•• 3.00) /(ELEVATION CNANGE)1'•0.20 UPSTREAM ELEVATION(FEET) = 49.80 DOWNSTREAM ELEVATION(FEET) = 47.78 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.566 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 • 10 YEAR RAINFALL INTENSITY(INCH/HR) . 2.173 STREET HALFWIDTH(FEET) = 22.00 SUBAREA Tc AND LOSS RATE DATA(AMC I1): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(PEET) = 17.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 RESIDENTIAL OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 "5 -7 DWELLINGS /ACRE" D 0.84 0.47 0.50 75 14.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) . 0.47 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF . 1 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.50 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 SUBAREA RUNOFF(CFS) = 1.46 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 TOTAL AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) = 1.46 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME c' - '1PUTED USING ESTIMATED FLOW(CFS) = 7.93 FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 I5 CODE = 1 STREETFLOW MODE., RESULTS USING ESTIMATED FLOW: - -- STREET FLOW DEPTH(FEET) - 0.49 •» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < HALFSTREET FLOOD WIDTH(FEET) = 18.18 » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<c< AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.32 =_______________________ _______________________________ . - - - -. __. PRODUCT OF DEPTH &VELOCITY(FT•FT /SEC.) = 1.13 TOTAL NUMBER OF STREAMS = 3 STREET FLOW TRAVEL TIME(MIN.) = 2.81 Tc(MIN.) = 16.81 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.994 TIME OF CONCENTRATION(MIN.) = 14.57 SUBAREA LOSS RATE DATA(AMC II): RAINFALL INTENSITY(INCH/HR) = 2.17 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS AREA- AVERAGED Fm(INCH/HR) - 0.23 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN AREA- AVERAGED Fp(INCH/HR) - 0.47 RESIDENTIAL AREA - AVERAGED Ap . 0.50 "5 -7 DWELLINGS /ACRE" D 3.16 0.47 0.50 75 EFFECTIVE STREAM AREA(ACRES) . 0.84 SUBAREA AVERAGE PERVIOUS L055 RATE, Fp(INCH/HR) - 0.47 TOTAL STREAM AREA(ACRES) - 0.84 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.46 SUBAREA AREA(ACRES) - 3.16 SUBAREA RUNOFFICPS) = 5.00 EFFECTIVE AREA(ACRES) = 6.19 AREA-AVERAGED Fm(INCH /HR) = 0.23 •• CONFLUENCE DATA •• AREA- AVERAGED Fp(INCH/HE) = 0.47 AREA - AVERAGED Ap = 0.50 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 6.19 PEAK FLOW RATE(CFS) . 9.80 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /MR) (ACRES) NODE 1 70.28 11.05 2.564 0.47) 0.24) 0.50 27.7 0.00 Date: 11/07/00 File name: FC10AB.RES Page 73 Date: 11/07/00 File name: FC10AB.RES Page 74 1 74,94 13.31 2.294 0.47( 0.24) 0.50 34.2 0.00 »»'USING COMPUTER - ESTIMATED PIPESI2E (NON- PRESSURE FLOW) «c« 1 75.40 13.56 2.268 0.47( 0.24) 0.50 34 9 0.00 =-- ____=___•_______ _______________________________ -_.- _____ 1 78.69 15.84 2.066 0.471 0.24) 0.50 40.7 0.00 ELEVATION DATA: UPSTREAMIFEET) = 36.19 DOWNSTREAM(FEET) = 35 52 1 79.18 16.37 2.026 0.47( 0.24) 0.50 41 9 0.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 1 79.23 16.45 2.020 0.47( 0.241 0.50 42.1 0.00 DEPTH OF FLOW IN 51.0 INCH PIPE I5 37.8 INCHES 1 79.24 16.51 2.015 0.471 0.24) 0.50 42.2 0.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.02 1 79.21 16.68 2.003 0.47( 0.24) 0.50 42.5 0.00 ESTIMATED PIPE DIAMETER)INCH) = 51.00 NUMBER OF PIPES = 1 1. 79.04 17.12 1.972 0.47) 0.24) 0.50 43.3 0.00 PIPE- FLOW(CFS) = 90,33 1 78.95 17.34 1.957 0.47) 0.24) 0.50 43.6 0.00 PIPE TRAVEL TIME(MIN.) = 0.35 TCIMIN.) = 16.86 1 78.94 17.35 1.956 0.47( 0.24) 0.50 43.7 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 2450.00 FEET. 1 78.89 17.41 1.952 0.471 0.241 0.50 43.7 0.00 = _ 2..2...- ________________ _____________________________ = ___ 1. 78.89 17.41 1.952 0.47( 0.24) 0.50 43 7 0.00 * END OF STUDY SUMMARY: 1 77.86 18.15 1.904 0.47( 0.24) 0.50 44.6 0.00 TOTAL AREA(ACRES) 53.27 TCIMIN.) = 16.86 1 76.97 18.70 1.870 0.47( 0.24) 0.50 45.2 0.00 EFFECTIVE AREA(ACRES) _ 49.16 AREA- AVERAGED Fm(INCH /HR1= 0.24 1 76.86 18.76 1.867 0.47( 0.24) 0.50 45.2 0.00 AREA - AVERAGED Fp)INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 1 76.02 19.19 1.841 0.47( 0.241 0.50 45.6 0.00 PEAK FLOW RATE(CFS) = 90,33 1 74.33 19.99 1.797 0.47) 0.24) 0.50 46.0 0.00 1 74.17 20.07 1.793 0.47( 0.24) 0.50 46.1 0.00 •• PEAK FLOW RATE TABLE •• 1 73.00 20.59 1.765 0.47( 0.24) 0.50 46.2 0.00 STREAM Q Tr Intensity Fp(Fml Ap Ae HEADWATER 1 79.24 16.48 2.017 0.47( 0.24) 0.50 42.2 0.00 NUMBER (CFS) )MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 2 9.80 16.81 1.994 0.47( 0.23) 0.50 6.2 0.00 1 80.15 11.42 2.514 0.47( 0.24) 0.50 32.5 0.00 3 1.46 14.57 2.173 0.47( 0.23) 0.50 0.8 0.00 2 85.45 13.67 2.257 0.47) 0.24) 0.50 39.9 0.00 3 85.97 13.91 2.233 0.47) 0.24) 0.50 40.7 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 4 87.67 14.92 2.142 0,47( 0.24) 0.50 43.6 0.00 CONFLUENCE FORMULA USED FOR 3 STREAMS. 5 89.69 16.19 2.039 0.471 0.24) 0.50 47.3 0.00 6 90,25 16.72 2.000 0.471 0.24) 0.50 48.8 3.00 •• PEAK FLOW RATE TABLE •• 7 90.31 16.80 1.994 0.47( 0.24) 0.50 49.0 0.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 8 90.32 16.84 1.992 0.47( 0.24) 0.50 49.1 0.00 NUMBER (CFS) (MIN.) (INCH /HR) )INCH /HR) (ACRES) NODE 9 90.33 16.86 1.990 0.471 0.24) 0.50 49.2 0.00 1 80.15 11.05 2.564 0.47( 0.24) 0.50 32.5 0.00 10 90.33 17.03 1.978 0.47( 0.24) 0.50 49.5 0.00 2 85.45 13.31 2.294 0.47) 0.24) 0.50 39.9 0.00 11 90.29 17,16 1.969 0.47( 0.24) 0.50 49.8 0.00 3 85.97 13.56 2.268 0.47( 0.24) 0.50 40.7 0.00 12 90.03 17.48 1.948 0.47( 0.24) 0.50 50.3 0.00 4 89.69 15.84 2.066 0.47( 0.24) 0.50 47.3 0.00 13 89.85 17.69 1.933 0.47) 0.24) 0.50 50.7 0.00 5 90.25 16.37 2.026 0.47( 0.24) 0.50 48.8 0.00 14 89.83 17,71 1.932 0.47) 0.24) 0.50 50.7 0.00 6 90.31 16.45 2.020 0.47) 0.24) 0.50 49.0 0.00 15 89.76 17.76 1.929 0.47( 0.24) 0.50 50.B 0.00 7 90.32 16.48 2.017 0.471 0.24) 0.50 49.1 0.00 16 89.76 17.76 1.929 0.47( 0.24) 0.50 50.8 0.00 8 90.33 16.51 2.015 0.47( 0.24) 0.50 49.2 0.00 17 88.42 18.50 1.882 0.471 0.24) 0,50 51.6 0.00 9 90.33 16.68 2.003 0.47( 0.24) 0.50 49.5 0.00 18 87.31 19.06 1.849 0.47( 0.241 0.50 52.2 0.00 10 90.29 16,81 1.994 0.47( 0.24) 0.50 49.8 0.00 19 87.18 19.12 1.846 0.47) 0.24) 0.50 52.3 0.00 11 90.03 17.12 1.972 0.47( 0.241 0.50 50.3 0.00 20 86.18 19.55 1.821 0.47( 0.24) 0.50 52.6 0,00 12 89.85 17.34 1.957 0.47( 0.24) 0.50 50.7 0.00 21 84.21 20.36 1.777 0.47( 0.241 0.50 53.1 0 00 13 89.83 17.35 1.956 0.47( 0.24) 0.50 50.7 0.00 22 84.02 20.44 1.773 0.47( 0.24) 0.50 53.1 0.00 14 89.76 17.41 1.952 0.47( 0.24) 0.50 50.8 0.00 23 82.68 20,95 1.747 0.47( 0.24) 0,50 53.3 0.00 15 89.76 17,41 1.952 0.47) 0.24) 0,50 50.8 0.00 == ___ ______ =________ :________ .. ______ 16 88.42 18.15 1.904 0.47( 0.24) 0.50 51.6 0.00 =_________________________ _ _________________________ __________ 17 87,31 18.70 1.870 0.47( 0.24) 0.50 52.2 0.00 END OF RATIONAL METHOD ANALYSIS 18 87.18 18.76 1.867 0.47( 0.24) 0.50 52.3 0.00 19 86.18 19.19 1.841 0.47( 0.24) 0.50 52.6 0.00 1 20 84,21 19.99 1,797 0,47( 0.24) 0.50 53.1 0.00 �I 21 84.02 20.07 1.793 0 , 47 ( 0.24) 0.50 53.1 0.00 "'' OA'rj4 u 30124 FOR 1. Y.•ROL04 y r �Q �p D4 �! �� 0 22 82.68 20.59 1.765 0.47( 0.24) 0.50 53.3 0.00 • - v 23 87.67 14.57 2.173 0.47( 0.24) 0.50 43.6 0.00 COMPUTED CONFLJ.,.CE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 90.33 TC(MIN.) • 16.51 EFFECTIVE AREA(ACRES) • 49.16 AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) • 0.47 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) • 53.27 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 390.00 = 2280.00 FEET. FLOW PROCESS FROM NODE 390.00 TO NODE 410.00 IS CODE = 31 » » 'COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< Ing NM MI MI OM • rn NM 11111 MI ® • M MN • ® • - NM Date: 11/07/00 File name: FC10AB.RES Page 49 Date: 11/07/00 File name: FC10AB.RES Page 50 EFFECTIVE AREA(ACRES) . 2.98 AREA - AVERAGED Fm(INCH /HR) = 0.24 TOTAL NUMBER OF STREAMS = 2 AREA- AVERAGED Fp(INCH/HR) = 0.47 AREA - AVERAGED Ap = 0.50 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TOTAL AREA(ACRES) = 3.14 TIME OF CONCENTRATION(MIN.I = 11.61 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 255.00 • 560.00 FEET. RAINFALL INTENSITY(INCH /HR) = 2.49 AREA - AVERAGED Fp(INCH/HR) = 0.23 AREA- AVERAGED Fp(INCH /HR) = 0.47 FLOW PROCESS FROM NODE 255.00 TO NODE 260.00 IS CODE = 31 AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.21 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< TOTAL STREAM AREA(ACRES) = 2.21 » » »USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.48 ace_=__=_____________________ ______.......................... - ______ ELEVATION DATA: UPSTREAM(FEET) = 46.57 DOWNSTREAM(FEET) = 45.50 •• CONFLUENCE DATA •• FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.0 INCHES NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE PIPE -FLOW VELOCITY(FEET /SEC.) = 4.04 1 5.89 14.19 2.207 0.47) 0.24) 0.50 3.1 0.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 1 5.95 13.01 2.325 0.471 0.24) 0.50 3.0 0.00 PIPE- FLOW(CFS) . 5.95 2 4.48 11.61 2.489 0.47) 0.23) 0.50 2.2 0 00 PIPE TRAVEL TIME(MIN.) = 1.11 Pc(MIN.) - 13.01 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 260.00 = 830.00 FEET. RAINFALL INTENSITY AND TIME OP CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE - 1 •• PEAK FLOW RATE TABLE •• - -- STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ______________ ___________________ ..... _______ ____.____________= 1 10.11 13.01 2.325 0.47( 0.24) 0.50 5.2 0.00 TOTAL NUMBER OF STREAMS = 2 2 9.81 14.19 2.207 0.47( 0.24) 0.50 5.3 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 3 10.21 11.61 2.489 0.47( 0.24) 0.50 4.9 0 00 TIME OF CONCENTRATIONIMIN.) = 13.01 RAINFALL INTENSITY(INCH /HR) = 2.33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA - AVERAGED Fm(INCH/HR) = 0.24 PEAK FLOW RATE(CFS) • 10.21 Tc(MIN.) = 11.61 AREA - AVERAGED Fp(INCH/HR) = 0.47 EFFECTIVE AREA(ACRES) = 4.87 AREA - AVERAGED Fp(INCH/HR) = 0.24 AREA - AVERAGED Ap . 0.50 AREA- AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.98 TOTAL AREA(ACRES) = 5.35 TOTAL STREAM AREA(ACRES) = 3.14 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 260.00 = 830.00 FEET. PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.95 FLOW PROCESS FROM NODE 260.00 TO NODE 270.00 IS CODE = 31 FLOW PROCESS FROM NODE 0.00 TO NODE 260.00 IS CODE = 21 A 3 »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »n. RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »»»USING COMPUTER - ESTIMATED PIPESIZE (NON PRESSURE FLOW) « «< "USE TINE -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _. ...___.___ -_ ....2.2........1.2 ====== MT ....... . ... . ..... . ..... ....................... _= ELEVATION DATA: UPSTREAM(FEET) - 45.48 DOWNSTREAM(FEET) = 45.35 INITIAL SUBAREA FLOW- LENGTH(FEET) = 460.00 FLOW LENGTH(FEETI = 30.00 MANNING'S N = 0.013 ELEVATION DATA: UPSTREAM(FEET) = 56.40 DOWNSTREAM(FEET) = 52.29 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) . 4.90 Pe = K•((LENGTH•• 3.001 /(ELEVATION CHANGE)) " 0.20 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.610 PIPE- FLOW(CFS) = 10.21 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.489 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.71 SUBAREA Pe AND LOSS RATE DATA(AMC II): LONGEST FLOWPATH FROM NODE 0.00 TO NODE 270.00 . 860.00 FEET. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE - 1 "5 -7 DWELLINGS /ACRE• D 2.21 0.47 0.50 75 11.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « < SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 = = = = =_ =_ __.... _........ ________ ... ...... _ : : :_ .... ____________________ SUBAREA RUNOFF(C•'I . 4.48 TOTAL NUMBER OF STREAMS = 3 TOTAL AREA(ACRES) - 2.21 PEAK FLOW RATE(CFS) • 4.48 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 11.71 • RAINFALL INTENSITY(INCH /HR1 = 2.48 FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 1 AREA- AVERAGED Pm(INCH /HR) - 0.24 AREA - AVERAGED Fp(INCH/HR) = 0.47 » » "DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< AREA - AVERAGED Ap = 0.50 » »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« EFFECTIVE STREAM AREA(ACRES) = 4.87 ====................,.......... ...... . _ ... ........ ____= TOTAL STREAM AREA(ACRES) = 5.35 MI Mw MI MI NM NS 11M s® MI _ OM - - 111111 r Mr r Mw Date: 11/07/00 File name: FC10AB.RES Page 51 Date: 11/07/00 File name: FC10AB.RES Page 52 PEAK PLOW RATE(CFS) AT CONFLUENCE = 10.21 » »'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «c » »'AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « <c< FLOW PROCESS FROM NODE 0.00 TO NODE 270.00 IS CODE = 21 A r s/ ____ .... __ TOTAL NUMBER OF STREAMS = 3 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS <c«< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 11.73 == x =z==z==== === ==z= ====z = = === === =z ====== === IS = =z RAINFALL INTENSITY(INCH /HR) = 2.47 INITIAL SUBAREA PLOW- LENGTH(FEET) = 400.00 AREA - AVERAGED Fm1INCH /HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET) = 55.10 DOWNSTREAM(FEET) = 52.26 AREA - AVERAGED Fp(INCH /HR) = 0.47 , AREA - AVERAGED Ap = 0.50 Tc = K•((LENGTH" 3.00) /(ELEVATION CHANGE)1 *•0.20 EFFECTIVE STREAM AREA(ACRES) = 1.56 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.495 TOTAL STREAM AREAIACRES) = 1.56 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.504 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.14 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc *• CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE "5 -7 DWELLINGS /ACRE" D 0.76 0.47 0.50 75 11.50 1 10.11 13.11 2.315 0.47( 0.24) 0.50 5.2 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.47 1 9.81 14.30 2.197 0.47) 0.24) 0.50 5.3 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 10.21 11.71 2.476 0.47) 0.24) 0.50 4.9 0 00 SUBAREA RUNOFF(CFS) = 1.55 2 1.55 11.50 2.504 0.47( 0.23) 0.50 0.8 0.00 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 1.55 3 3.14 11.73 2.474 0.47) 0.23) 0.50 1.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 CONFLUENCE FORMULA USED FOR 3 STREAMS. »»'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «c •• PEAK FLOW RATE TABLE "• __________________________________ ______= = ===z =x= == ==___ - - z == _______ STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL NUMBER OF STREAMS = 3 NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 14.82 11.50 2.504 0.47( 0.24) 0.50 7.1 0.00 TIME OF CONCENTRATION(MIN.) = 11.50 2 14.89 11.71 2.476 0.47( 0.23) 0.50 7.2 0.00 RAINFALL INTENSITY(INCH /HR) = 2.50 3 14.45 13.11 2.315 0.47( 0.23) 0.50 7.5 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.23 4 13.90 14.30 2.197 0.47) 0.24) 0.50 7.7 0.00 AREA - AVERAGED Fp(INCH /HR) = 0.47 5 14.89 11.73 2.474 0.47) 0.23) 0.50 7.2 0 00 AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) - 0.76 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 14.89 Tc)MIN.) - 11.71 PEAK FLOW RATE(CFS) AT CONFLUENCE - 1.55 EFFECTIVE AREA(ACRES) = 7.19 AREA- AVERAGED Pm(INCH /HR) = 0.23 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.67 FLOW PROCESS FROM NODE 0.00 TO NODE 270.00 I5 CODE z 21 4 5 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 270.00 = 860.00 FEET. » »'RATIONAL METHOD INITIAL SUBAREA ANALYSIS «c« »USE TIME -OP- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 270.00 TO NODE 280.00 IS CODE = 11 = ======================================== INITIAL SUBAREA FLOW-LENGTH(FEET) _ 480.00 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< ELEVATION DATA: UPSTREAM(FEET) = 56.60 DOWNSTREAM(FEET) = 52.16 '> »'USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< = = = = Tc = K•[(LENGTH 3.00) /(ELEVATION CHANGE))• *0.20 ELEVATION DATA UPSTREAM(FEET)= 45.32 DOWNSTREAM(FEET) = 43.23 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.728 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.474 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES SUBAREA Tc AND LOSS RATE DATA(AMC II): PIPE -FLOW VELOCITY(FEET /SEC.) = 5.20 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PIPE- PLOW(CFS) = 14.89 RESIDENTIAL PIPE TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 13.38 "5 -7 DWELLINGS /ACRE" D 1.56 0.47 0.50 75 11.73 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 280.00 - 1380.00 FEET. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) - 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.14 FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 TOTAL AREA(ACRES) - 1.56 PEAK FLOW RATE(CFS) = 3.14 - - - -- »»'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< = = ------ zz :zzz==.z= = :xxx=x :=z=x :zzz = ==:z =x=x: PLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 TOTAL NUMBER OF STREAMS x 3 rri an an ow um _ mi Er" en mi Ns ma Emu an MIMI MI MS OM WI UMW Date: 11/07/00 File name: FC10AB.RES Page 53 Date: 11/07/00 File name: FC10AB.RES Page 54 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE. '5 -7 DWELLINGS /ACRE" D 1.59 0.47 0.50 75 13.45 TIME OF CONCENTRATION(MIN.) = 13.38 SUBAREA AVERAGE PERVIOUS LOSS RATE. Fp(INCH /HR) = 0.47 RAINFALL INTENSITY(INCH /HR) = 2.29 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA - AVERAGED Fm(INCH /HR) = 0.23 SUBAREA RUNOFF(CFS) = 2.93 AREA- AVERAGED Fp(INCH /HR) = 0.47 TOTAL AREA(ACRES) = 1.59 PEAK FLOW RATE(CFS) = 2.93 AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 7.19 TOTAL STREAM AREA(ACRES) = 7.67 FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 PEAK FLOW RATE(CPS) AT CONFLUENCE = 14.89 '»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »'AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< FLOW PROCESS FROM NODE 0.00 TO NODE 280.00 IS CODE = 21 A.- , w =__ ___ ___ = :_ G TOTAL NUMBER OF STREAMS = 3 »'''RATIONAL METHOD INITIAL SUBAREA ANALYSISc«« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE, »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 13.45 _________________________ ............ __== = = = = = == =.= =__. ..... __......... RAINFALL INTENSITY(INCH /HR) = 2.28 INITIAL SUBAREA FLOW- LENGTH(FEET) = 560.00 AREA- AVERAGED Fm(INCH /HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 51.44 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 Tc = K•[(LENGTH•• 3.00) /(ELEVATION CHANGE))••0.20 EFFECTIVE STREAM AREA(ACRES) = 1.59 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.445 TOTAL STREAM AREA(ACRES) = 1.59 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.280 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.93 SUBAREA Tc AND LOSS RATE DATA(AMC I1): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc •• CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) )INCH /HR) (INCH /HR) (ACRES) NODE "S -7 DWELLINGS /ACRE' D 1.71 0.47 0.50 75 13.45 1 14.82 13.16 2.309 0.47) 0.24) 0.50 7.1 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 1 14.89 13.38 2.286 0.47( 0.23) 0.50 7.2 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 14.45 14.78 2.153 0.47( 0.23) 0.50 7.5 0.00 SUBAREA RUNOFF(CFS) = 3.15 1 13.90 15.99 2.055 0.47( 0.24) 0.50 7.7 0.00 TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 3.15 1 14.89 13.39 2.285 0.47( 0.23) 0.50 7.2 0.00 2 3.15 13.45 2.280 0.47( 0.23) 0.50 1.7 0.00 3 2.93 13.45 2.280 0.47( 0.23) 0.50 1.6 0.00 FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO >'> >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< CONFLUENCE FORMULA USED FOR 3 STREAMS. = =_ :_- :_____ :_ _ TOTAL NUMBER OF STREAMS = 3 •• PEAK FLOW RATE TABLE •• CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: STREAM Q Tc Intensity Fp(Pm) Ap Ae HEADWATER TIME OF CONCENTRATION(MIN.) = 13.45 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE RAINFALL IWTENSITY(INCH /HR) = 2.28 1 20.85 13.16 2.309 0.47( 0.23) 0.50 10.3 0.00 AREA- AVERAGED Fm)/NCH /HR) = 0.23 2 20.95 13.38 2.286 0.47) 0.23) 0.50 10.5 00.00 AREA - AVERAGED PO/NCH/RR) = 0.47 3 20.95 13.39 2.285 0.47( 0.23) 0.50 10.5 0.00 AREA - AVERAGED Ap = 0.50 4 20.94 13.45 2.280 0.47( 0.23) 0.50 10.5 0.00 EFFECTIVE STREAM AREA(ACRES) = 1.71 5 20.15 14.78 2.153 0.47( 0.23) 0.50 10.8 0.00 TOTAL STREAM AREA(ACRES) = 1.71 6 19.31 15.99 2.055 0.47) 0.24) 0.50 11.0 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.15 7 20.94 13.45 2.280 0.47( 0.23) 0.50 10 5 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PLOW PROCESS FROM NODE 0.00 TO NODE 280.00 IS CODE = 21 A-7 PEAK FLOW RATE(CFS) = 20.95 Tc(MIN.) = 13.39 EFFECTIVE AREA(ACRES) = 10.48 AREA- AVERAGED Fm(INCH /HP.) = 0.23 »»'RATIONAL METHOD INITIAL SUBAREA ANALYSIScc«< AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TOTAL AREA(ACRES) = 10.97 ...._= ________________________ _____________ =____.____=______= LONGEST FLOWPATH FROM NODE 0.00 TO NODE 280.00 = 1380.00 FEET. INITIAL SUBAREA FLOW- LENGTH(FEET) = 560.00 ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 51.44 FLOW PROCESS FROM NODE 280.00 TO NODE 330.00 IS CODE = 31 Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGE)] "0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.445 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.280 »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< SUBAREA Tc AND LOSS RATE DATA(AMC II): ... ..... ___ ... __.... _ _ _ . ______ _. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ELEVATION DATA: UPSTREAM(FEET) = 43.20 DOWNSTREAM(FEET) = 40.88 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) - FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 RESIDENTIAL DEPTH OF PLOW IN 30.0 INCH PIPE IS 21.6 INCHES ■s Mr- - r v MI s M- r ON - - MI MI IIM MI MI Date: 11/07/00 File name: FC10AB.RES Page 55 Date: 11/07/00 File name: FC10AB.RES Page 56 PIPE -FLOW VELOCITY(FEET /SEC.) = 5.55 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) ESTIMATED PIPE DIAMETERIINCHI = 30.00 NUMBER OF PIPES = 1 RESIDENTIAL PIPE- FLOW(CFS) = 20.95 "5 -7 DWELLINGS /ACRE" D 2.52 0.47 0.50 75 13.77 PIPE TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 15.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1980.00 FEET. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFFICFS) = 4.56 TOTAL AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) = 4.56 FLOW PROCESS PROM NODE 330.00 TO NODE 330.00 IS COD6 = 10 »»»MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK 4 3 « «< FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««* » »»AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES««* FLOW PROCESS FROM NODE 0.00 TO NODE 310.00 IS CODE = 21 A-1/ .......... ______ ............ ___ ... ______==_ =e= = = = =_ - - - _ .._ TOTAL NUMBER OF STREAMS = 2 »» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATIONIMIN.) = 13.77 ........... _____ ........ ________ _______________________________ = RAINFALL INTENSITYIINCH /HR) = 2.25 INITIAL SUBAREA FLOW- LENGTH(FEET) = 730.00 AREA- AVERAGED Fm(INCH/HR) = 0.23 ELEVATION DATA UPSTREAMIFEET) = 55.50 DOWNSTREAM(FEET) = 50.63 AREA- AVERAGED Fp)INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 Tc = K•((LENGTH`• 3.00) /(ELEVATION CHANGE))••0.20 EFFECTIVE STREAM AREA(ACRES) = 2.52 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.806 TOTAL STREAM AREA(ACRES) = 2.52 • 10 YEAR RAINFALL INTENSITY(INCH /HRI = 2.151 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.56 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc `• CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HR) (INCH /MR) (ACRES) NODE "5 -7 DWELLINGS /ACRE" D 2.63 0.47 0.50 75 14.81 1 4.54 14.81 2.151 0.47) 0.23) 0.50 2.6 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 2 4.56 13.77 2.247 0.47) 0.23) 0.50 2.5 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.50 SUBAREA RUNOFF(CFS) = 4.54 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO TOTAL AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) = 4.54 CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •• FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE » INDEPENDENT STREAM FOR CONFLUENCE***** 1 8.88 14.81 2.151 0.47( 0.23) 0.50 5.2 0.00 __________ ..... ____ ... _..... _______ ________________________= 2 8.99 13.77 2.247 0.47( 0.23) 0.50 5.0 0 00 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TIME OF CONCENTRATION(MIN.) = 14.81 PEAK FLOW RATE(CFS) = 8.99 Tc(MIN.) = 13.77 RAINFALL INTENSITY(INCH /HR) = 2.15 EFFECTIVE AREA(ACRES) = 4.97 AREA- AVERAGED Fm(INCH/HR) = 0.23 AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA- AVERAGED Fp(INCH/HR) • 0.47 AREA - AVERAGED Ap = 0.50 AREA - AVERAGED Fp(INCH/HR) = 0.47 TOTAL AREA(ACRES) = 5.15 AREA- AVERAGED Ap = 0.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 310.00 = 730.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 2.63 TOTAL STREAM AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.54 FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 21 »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA***** FLOW PROCESS FROM NODE 0.00 TO NODE 310.00 IS CODE = 21 A . /D »»»USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)***** = »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «c - ELEVATION DATA: UPSTREAMIFEET) = = 44.02 DOWNSTREAM(FEET) = 42.69 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA** PLOW LENGTHIFEET) = 450.00 MANNING'S N - 0.013 __......................... _____________ _________________ ... _______ DEPTH OP FLOW IN 24.0 INCH PIPE I5 15.8 INCHES INITIAL SUBAREA FLOW- LENGTH(FEET) = 660.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 4.10 ELEVATION DATA: UPSTREAM(FEET) = 55.80 DOWNSTREAM(FEET) = 50.63 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 8.99 Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGE))`•0.20 PIPE TRAVEL TIME(MIN.) = 1.83 Tc(MIN.) = 15.60 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.771 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 320.00 = 1180.00 FEET. • 10 YEAR RAINFALL INTENSITYIINCH /HR) = 2.247 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS Tc FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 I5 CODE = 1 k sui um we _as am no am ® we am um Date: 11/07/00 Pile name: FC10AB.RES Page 47 Date: 11/07/00 File name: FC10AB.RES Page 48 1 26.71 14.28 2.199 0.47) 0.241 0.50 14.5 0.00 RAINFALL INTENSITY(INCH /HR) = 2.32 2 26.63 16.47 2.018 0.47) 0.24) 0.50 15.9 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.23 3 26.20 17.83 1.925 0.47( 0.23) 0.50 16.6 0.00 AREA- AVERAGED Pp(INCH /HR) = 0.47 4 25.92 18.34 1.892 0.47) 0.24) 0.50 16.7 0.00 AREA - AVERAGED Ap = 0.50 5 26.70 14.22 2.205 0.47( 0.24) 0.50 14.5 0.00 EFFECTIVE STREAM AREA(ACRES) = 1.76 TOTAL STREAM AREA(ACRES) = 1.76 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.30 PEAK FLOW RATE(CFS) = 26.71 TC(MIN.) = 14.28 EFFECTIVE AREA(ACRES) = 14.52 AREA - AVERAGED Fm(INCH/HR) c 0.24 AREA - AVERAGED Fp)INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 FLOW PROCESS FROM NODE 0.00 TO NODE 255.00 is CODE = 21 A - Z TOTAL AREA(ACRES) = 16.71 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 250.00 = 1430.00 FEET. »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 250.00 TO NODE 340.00 IS CODE = 31 INITIAL SUBAREA FLOW-LENGTH(FEET) = 440.00 ELEVATION DATA: UPSTREAM(FEET) = 55.90 DOWNSTREAMIFEET) = 52.71 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «• »» »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< Tc = K•)(LENGTH "• 3.00) /(ELEVATION CHANGE)1••0.20 =c=====cc===== c=====_=====cc=c========== c===. .....= = == =c == ==e. = = = =____= == = =c SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.892 ELEVATION DATA: UPSTREAM(FEET) = 41.99 DOWNSTREAM(FEET) = 40.98 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.454 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 SUBAREA Pe AND LOSS RATE DATA(AMC I1): DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.1 INCHES DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc PIPE -FLOW VELOCITY(FEET /SEC.) = 6.01 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 RESIDENTIAL PIPE - FLOW(CFS) = 26.71 "5 -7 DWELLINGS /ACRE" D 1.38 0.47 0.50 75 11.89 PIPE TRAVEL TIME(MIN.) = 0.69 Tc)MIN.) c 14.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp)INCH /HR) = 0.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1680.00 FEET. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 2.76 TOTAL AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) = 2.76 FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 10 » »> »MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK 4 2 « «< FLOW PROCESS FROM NODE 255.00 TO NODE 255.00 IS CODE = 1 = e===_ c_:_ _=e : :e_:c : :ec : :c =e=c : : :cc == : ::_ _ _ - _ » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< A »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« c« FLOW PROCESS FROM NODE 0.00 TO NODE 255.00 IS CODE = 21 - / _:_.____=====c====.____=______________________ ....... _ ................ TOTAL NUMBER OF STREAMS = 2 » »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 11.89 .......... ..... e=====. e= c==== =___________________===== ce= = == ___________= RAINFALL INTENSITY(INCH /HR) = 2.45 INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 AREA- AVERAGED Fm(INCH/HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET) = 56.80 DOWNSTREAM(FEET) = 52.71 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA - AVERAGED Ap = 0.50 Tc = K•[(LENGTH“ 3.001 /(ELEVATION CHANGEII••0.20 EFFECTIVE STREAM AREA(ACRES) = 1.38 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.1 = 13.077 TOTAL STREAM AREA(ACRES) = 1.38 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.318 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.76 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT : .1/ SCS SOIL AREA Pp Ap SCS Tc •• CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) STREAM 0 Tc Intensity Fp)Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE "5 -7 DWELLINGS /ACRE" D 1.76 0.47 0.50 75 13.08 1 3.30 13.08 2.318 0.471 0.23) 0.50 1.8 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 2 2.76 11.89 2.454 0.47) 0.23) 0.50 1.4 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO TOTAL AREA(ACRES) - 1.76 PEAK FLOW RATE(CFS) = 3.30 CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •• FLOW PROCESS FROM NODE 255.00 TO NODE 255.00 IS CODE = 1 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 1 5.89 13.08 2.318 0.47) 0.24) 0.50 3.1 0.00 e=== ==__=====e= ==cc = = =cc= =c == ===___ ==ce =e=e==......=c = = = ==____= 2 5.95 11.89 2.454 0.47( 0.24) 0.50 3.0 0.00 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TIME OF CONCENTRATION(MIN.) = 13.08 PEAK FLOW RATE(CFS1 = 5.95 Tc(MIN.) = 11.89 WI OM rr -MI MI Ili ® r MI wr NIB 11111 NS ® EN r - • Date: 11/07/00 File name: FC10AB.RES Page 37 Date: 11/07/00 File name: FC10AB.RES Page 38 » »»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««= RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO »»»(STANDARD CURB SECTION USED) <=<c< CONFLUENCE FORMULA USED FOR 2 STREAMS. = = UPSTREAM ELEVATION(FEET) = 52. = = ========== 10 DOWNSTREAM ELEVATIONIFEET) = 49.75 •• PEAK FLOW RATE TABLE •' • STREET LENGTH(FEFT) • 520.00 CURB HEIGHT(INCHES) = 6.0 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER STREET HALFWIDT1..:'EET) • 20.00 NUMBER (CFS) (MIN.) )INCH /HR) (INCH /HR) (ACRES) NODE 1 9.50 18.91 1.858 0.47( 0.24) 0.50 6.3 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 2 9.46 17.73 1.931 0.471 0.23) 0.50 6.0 0.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.50 Tc(MIN.) = 18.91 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 EFFECTIVE AREA(ACRES) = 6.27 AREA - AVERAGED Fm(INCH /HR) = 0.24 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 , Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 TOTAL AREA(ACRES) = 6.27 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1360.00 FEET. ..TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.83 »»>DESIGNATE'INDEPENDENT STREAM FOR CONFLUENCE « «< AVERAGE FLOW VELOCITYIFEET /SEC.) • 1.68 =______________________________•_ __________ =____________________ PRODUCT OF DEPTH &VELOCITY(FT'FT /SEC.) = 0.61 TOTAL NUMBER OF STREAMS = 2 STREET FLOW TRAVEL TIME(MIN.) = 5.17 Tc(MIN.) = 17.73 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' 10 YEAR RAINFALL INfENSITY(INCH /HR) • 1.931 TIME OF CONCENTRATION(MIN.) = 18.91 SUBAREA LOSS RATE DATA(AMC II): RAINFALL INTENSITYIINCH /HR) = 1.86 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS AREA- AVERAGED Fm(INCH /HR) = 0.24 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN AREA- AVERAGED Fp(INCH /HR) • 0.47 RESIDENTIAL AREA - AVERAGED Ap = 0.50 "5 -7 DWELLINGS /ACRE" D 0.38 0.47 0.50 75 EFFECTIVE STREAM AREA(ACRES) = 6.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 TOTAL STREAM AREA(ACRES) • 6.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap • 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE • 9.50 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 0.58 EFFECTIVE AREA(ACRES) = 1.55 AREA- AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 FLOW PROCESS PROM NODE 0.00 TO NODE 175.00 IS CODE = 21 45.1 / TOTAL AREA(ACRES) • 1.55 PEAK FLOW RATE(CFS) = 2.37 »»»RATIONAL METHOD INITIAL SUBAREA ANALYSISc ' END OF SUBAREA STREET FLOW HYDRAULICS: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.47 ======____ ... ...... ________:_____• ........... _______---- .................... FLOW VELOCITY)FEET /SEC.) = 1.65 DEPTH•VELOCITY(FT•FT /SEC. 1 = 0.59 INITIAL SUBAREA FLOW LENGTH(FEET) • 670.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1040.00 FEET. ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) = 50.00 Tc = K•(ILENGTH•• 3.00) /)ELEVATION CHANGE)) " 0.20 FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.444 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.280 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««= SUBAREA Tc AND LOSS RATE DATA(AMC II): »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ____ ..... ____ :_ :________ = ==== ass==_==________ _ ..... ______ == = =_a---- =__ - - - -_= LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS • 2 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: "5 -7 DWELLINGS /ACRE" D 4.49 0.47 0.50 7'5 13.44 TIME OF CONCENTRATION(MIN.) • 17.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) • 0.47 RAINFALL INTENSITY(INCH /HR) • 1.93 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA- AVERAGED Pm(INCH /HR) = 0.24 SUBAREA RUNOFF(CFS) = 8.26 AREA - AVERAGED Fp(INCH /HR) • 0.47 TOTAL AREA(ACRES) = 4.49 PEAK FLOW RATE(CFS) = 8 26 AREA - AVERAGED Ap • 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.55 TOTAL STREAM AREA(ACRES) • 1.55 FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 81 6... 21/.2. PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.37 »» >ADDITION OP SUBAREA TO MAINLINE PEAK FLOW<c «< •• CONFLUENCE DATA •' ===___=___ _ _ _ _ STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER MAINLINE Tc(MIN) • 13.44 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE • 10 YEAR RAINFALL INTENSITY(INCH /HR) - 2.280 1 7.24 18.91 1.858 0.47( 0.23) 0.50 4.7 0.00 SUBAREA LOSS RATE DATA(AMC II): 2 2.37 17.73 1.931 0.47) 0.24) 0.50 1.5 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCs Ms Ms MI r MI • r 111111 MI INS ® ® ® MI - Date: 11/07/00 File name: FC1OAB.RES Page 39 Date: 11/07/00 File name: FC1OAB.RES Page 40 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1160.00 FEET. RESIDENTIAL "5 -7 DWELLINGS /ACRE' D 1.63 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH /HRI = 0.47 FLOW PROCESS FROM NODE 180.00 TO NODE 185.00 IS CODE - 31 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFF(CFS) = 3.00 »»=COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< EFFECTIVE AREA(ACRES) = 6.12 AREA - AVERAGED Fm(INCH/HR) = 0.23 »»=USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «•:« AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 _ _ _ _ _ ________ ._________ TOTAL AREA(ACRES) = 6.12 PEAK FLOW RATE(CFS) = 11.26 ELEVATION DATA UPSTREAM(FEET) = 42.55 DOWNSTREAM(FEET) = 19.76 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES FLOW PROCESS FROM NODE 175.00 TO NODE 180.00 IS CODE = 31 PIPE -FLOW VELOCITY(FEET /SEC.) = 11.60 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 »» =COMPUTE PIPE. -FLOW TRAVEL TIME THRU SUBAREA «<cc PIPE- FLOW(CFS) = 20.15 »»> USING COMP 'SR- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< PIPE TRAVEL TIME(MIN.1 = 0.14 Tc(MIN.) = 14.75 :_____:________________________________ ______ : : :____________________= LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 FEET. ELEVATION DATA UPSTREAM(FEET) = 44.40 DOWNSTREAMIFEET) = 42.55 FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 11 PIPE -FLOW VELOCITY(PEET /SEC.) = 5.29 , ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 ,,,,,CONFLUENCE MEMORY BANK 4 1 WITH THE MAIN- STREAM MEMORY ««< PIPE- FLOW(CFS) = 11.26 =______= -- - - - - _ PIPE TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 14.61 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1040.00 FEET. "" MAIN STREAM CONFLUENCE DATA "" STREAM Q Tc Intensity Fp(Pm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 1 20.15 14.75 2.156 0.47( 0.23) 0.50 11.0 0 00 2 19.33 17.88 1.921 0.47( 0.23) 0.50 12.1 0 OD » »=DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < 3 18.95 19.06 1.849 0.47( 0.23) 0.50 12.4 0 00 ,,,=AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «c « LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 FEET. TOTAL NUMBER OF STREAMS = 2 "" MEMORY BANK 4 1 CONFLUENCE DATA .',. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TIME OF CONCENTRATION(MIN.) = 14.61 NUMBER (CFS) (MIN.) (INCH /HR) )INCH /HR) (ACRES) NODE RAINFALL INTENSITY(INCH /HR) = 2.17 1 68.80 8.51 2.999 0.471 0.221 0.46 21.6 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.23 2 77.75 12.15 2.422 0.47) 0.22) 0.47 31.0 0 00 AREA - AVERAGED Fp(INCH/HR) = 0.47 3 77.95 12.24 2.412 0.47( 0.22) 0.47 31.2 0 00 AREA - AVERAGED Ap = 0.50 4 79.82 13.11 2.315 0.47( 0.221 0.47 33.6 0 00 EFFECTIVE STREAM AREA(ACRES) = 6.12 5 81.77 14.02 2.223 0.47( 0.22) 0.47 36.4 0 00 TOTAL STREAM AREA(ACRES) = 6.12 6 82.45 14.36 2.192 0.47) 0.22) 0.47 37.4 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.26 7 85.04 15.79 2.070 0.471 0.22) 0.47 41.7 0.00 8 86.33 16.57 2.011 0.471 0.22) 0.47 43.9 0.00 "" CONFLUENCE DATA "" 9 86.90 16.92 1.986 0.47( 0.22) 0.47 44.9 0 00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 10 87.20 17.33 1.958 0.47( 0.22) 0.47 45.9 0 00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 11 87.21 17.33 1.957 0.47) 0.22) 0.47 46.0 0 00 1 9.50 18.91 1.858 0.47( 0.24) 0.50 6.3 0.00 12 87.21 17.33 1.957 0.47) 0.22) 0.47 46.0 0.00 1 9.46 17.73 1.931 0.47( 0.23) 0.50 6.0 0.00 13 87.26 17.76 1.929 0.47( 0.22) 0.47 46.9 0 00 2 11.26 14.61 2.169 0.47( 0.23) 0.50 6.1 0.00 14 87.25 17.94 1.918 0.471 0.22) 0.47 47.2 0.00 15 87.18 18.29 1.895 0.47( 0.22) 0.47 47.9 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 16 86.77 19.18 1.842 0.47( 0.22) 0.46 49.4 0 00 CONFLUENCE FORMULA USED FOR 2 STREAMS. 17 85.81 20.45 1.773 0.48( 0.22) 0.46 51.3 0 00 18 85.30 20.99 1.745 0.48( 0.22) 0.46 52.0 0 00 "" PEAK FLOW RATE TABLE "" 19 85.27 21.02 1.744 0.48( 0.22) 0.46 52.1 0 00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 20 84.96 21.26 1.732 0.48( 0.22) 0.46 52.3 0.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 21 84.43 21.61 1.715 0.48( 0.22) 0.46 52.7 0 00 1 19.33 17.73 1.931 0.47( 0.23) 0.50 12.1 0.00 22 83.88 21.94 1.699 0.48( 0.22) 0.46 53.0 0 00 2 18.95 18.91 1.858 0.471 0.23) 0.50 12.4 0.00 23 81.66 23.10 1.648 0.48( 0.22) 0.46 53.7 0.00 3 20.15 14.61 2.169 0.47( 0.23) 0.50 11.0 0.00 24 81.33 23.26 1.641 0.481 0.22) 0.46 53.8 402.01 25 75.23 25.97 1.536 0.48( 0.22) 0.46 54.4 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 0.00 FEET. PEAK FLOW RATE(CFS) = 20.15 Tc(MIN.) = 14.61 EFFECTIVE AREA(ACRES) = 11.04 AREA- AVERAGED Pm(INCH /HR) = 0.23 "" PEAK FLOW RATE TABLE "" AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 12.39 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE - 111N1 r- I 11M1 ISIS WI OM ® r r ® - _a ! r e r i Date: 11/07/00 File name: FC1OAB.RES Page 41 Date: 11/07/00 File name: PC10AB.RES Page 42 1 103.31 14.75 2.156 0.47( 0.22) 0.47 49.6 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 2 106.59 17.88 1.921 0.47( 0.22) 0.47 59.2 0 00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap S'S Tc 3 105.77 19.06 1.849 0.47( 0.22) 0.47 61.6 0 00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) ('N (MIN.) 4 85.53 8.51 2.999 0.47( 0.221 0.47 28.0 0.00 RESIDENTIAL 5 96.65 12.15 2.422 0.47( 0.22) 0.47 40.1 0.00 "5 -7 DWELLINGS /ACRE" D 2.77 0.47 0.50 75 16.30 6 96.89 12.24 2.412 0.47( 0.22) 0.47 40.4 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Pp(INCH/HR) = 0.47 7 99.20 13.11 2.315 0.47( 0.22) 0.47 43.4 0 00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 8 101.58 14.02 2.223 0.47) 0.22) 0.47 46.9 0.00 SUBAREA RUNOPF(CFS) = 4.48 9 102.42 14.36 2.192 0.47) 0.22) 0.47 48.2 0.00 TOTAL AREA(ACRES) = 2.77 PEAK PLOW RATE(CFS) = 4.48 10 104.91 15.79 2.070 0.47( 0.22) 0.47 53.1 0.00 11 106.01 16.57 2.011 0.47) 0.22) 0.47 55.6 0.00 12 106.49 16.92 1.986 0.47) 0.22) 0.47 56.7 0.00 FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 13 106.68 17.33 1.958 0.47) 0.22) 0.47 57.9 0.00 - - - -- 14 106.68 17.33 1.957 0.47( 0.22) 0.47 57.9 0.00 »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< 15 106.68 17.33 1.957 0.47) 0.22) 0.47 57.9 0.00 = __ ........................ _ ________ ____._ 16 106.62 17.76 1.929 0.47( 0.22) 0.47 58.9 0.00 TOTAL NUMBER OF STREAMS = 2 17 106.57 17.94 1.918 0.47) 0.22) 0.47 59.3 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 18 106.37 18.29 1.895 0.47( 0.22) 0.47 60.1 0.00 TIME OP CONCENTRATION(MIN.) = 16.30 19 105.64 19.18 1.842 0.47( 0.22) 0.47 61.8 0.00 RAINFALL INTENSITY(INCH/HR) = 2.03 20 103.86 20.45 1.773 0.47) 0.22) 0.47 63.7 0.00 AREA - AVERAGED Fm(INCH/HR) = 0.24 21 103.03 20.99 1.745 0.47( 0.22) 0.47 64.4 0.00 AREA - AVERAGED Fp(INCH /HR) = 0.47 22 102.98 21.02 1.744 0.47( 0.22) 0.47 64.4 0.00 AREA- AVERAGED Ap = 0.50 23 102.5.' 11.26 1.732 0.47( 0.22) 0.47 64.7 0.00 EFFECTIVE STREAM AREA(ACRES) = 2.77 24 101.80 21.61 1.715 0.47) 0.22) 0.47 65.1 0.00 TOTAL STREAM AREA(ACRES) = 2.77 25 101.07 21.94 1.699 0.47( 0.22) 0.47 65.4 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.48 26 98.24 23.10 1.648 0.47( 0.22) 0.47 66.1 0.00 27 97.83 23.26 1.641 0.47( 0.22) 0.47 66.2 402.01 28 90.50 25.97 1.536 0.47) 0.22) 0.47 66.8 0.00 FLOW PROCESS FROM NODE 0.00 TO NODE 210.00 IS CODE = 21 C - 2 TOTAL AREA(ACRES) = 70.28 » »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« PEAK FLOW RATE(CFS) = 106.68 Tc(MIN.) = 17.329 = ==________==____==__________=_== __ =_ = = = = =_______ __ __ ___ _______= EFFECTIVE AREA(ACRES) = 57.85 AREA - AVERAGED Fm(INCH /HR) = 0.22 INITIAL SUBAREA FLOW- LENGTH(FEET) = 950.00 AREA - AVERAGED Pp(INCH/HR) = 0.47 AREA - AVERAGED Ap = 0.47 ELEVATION DATA UPSTREAM(FEET) = 56.40 DOWNSTREAM(FEET) = 50.71 TOTAL AREA(ACRES) = 70.28 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 FEET. Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGE)I••0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.810 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.994 FLOW PROCESS FROM NODE 185.00 TO NODE 182.00 IS CODE = 31 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc »»»COMPUTE PIPE -PLOW TRAVEL TIME THRU SUBAREA ««< LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) » »,USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)<c«< RESIDENTIAL ............. _ ... ____________ _______________________________ -_ "5 -7 DWELLINGS /ACRE" D 5.20 0.47 0.50 75 16.81 ELEVATION DATA UPSTREAM(FEET) = 37.75 DOWNSTREAM(FEET) = 36.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 FLOW LENGTH(FEET) • 300.00 MANNING'S N = 0.013 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.2 INCHES SUBAREA RUNOFF(CFS) = 8.23 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.58 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 8.23 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 106.68 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 17.99 FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 LONGEST FLOWPATH PROM NODE 0.00 TO NODE 182.00 = 1760.00 FEET. •-- - »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «c« FLOW PROCESS FROM NODE 0.00 TO NODE 210.00 IS CODE = 21 C` - / ___ ......_======_..... -- _ -- ._================..._..__=____= TOTAL NUMBER OF STREAMS = 2 ,»> ,RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION)MIN.) = 16.81 ............ ----- ........ ----------- . se=_:= ..... __= _a_= =_=z = ..... ____._______= RAINFALL INTENSITY(INCH/MR) • 1.99 INITIAL SUBAREA FLOW- LENGTHIFEET) = 840.00 AREA - AVERAGED Fp(INCH /HR) • 0.24 ELEVATION DATA: UPSTREAM(FEET) . 55.30 DOWNSTREAM(FEET) = 50.71 AREA - AVERAGED Fp(INCH /HR) _ 0.47 AREA - AVERAGED Ap . 0.50 Tc = K•[(LENGTH•• 3.00) /(ELEVATION CHANGE))••0.20 EFFECTIVE STREAM AREA(ACRES) = 5.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) • 16.299 TOTAL STREAM AREA(ACRES) _ 5.20 • 10 YEAR RAINFALL INTENSITY(INCH/HR) . 2.031 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.23 Wel MN OM Mil OM MI MB MI i MI MO OM SIM OM MU IIMI OM ON UM Date: 11/07/00 File name: FC10AB.RES Page 43 Date: 11/07/00 File name: FC10AB.RES Page 44 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.093 •• CONFLUENCE DATA •• • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.127 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER SUBAREA Tc AND LOSS RATE DATA(AMC II): NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) IACRESI NODE DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 1 4.48 16.30 2.031 0.47) 0.24) 0.50 2.8 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CU (MIN.) 2 8.23 16.81 1.994 0.47) 0.24) 0.50 5.2 0.00 RESIDENTIAL "5 -7 DWELLINGS /ACRE" D 3.26 0.47 0.50 75 15.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 CONFLUENCE FORMULA USED FOR 2 STREAMS. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.55 •• PEAK FLOW RATE TABLE •• TOTAL AREA(ACRES) = 3.26 PEAK FLOW RATE(CFS) = 5.55 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE , 1 12.63 16.30 2.031 0.47) 0.23) 0.50 7.8 0.00 FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 31 2 12.62 16.81 1.994 0.47( 0.24) 0.50 8.0 0.00 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: » COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< PEAK FLOW RATE(CFS) = 12.63 Tc(MIN.) = 16.30 - -- - ______=__ = =__ = -- EFFECTIVE AREA(ACRES) = 7.81 AREA- AVERAGED Fm(INCH /HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET) = 43.95 DOWNSTREAM(FEET) = 43.68 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 TOTAL AREA(ACRES) = 7.97 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 210.00 = 950.00 FEET. DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 FLOW PROCESS FROM NODE 210.00 TO NODE 230.00 IS CODE = 31 PIPE- FLOW(CFS) = 5.55 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 15.18 >"» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 = 850.00 FEET. »»»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE F1.OW1 « «< ==========33.....=========....======.1...... ELEVATION DATA UPSTREAM(FEET) _ 44 44 DOWNSTREAM(FEET) = 44.17 FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 I0 CODE = 1 FLOW LENGTH(FEET' - 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 14.0 INCH PIPE IS 18.6 INCHES »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< PIPE -FLOW VELOCITY(FEET /SEC.) = 4.83 »»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES..... ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 =_____________________ _______________________________ _ PIPE- FLOW(CFS) = 12.63 TOTAL NUMBER OF STREAMS = 2 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 16.54 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 = 1020.00 FEET. TIME OF CONCENTRATION(MIN.) = 15.18 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA - AVERAGED Fm(INCH /HR) = 0.23 FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 AREA- AVERAGED Fp(INCH /HRI - 0.47 AREA - AVERAGED Ap = 0.50 » »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «e EFFECTIVE STREAM AREA(ACRES) = 3.26 _________________= s=== = =_____________________________ _____________ TOTAL STREAM AREA(ACRES) = 3.26 TOTAL NUMBER OF STREAMS = 2 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.55 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.54 •• CONFLUENCE DATA •• RAINFALL INTENSITY(INCH/HR) = 2.01 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER AREA - AVERAGED Fm(INCH /HR) = 0.23 NUMBER (CFS) (MIN.) (INCH/HR) (INCH /HR) (ACRES) NODE AREA - AVERAGED Fp(INCH /HR) = 0.47 1 12.63 16.54 2.013 0.47( 0.23) 0.50 7.8 0.00 AREA- AVERAGED Ap = 0.50 1 12.62 17.05 1.977 0.47( 0.24) 0.50 8.0 0 00 EFFECTIVE STREAM AREA(ACRES) = 7.81 2 5.55 15.18 2.119 0.47( 0.23) 0.50 3.3 0 00 TOTAL STREAM AREA(ACRES) = 7.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.63 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PLOW PROCESS FROM NODE 0.00 TO NODE 220.00 IS CODE = 21 C r 3i •• PEAK FLOW RATE TABLE •• • STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATEF » METHOD INITIAL SUBAREA ANALYSIS ««< NUMBER (CFS( (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 1 17.87 16.54 2.013 0.47( 0.23) 0.50 11.1 0.00 _____________________________ _ ________________________= 2 17.75 17.05 1.977 0.47) 0.24) 0.50 11.2 0.00 INITIAL SUBAREA FLOW - LENGTH(FEET) = 820.00 3 17.83 15.18 2.119 0.47( 0.24) 0.50 10.4 0.00 ELEVATION DATA: UPSTREAM(FEET) = 57.20 DOWNSTREAM(FEET) = 50.93 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGE)]'•0.20 PEAK FLOW RATE(CFS) = 17.87 Tc(MIN.) = 16.54 Irrl MI MI NIS 111111 111111 11111 WI oit OM 111111 MS MID MO SIN 111111 111111 111111 NIB Date: 11/07/00 File name: FC10AB.RES page 45 Date: 11/07/00 File name: FC10AB.RES Page 46 EFFECTIVE AREA(ACRES) = 11.07 AREA- AVERAGED Fm(INCH/HR) = 0.23 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: AREA- AVERAGED FpIINCH /HRI = 0.47 AREA- AVERAGED Ap = 0.50 TIME OF CONCENTRATION(MIN.) = 14.29 TOTAL AREA(ACRES) = 11.23 RAINFALL INTENSITY {INCH /HRI = 2.20 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 s 1020.00 FEET. AREA - AVERAGED Fm(INCH /HR) - 0.23 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0 50 FLOW PROCESS FROM NODE 230.00 TO NODE 250.00 IS CODE = 31 EFFECTIVE STREAM AREAIACRESI = 2.09 TOTAL STREAM AREA(ACRES) = 2.09 » »»COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA««< PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.69 > »»USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA = = ! UPSTREAM(FEET) = 43 65 DOWNSTREAM(FEET) = 42.02 FLOW PROCESS PROM NODE 0.00 TO NODE 250.00 IS CODE = 21 C..5 FLOW LENGTHIFEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.3 INCHES » » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< PIPE -FLOW VELOCITY(FEET /SEC.) = 5.31 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 == s=====__________________===== s========= s= .... = =s = =_ ==s =__ ..... -- = ==s- ___ -___ PIPE- FLOW(CFS) = 17.87 INITIAL SUBAREA FLOW- LENGTH(FEET) = 660.00 PIPE TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 17.83 ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 49.59 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 250.00 = 1430.00 FEET. Tc = K•[(LENGTH'" 3.00) /(ELEVATION CHANGE)] "•0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.216 FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.205 SUBAREA Tc AND LOSS RATE DATA(AMC II): »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc _____________===== s =_=_=_________ == = = =s = = == =_____ ___ _______= LAND USE GROUP (ACRES) (INCH /HR) {DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: "5 -7 DWELLINGS /ACRE" D 3.39 0.47 0.50 75 14.22 TIME OF CONCENTRATIONIMIN.) = 17.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 RAINFALL INTENSITY{INCH/HR) = 1.92 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA- AVERAGED Fm(INCH/HR) = 0.23 SUBAREA RUNOFF(CFS) = 6.01 AREA - AVERAGED FpIINCH /HR) = 0.47 TOTAL AREA(ACRES) = 3.39 PEAK FLOW RATE(CFS) = 6.01 AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 11.07 TOTAL STREAM AREA(ACRES) = 11.23 FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE _ PEAK.FLOW RATE(CFS) AT CONFLUENCE = 17.87 » »'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <c «< '» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « <« FLOW PROCESS FROM NODE 0.00 TO NODE 250.00 IS CODE = 21 C ________ ______= s = = =s == = = =____ ==s =_== =__________ _ TOTAL NUMBER OF STREAMS s 3 »» »RATIONAL ML" 412 INITIAL SUBAREA ANALYSIS « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.< TIME OF CONCENTRATION(MIN.) = 14.22 ==s =s = ==ss=- _s == =_=__ .... _ ___ ... ________ .... _........ 2 =s =_===- _-- =s_ ======s= -- -- RAINFALL ZNTENSITY(INCH/HR) = 2.20 INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 AREA - AVERAGED Fm(INCH /HR) = 0.24 ELEVATION DATA: UPSTREAM(FEET) = 53.90 DOWNSTREAM(FEET) = 49.59 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 Tc = K•[(LENGTH'" 3.00) /(ELEVATION CHANGEII "'0.20 EFFECTIVE STREAM AREA(ACRES) = 3.39 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.282 TOTAL STREAM AREA(ACRES) = 3.39 ' 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.199 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.01 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc '• CONFLUENCE DATA "" LAND USE GROUP (ACRES) (INCH /HRI (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Pp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE "5 -7 DWELLINGS /ACRE" D 2.09 0.47 0.50 75 14.28 1 17.87 17.83 1.925 0.47( 0,23) 0.50 11.1 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 1 17.75 18.34 1.892 0.47) 0.24) 0.50 11.2 0.0.0 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 17.83 16.47 2.018 0.47) 0.24) 0.50 10.4 0.00 SUBAREA RUNOFF(CFS) = 3.69 2 3.69 14.28 2.199 0.47) 0.23) 0.50 2.1 0.00 TOTAL AREA(ACRES) = 2.09 PEAK FLOW RATE(CFS) = 3.69 3 6.01 14.22 2.205 0.47( 0.24) 0.50 3.4 0.00 RAINFALL INTENSITY AND TIME OP CONCENTRATION RATIO FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 CONFLUENCE FORMULA USED FOR 3 STREAMS. »» .DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE= < «c "' PEAK FLOW RATE TABLE •• 2............................. _ _______________ STREAM 0 Tc Intensity Fp(Fm) Ap Pe HEADWATER TOTAL NUMBER OF STREAMS 3 NUMBER (CPS) (MIN.) (INCH /HR) (INCH/HR) (ACRES) NODE Sycamore Hills Storm Drain Basis of Design Technical Appendix A 10 -year Developed Condition Hydrology Hydrology to Node 530 (Empire Center Blvd) fir, 114111 111111 111111 1 11111 11!" . - WI IIMI 111111 MI 11 In 111r1 111111 INII 111111 111111 111M1 Date: 11/09/00 File name: FC10C.RES Page 1 Date: 11 /09/00 File name: FC10C.RES Page 2 »»"DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE = s .- (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) TOTAL NUMBER OF STREAMS = 2 (c) Copyright 1983 -99 Advanced Engineering Software (aes) CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: Ver. 8.0 Release Date: 01/01/99 License ID 1264 TIME OF CONCENTRATION(MIN.) = 13.42 RAINFALL INTENSITY(INCH /HR) = 2.2E Analysis prepared by: AREA - AVERAGED Fm(INCH /HR) : 0.23 ' AREA - AVERAGED Fp(INCH/HR) = 0.47 Robert Hein, William Frost & Associates AREA - AVERAGED Ap = 0.50 14725 Alton Parkway EFFECTIVE STREAM AREA(ACRES) = 2.14 Irvine, CA 92618 TOTAL STREAM AREA(ACRES) = 2.14 PEAR FLOW RATE(CFS) AT CONFLUENCE = 3.91 DESCRIPTION OF STUDY • Sycamore Hills - Forecast Homes JN 15- 100187 • FLOW PROCESS FROM NODE 0.00 TO NODE 400.00 IS CODE = 21 A-22. • 10 -year Rational Method Hydrology at Node 530 • • October 2000 /hjb • > »"RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FILE NAME: FC \FC10C.DAT INITIAL SUBAREA FLOW - LENGTH(FEET) = 570.00 TIME /DATE OF STUDY: 11:35 11/08/2000 ELEVATION DATA: UPSTREAM(FEET) = 52.30 DOWNSTREAM(FEET) = 48.09 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: Tc = K•IILENGTH•• 3.00) /(ELEVATION CHANGE))••0.20 = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.141 -- • TINE -OF- CONCENTRATION MODEL.-- • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.311 SUBAREA Tc AND LOSS RATE DATA(AMC II): USER SPECIFIED STORM EVENT(YEAR) = 10.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RESIDENTIAL *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL• '5 -7 DWELLINGS /ACRE' D 2.01 0.47 0.50 75 13.14 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.920 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.330 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 COMPUTED RAINFALL INTENSITY DATA: SUBAREA RUNOFF(CFS) = 3.76 STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9292 TOTAL AREA(ACRES) = 2.01 PEAR FLOW RATE(CFS) = 3.76 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODS = 1 » » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » "AND COMPUTE VARIOUS CONFLUENCED STREAM VALUESc« FLOW PROCESS FROM NODE 0.00 TO NODE 400.00 IS CODE = 21 A-2/ = _ TOTAL NUMBER OF STREAMS = 2 »»"RATIONAL MET& INITIAL SUBAREA ANALYSIS«« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 13.14 = = RAINFALL INTENSITY(INCH /HR) = 2.31 INITIAL SUBAREA FLOW - LENGTH(FEET) = 590.00 AREA - AVERAGED Fm(INCH/HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET) = 52.30 DOWNSTREAM(FEET) = 48.09 AREA- AVERAGED Fp(INCH/HR) = 0.47 AREA - AVERAGED Ap = 0.50 Tc = K•)(LENGTH•• 3.00) /(ELEVATION CHANGE))••0.20 EFFECTIVE STREAM AREA(ACRES) = 2.01 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.415 TOTAL STREAM AREA(ACRES) = 2.01 • 10 YEAR RAINFALL INTENSITY(INCN /HR) = 2.283 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.76 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc •• CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity FDIFm1 Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE '5 -7 DWELLINGS /ACRE' D 2.14 0.47 0.50 75 13.42 1 3.94 13.42 2.283 0.47( 0.23) 0.50 2.1 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 2 3.76 13.14 2.311 0.47( 0.23) 0.50 2.0 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.94 RAINFALL INTENSITY AND TIME OP CONCENTRATION RATIO TOTAL AREA(ACRES) = 2.14 PEAR FLOW RATE(CFS) = 3.94 CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •• FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 1 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER Uri 11111 111111 - ® 11s ormrs Uri 111111 111111 r 111111 111111 111111 111111 111111 111111 111111 Date: 11/09/00 File name: FC1OC.RES Page 3 Date: 11/09/00 File name: FC1OC.RES Page l NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1. 7.65 13.42 2.283 0.47( 0.23) 0.50 4.2 0.00 TIME OF CONCENTRATION(MIN.) = 16.86 2 7.67 13.14 2.311 0.47) 0.23) 0.50 4.1 0.00 RAINFALL INTENSITY(INCH /HR) = 1.99 AREA - AVERAGED Fp(INCH/HR) = 0.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA- AVERAGED Fp(INCH/HR) = 0.47 PEAK FLOW RATE(CFS) = 7.67 Tc(MIN.) = 13.14 AREA - AVERAGED Ap = 0.50 • EFFECTIVE AREA(ACRES) = 4.11 AREA - AVERAGED Fm(INCH /HR) = 0.23 EFFECTIVE STREAM AREA(ACRES) = 49.16 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 TOTAL STREAM AREA(ACRES) = 53.27 TOTAL AREA(ACRES) = 4_15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 90.33 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 400.00 = 590.00 FEET. '• CONFLUENCE DATA "• STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER PLOW PROCESS FROM NODE 400.00 TO NODE 410.00 I5 CODE = 31 NUMBER )CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 7.65 13.54 2.270 0.47( 0.23) 0.50 4.2 0.00 > »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< 1 7.67 13.27 2.298 0.47( 0.23) 0.50 4.1 0.00 »» »USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< 2 90.33 16.86 1.990 0.47( 0.23) 0.50 49.2 0.00 ELEVATION DATA UPSTREAM(FEET) = 41.21 DOWNSTREAM(FEET) = 38.04 RAINFALL INTENSITY AND TIME OP CONCENTRATION RATIO FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 CONFLUENCE FORMULA USED FOR 2 STREAMS. ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF PLOW IN 18.0 INCH PIPE IS 7.8 INCHES •• PEAK PLOW RATE TABLE •• PIPE -FLOW VELOCITY(FEET /SEC.) = 10.51 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OP PIPES = 1 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE PIPE- FIOW(CFS) = 7.67 1 91.22 13.27 2.298 0.17( 0.23) 0.50 42.8 0.00 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 13.27 2 91.76 13.54 2.270 0.47( 0.23) 0.50 43.6 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 670.00 FEET. 3 96.93 16.86 1.990 0.47( 0.23) 0.50 53.3 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 PEAK FLOW RATE(CFS) = 96.93 Tc(MIN.) = 16.86 EFFECTIVE AREA(ACRES) = 53.31 AREA - AVERAGED Fp(INCH/HR) = 0.23 »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 __ = TOTAL AREA(ACRES) = 57.42 TOTAL NUMBER OP STREAMS = 2 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 670.00 FEET. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.27 RAINFALL INTENSITY(INCH /HR) = 2.30 FLOW PROCESS FROM NODE 410.00 TO NODE 415.00 IS CODE = 31 AREA - AVERAGED Fp(INCH/HR) = 0.23 AREA - AVERAGED Fp(INCH/HR) = 0.47 »»COMPUTE PIPS -FLOW TRAVEL TIME THRU SUBAREA « «< AREA- AVERAGED Ap = 0.50 » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE PLOW) « «< EFFECTIVE STREAM AREA(ACRES) = 1.11 = _ ___ =_- -_ _ ____ 222= TOTAL STREAM AREA(ACRES) = 4.15 ELEVATION DATA: UPSTREAM(FEET) = 35.52 DOWNSTREAM(FEET) = 34.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.67 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.1 INCHES PIPE -PLOW VEIOCITY(FEET /SEC.) = 8.10 FLOW PROCESS FROM NODE 0.00 TO NODE 410.00 IS CODE = 7 DAtq MOM 4wDROLC4? ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OP PIPES = 1 /Ff NoD E I, / a PIPE- FLOW(CFS) = 96.93 » »»USER SPECIFIED HYDROLOGY INFORMATION AT NODE ««< PIPE TRAVEL TIME(MIN.) = 0.62 TC(MIN.) = 17.48 __ _ = LONGEST FLOWPATH FROM NODE 0.00 TO NODE 415.00 = 970.00 FEET. USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 16.86 RAINFALL INTENSITY(INCH /HR) = 1.99 EFFECTIVE AREA(ACRES) = 49.16 FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 1 TOTAL AREA(ACRES) = 53.27 PEAK PLOW RATE(CFS) = 90.33 AREA - AVERAGED Fp(INCH/HR) = 0.23 AREA - AVERAGED Fp(INCH/HR) = 0.47 » » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< AREA - AVERAGED Ap = 0.50 = -__2 == = =c== _ NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL TOTAL NUMBER OF STREAMS = 2 CONFLUENCE ANALYSES. _ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION)MIN.) = 17.48 RAINFALL INTENSITY(INCH /HR) = 1.95 PLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 AREA - AVERAGED Fm(INCH/HR) = 0.23 AREA - AVERAGED Fp(INCH/HR) = 0.47 » »»DESIGNATE INDEPENDENT STREAM FOR CONPLUENCEc «c< AREA- AVERAGED Ap = 0.50 » » »AND COMPUTE VARIOUS CON+LUENCED STREAM VALUES « «< EFFECTIVE STREAM AREA(ACRES) = 53.31 222 _____ _ = ====2 == == =_________= = TOTAL STREAM AREA(ACRES) = 57.42 TOTAL NUMBER OF STREAMS = 2 PEAK FLOW RATE(CFS) AT CONFLUENCE = 96.93 Mi ON BM ® ® EN WI MI Mil 111111 an IMBII MI a I In an 1114 Date: 11/09/00 File name: FC10C.RE5 page 5 Date: 11/09/00 File name: FC10C.RES Page 6 FLOW PROCESS FROM NODE 0.00 TO NODE 415.00 IS CODE = 21 A _23 FLOW PROCESS FROM NODE 415.00 TO NODE 420.00 IS CODE = 56 >» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »»> COMPUTE TRAPEZOIDAL CHANNEL FLOW ««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« »s >TRAVELTIME THRU SUBAREA««< == = INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) _ 34.33 DOWNSTREAM(FEET) = 33.60 ELEVATION DATA: UPSTREAM(FEET) = 48.52 DOWNSTREAM(FEET) = 47.48 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0024 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 1.0 Tc = K•1(LENGTH 3.00) /(ELEVATION CHANGE/1..0.20 "Z• FACTOR = 3.000 MANNING'S FACTOR = 0.030 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.481 ESTIMATED CHANNEL HEIGHT(FEET) = 3.47 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.006 CHANNEL FLOW THRU SUBAREA(CFS) = 97.88 SUBAREA Tc AND LOSS RATE DATA(AMC II): PLOW VELOCITY(FEET /SEC) = 3.18 FLOW DEPTH(FEET) = 2.47 DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS Tc TRAVEL TIME)MIN.) = 1.57 Tc(MIN.) = 19.05 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 1270.00 FEET. COMMERCIAL D 0.56 0.47 0.10 75 8.48 SUBAREA AVERAGE PERVIOUS LOSS RATE. Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 10 SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) = 1.49 »MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK 8 1 « «< PLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 1 PLOW PROCESS FROM NODE 0.00 TO NODE 450.00 I5 CODE = 7 DATA FRoM A » /4 DESIGNATE INDEPENDENT STREAM POR CONFLUENCE ««< NoJGTI� OF » » > « AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « < » SPECIFIED HYDROLOGY INFORMATION AT NODE<c< w S -r.�i AIV4 ____ _ _ = = === =Tk VE- TOTAL NUMBER OF STREAMS = 2 USER - SPECIFIED VALUES ARE AS FOLLOWS: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE TC(MIN.) = 18.51 RAINFALL INTENSITY(INCH/HR) = 1.88 TIME OF CONCENTRATION(MIN.) = 8.48 EFFECTIVE AREA(ACRES) = 63.91 RAINFALL INTENSITY(INCN/HR) = 3.01 TOTAL AREA(ACRES) = 70.70 PEAK FLOW RATE(CFS) = 95.92 AREA - AVERAGED Pm(INCH /HR) = 0.05 AREA - AVERAGED Fp(INCH/HR) = 0.37 AREA- AVERAGED Fp(INCH/HR) = 0.45 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.834' AREA - AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL EFFECTIVE STREAM AREA(ACRES) = 0.56 CONFLUENCE ANALYSES. TOTAL STREAM AREA(ACRES) = 0.56 PEAK PLOW RATE(CFS) AT CONFLUENCE = 1.49 PLOW PROCESS FROM NODE 450.00 TO NODE 460.00 IS CODE = 9 p ../ •• CONFLUENCE DATA •• - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER »»>COMPUTE 'V• GUTTER PLOW TRAVEL TIME THRU SUBAREA « «< NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE _ __ _ = ______ 1 91.22 13.89 2.236 0.47( 0.23) 0.50 42.8 0.00 UPSTREAM NODE ELEVATION(FEET) = 57.88 1 91.76 14.16 2.210 0.47( 0.23) 0.50 43.6 0.00 DOWNSTREAM NODE ELEVATION(FEET) = 51.52 1 96.93 17.48 1.948 0.47( 0.23) 0.50 53.3 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 2 1.49 8.48 3.006 0.47( 0.05) 0.10 0.6 0.00 'V' GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(PEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 CONFLUENCE FORMULA USED FOR 2 STREAMS. MAXIMUM DEPTH(FEET) = 5.00 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.706 •• PEAK PLOW RATE TABLE •• SUBAREA LASS RATE DATA(AMC II): STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS NUMBER (CFS) (MIN,) (INCH /HR) (INCH /HR) (ACRES) NODE LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 1 92.32 13.89 2.236 0.47( 0.23) 0.49 43.6 0.00 COMMERCIAL D 8.32 0.47 0.10 75 2 92.85 14.16 2.210 0.47( 0.23) 0.49 44.2 0.00 SUBAREA AVERAGE PERVIOUS LASS RATE, Fp(INCH/HR) = 0.47 3 97.88 17.48 1.948 0.47( 0.23) 0.50 53.9 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 4 78.63 8.48 3.006 0.47( 0.231 0.49 26.7 0.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 102.12 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 6.61 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AVERAGE FLOW DEPTH(FEET) s 1.38 FLOOD WIDTH(FEET) = 18.18 PEAK FLOW RATE(CFS) = 97.88 Tc(MIN.) = 17.48 'V' GUTTER PLOW TRAVEL TIME(MIN.) = 3.28 TC(MIN.) = 21.79 EFFECTIVE AREA(ACRE.,. = 53.87 AREA - AVERAGED Fm(INCN /HR) = 0.23 SUBAREA AREA(ACRES) = 8.32 SUBAREA RUNOFF(CFS) = 12.43 AREA - AVERAGED Fp(INCH/11R) = 0.47 AREA- AVERAGED Ap = 0.50 EFFECTIVE AREA(ACRES) = 72.23 AREA - AVERAGED Pm(INCH /HR) = 0.34 TOTAL AREA(ACRES) = 57.98 AREA - AVERAGED Fp(INCH/HR) = 0.45 AREA- AVERAGED Ap = 0.75 LONGEST PLOWPATH FROM NODE 0.00 TO NODE 415.00 = 970.00 PEET. TOTAL AREA(ACRES) = 79.02 PEAK FLOW RATE(CFS) = 95.92 - 1 111191 -- -- 1 ® 1 MO ® 1 6 1 ® M Date: 11/09/00 File name: FC1OC.RES Page 7 Date: 11/09/00 File name: FC1OC.RES Page 8 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE TOTAL AREA(ACRES) = 70.28 PEAK FLOW RATE(CFS) = 106.68 AREA - AVERAGED Fm(INCH/HR) = 0.22 AREA- AVERAGED Fp(INCH /HR) = 0.47 END OP SUBAREA 'V• GUTTER HYDRAULICS: AREA- AVERAGED Ap = 0.47 DEPTH(FEET) = 1.34 FLOOD WIDTH(FEET) = 17.79 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL PLOW VELOCITY(FEET /SEC.) = 6.50 DEPTN /SEC) = 8.71 CONFLUENCE ANALYSES. LONGEST FLOWPATH FROM NODE 0.00 TO NODE 460.00 = 2570,00 FEET. FLOW PROCESS FROM NODE 182.00 TO NODE 500.00 IS CODE = 56 FLOW PROCESS FROM NODE 460.00 TO NODE 500.00 IS CODE = 9 D - Z » »> COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»> COMPUTE •V' GUTTER FLOW TRAVEL TIME THRU SUBAREA « « < > » >TRAVELTIME THRU SUBAREA« «< UPSTREAM NODE ELEVATION(FEET) = 51.52 ELEVATION DATA: UPSTREAM(FEET) = 36.84 DOWNSTREAM(FEET) 0 36.50 DOWNSTREAM NODE ELEVATION(FEET) = 36.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0023 CHANNEL LENGTH THRU SUBAREA(FEET) = 1380.00 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 1.0 ' V' GUTTER WIDTH(FEET) = 5.00 GUTTER NIKE(FEET) = 0.800 'Z' FACTOR = 3.000 MANNING'S FACTOR = 0.030 PAVEMENT LIP(FEET) = 0.400 MANNING'S N = .0150 ESTIMATED CHANNEL HEIGHT(FEET) = 3.61 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 CHANNEL FLOW THRU SUBAREA(CFS) = 106.68 MAXIMUM DEPTH(FEET) = 5.00 FLOW VELOCITY(FEET /SEC) = 3.18 FLOW DEPTH(FEET) = 2.61 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.609 TRAVEL TIME(MIN.) = 0.79 TC(MIN.) = 18.78 SUBAREA LOSS RATE DATA(AMC II): LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 410.00 FEET. DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 12.24 0.47 0.10 75 FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CPS) = 101.52 » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« « < TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 10.29 s s = = = = =s = = == AVERAGE FLOW DEPTH(FEET) = 1.92 FLOOD WIDTH(FEET) = 12.17 TOTAL NUMBER OF STREAMS = 2 ' V• GUTTER FLOW TRAVEL TIME(MIN.) = 2.24 TC(MIN.) = 21.02 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: SUBAREA AREA(ACRES) = 12.24 SUBAREA RUNOFF(CFS) = 17.21 TIME OF CONCENTRATION(MIN.) = 18.78 EFFECTIVE AREA(ACRES) s 84.47 AREA - AVERAGED Fp(INCH/HR) = 0.29 RAINFALL INTENSITY(INCH /HR) = 1.87 AREA - AVERAGED Fp(INCH/HR) = 0.45 AREA- AVERAGED Ap = 0.65 AREA - AVERAGED Fp(INCH/HR) = 0.22 TOTAL AREA(ACRES) = 91.26 PEAK FLOW RATE(CFS) = 99.99 AREA- AVERAGED Fp(INCH/HR) = 0.47 AREA - AVERAGED Ap = 0.47 END OF SUBAREA 'V' GUTTER HYDRAULICS: EFFECTIVE STREAM AREA(ACRES) = 70.28 DEPTH(FEET) = 1.89 FLOOD WIDTH(FEET) = 11.87 TOTAL STREAM AREA(ACRES) = 70.28 FLOW VELOCITY(FEET /SEC.) = 10.20 DEPTH•VELOCITY(FT•FT /SEC) = 19.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 106.68 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 3950.00 FEET. •• CONFLUENCE DATA "• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 99.99 24.02 1.609 0.45( 0.29) 0.65 84.5 0.00 >» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< 2 106.68 18.78 1.866 0.17( 0.22) 0.17 70.3 0.00 TOTAL NUMBER OF STREAMS = 2 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: CONFLUENCE FORMULA USED FOR 2 STREAMS. TIME OF CONCENTRATION(MIN.) = 24.02 RAINFALL INTENSITY(INCH /HR) = 1.61 •• PEAK FLOW RATE TABLE •• AREA - AVERAGED Fp(INCH/HR) = 0.29 STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER AREA - AVERAGED Fp(INCH/HR) = 0.45 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE AREA - AVERAGED Ap = 0.65 1 190.05 21.02 1.609 0.46( 0.26) 0.57 153.8 0.00 EFFECTIVE STREAM AREA(ACRES) = 86.47 2 200.07 18.78 1.866 0.46( 0.26) 0.56 136.3 0.00 TOTAL STREAM AREA(ACRES) = 91.26 PEAK PLOW RATE(CFS) AT CONFLUENCE = 99.99 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 200.07 TC(MIN.) = 18.78 EFFECTIVE AREA(ACRES) s 136.31 AREA - AVERAGED Pm(INCH /HR) = 0.26 FLOW PROCESS PROM NODE 0.00 TO NODE 182.00 IS CODE = 7 AREA- AVERAGED Fp(INCH/HR) = 0.46 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 161.54 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< LONGEST FLOWPATH PROM NODE 0.00 TO NODE 500.00 = 3950.00 FEET. USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 17.99 RAINFALL INTENSITY(INCH /HR) = 1.91 FLOW PROCESS FROM NODE 500.00 TO NODE 420.00 IS CODE = 9 4).=3 EFFECTIVE AREA(ACRES) = 70.28 ) ® 111111 EN r r i N i r® ®® MB ! MI r ®- i Date: 11/09/00 File name: FC10C.RES Page 9 Date: 11/09/00 File name: FC1OC.RES Page 10 » » »COMPUTE 'V' GUTTER FLOW TRAVEL TIME THRU SUBAREA««« SUBAREA RUNOFF(CFS) = 14.27 ___________ _______= s == = TOTAL AREA(ACRES) • 6.58 PEAK FLOW RATE(CFS) = 14.27 UPSTREAM NODE ELEVATION(FEET) = 36.50 DOWNSTREAM NODE ELEVATION(FEET) = 33.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 720.00 FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 1 ' V• GUTTER WIDT11(FEET) = 5.00 GUTTER HIKE(FEET) = 0.800 PAVEMENT LIP(FEET) = 0.400 MANNING'S N = .0150 »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «c« PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES< «< MAXIMUM DEPTH(FEET) a 5.00 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.779 TOTAL NUMBER OF STREAMS = 2 SUBAREA LOSS RATE DATA(AMC II): CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TIME OF CONCENTRATION(MIN.) = 11.87 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RAINFALL INTENSITY(INCH /HR) = 2.46 COMMERCIAL D 12.23 0.47 0.10 75 AREA - AVERAGED Fm(INCH /HR) = 0.05 SUBAREA AVERAGE PERVIOUS LOSS RATE. Fp(INCH /HR) _ 0.47 AREA- AVERAGED Fp(INCH /HR( = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 AREA- AVERAGED Ap = 0.10 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 209.60 EFFECTIVE STREAM AREAIACRES) = 6.58 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 7.73 TOTAL STREAM AREA(ACRES) = 6.58 AVERAGE FLOW DEPTH(FEET) = 2.91 FLOOD WIDTH(FEET) = 22.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.27 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 20.33 SUBAREA AREA(ACRES) = 12.23 SUBAREA RUNOFF(CFS) = 19.06 •• CONFLUENCE DATA •• EFFECTIVE AREA(ACRES) = 148.54 AREA - AVERAGED Fm(INCH/HR) = 0.24 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER AREA - AVERAGED Fp(INCN/HR) = 0.46 AREA- AVERAGED Ap = 0.52 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL AREA(ACRES) = 173.77 PEAK FLOW RATE(CFS) = 205.83 1 195.99 25.59 1.549 0.46( 0.25) 0.54 167.0 0.00 1 205.83 20.33 1.779 0.46( 0.24) 0.52 148.5 0.00 END OF SUBAREA W. GUTTER HYDRAULICS: 2 14.27 11.87 2.456 0.47( 0.05) 0.10 6.6 0.00 DEPTH(FEET) = 2.89 FLOOD WIITH(FEET) = 21.89 FLOW VELOCITY(FEET /SEC.) = 7.70 DEPTN•VELOCITY(FT•FT /SEC) = 22.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •• FLOW PROCESS PROM NODE 420.00 TO NODE 420.00 IS CODE = 1 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE >a>» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <c «< 1 216.09 20.33 1.779 0.46( 0.23) 0.50 155.1 0.00 _______ _ . = 2 204.89 25.59 1.549 0.46( 0.24) 0.52 173.6 0.00 TOTAL NUMBER OF STREAMS = 2 3 187.37 11.87 2.456 0.46( 0.23) 0.49 93.3 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RAINFALL INTENSITY(INCH /HR) = 1.78 PEAK FLOW RATE(CFS) = 216.09 Tc(MIN.) = 20.33 AREA- AVERAGED Fm(INCH /HR) a 0.24 EFFECTIVE AREA(ACRES) a 155.12 AREA- AVERAGED Fm(INCN/HR) = 0.23 AREA- AVERAGED Fp(INCH/HR) = 0.46 AREA- AVERAGED Fp(INCH/HR) = 0.46 AREA- AVERAGED Ap = 0.50 AREA- AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 180.35 EFFECTIVE STREAM AREA(ACRES) = 148.54 LONGEST FLOWPATH PROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. TOTAL STREAM AREA(ACRES) = 173.77 PEAK PLOW RATE(CFS) AT CONFLUENCE = 205.83 FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE a 11 FLOW PROCESS FROM NODE 0.00 TO NODE 420.00 IS CODE = 21 D "„ 7 7 = » »»CONFLUENCE MEMORY BANK 4 1 WITH THE MAIN- STREAM MEMORYc « cc » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS< _ - » cc <c »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« •• MAIN STREAM CONFLUENCE DATA •• ____ _______ . ________ = STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 NUMBER (CPS) (MIN.) (INCH /NR) (INCH /HR) (ACRES) NODE ELEVATION DATA: UPSTREAM(FEET) = 51.49 DOWNSTREAM(FEET) = 40.49 1 187.37 11.87 2.456 0.46( 0.23) 0.49 93.3 0.00 2 216.09 20.33 1.779 0.46) 0.23) 0.50 155.1 0.00 Tc s R•((LENGTH•• 3.00) /(ELEVATION CHANGE)) 3 204.89 25.59 1.549 0.46( 0.24) 0.52 173.6 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.874 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.456 SUBAREA Tc AND LOSS RATE DATA(AMC II): •• MEMORY BANK 4 1 CONFLUENCE DATA •• DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /NR) (ACRES) NODE COMMERCIAL D 6.58 0.47 0.10 75 11.87 1 78.63 10.14 2.700 0.47( 0.23) 0.49 26.7 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Pp(INCH/NR) = 0.47 2 92.32 15.48 2.095 0.47( 0.23) 0.49 43.4 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 3 92.85 15.75 2.073 0.47( 0.23) 0.49 44.2 0.00 sum 11 NMI OM MB OM IIMI Ir., En MI en Inn 111M in an anill WI A* lEi 11 Date: 11/09/00 File name: FC1OC.RES Page 11 Date: 11/09/00 File name: FC1OC.RES Page 12 4 97.88 19.05 1.850 0.47( 0.23) 0.50 53.9 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 0.00 FEET. »» .ADDITION OP SUBAREA TO MAINLINE PEAK FLOW « «< = _ _ •• PEAK FLOW RATE TABLE •• MAINLINE Tc(MIN) = 22.73 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.664 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA LOSS RATE DATA(AMC II): 1 270.44 11.87 2.456 0.46( 0.211 0.49 125.4 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 2 309.68 20.33 1.779 0.46( 0.23) 0.50 209.0 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 3 284.59 25.59 1.549 0.46( 0.24) 0.51 227.4 0.00 COMMERCIAL D 9.44 0.47 0.10 75 4 256.15 10.14 2.700 0.46( 0 -23) 0.49 106.4 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 5 291.95 15.48 2.095 0.46) 0.23) 0.50 163.1 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION Ap = 0.10 6 293.40 15.75 2.073 0.46( 0.23) 0.50 165.9 0.00 SUBAREA AREA(ACRES) = 9.44 SUBAREA RUNOFF(CFS) = 13.74 7 309.62 19.05 1.850 0.46( 0.23) 0.50 199.6 0.00 EFFECTIVE AREA(ACRES) = 231.38 AREA - AVERAGED F7n(INCH /HR) = 0.21 TOTAL AREA(ACRES) = 238.33 AREA - AVERAGED Fp(INCH/HR) = 0.46 AREA - AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 260.72 PEAK FLOW RATE(CFS) = 309.68 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE PEAK FLOW RATE(CFS) = 309.68 Tc(MIN.) = 20.330 --_______ _ ____ _ __ EFFECTIVE AREA(ACRES) = 208.99 AREA - AVERAGED Fm(INCH/RR) = 0.23 A END OP STUDY SUMMARY: AREA - AVERAGED Fp(INCH/HR) = 0.46 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 260.72 TC(MIN.) = 22.73 TOTAL AREA(ACRES) = 238.33 EFFECTIVE AREA(ACRES) = 231.38 AREA - AVERAGED Fp(INCH/HR)= 0.21 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 z 4670.00 FEET. AREA - AVERAGED Fp(INCN/HR) = 0.46 AREA - AVERAGED Ap = 0.46 PEAK FLOW RATE(CFS) = 309.68 PLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 12 •• PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER » ».CLEAR MEMORY BANK 4 1 « «< NUMBER (CMS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE _ - -- _ = 1 256.15 12.67 2.362 0.46( 0.20) 0.42 128.8 0.00 2 270.44 14.36 2.191 0.46( 0.20) 0.43 147.8 0.00 3 291.95 17.92 1.919 0.46( 0.21) 0.45 185.4 ' 0.00 FLOW PROCESS FROM NODE 420.00 TO NODE 530.00 IS CODE = 51 4 293.40 18.19 1.902 0.46) 0.21) 0.45 188.3 0.00 5 309.62 21.45 1.723 0.46( 0.21) 0.46 222.0 0.00 »» >COMPUTE TRAPEZOIDAL CHANNEL FLAW « «< 6 309.68 22.73 1.664 0.46( 0.21) 0.46 231.4 0.00 » »>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< 7 284.59 28.04 1.467 0.46( 0.22) 0.48 249.8 0.00 ELEVATION DATA: UPSTREAM(FEET) = 33.60 DOWNSTREAM(FEET) = 32.60 == zs === z= =z== s= _ _ CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0020 END OF RATIONAL METHOD ANALYSIS CHANNEL BASE(FEET) = 15.00 •Z' FACTOR = 5.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEETI = 5.00 1 CHANNEL FLOW THRU SUBAREA(CFS) = 309.68 PLOW VELOCITY(FEET /SEC) = 3.48 FLOW DEPTH(FEET) z 2.98 TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 22.73 DATA 1136.!. For AOALY.41 TO NoD 0 31/.0/ LONGEST FLOWPATH FROM NODE 0.00 TO NODE 530.00 = 5170.00 FEET. FLOW PROCESS FROM NODE 0.00 TO NODE 530.00 IS CODE = 81 D .. c » ».ADDITION OF SUBAREA TO MAINLINE PEAK FLAW« «< MAINLINE Tc(MIN) = 22.73 • 10 YEAR RAINFALL INTENSITY(INCH/NR) = 1.664 • SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 12.95 0.47 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 12.95 SUBAREA RUNOFF(CFS) = 16.84 EFFECTIVE AREA(ACRES) = 221.94 AREA - AVERAGED Fp(INCH/HR) = 0.22 AREA - AVERAGED Fp(INCH /HR) z 0.46 AREA- AVERAGED Ap = 0.48 TOTAL AREA(ACRES) a 251.28 PEAK FLOW RATE(CFS) = 309.68 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 0.00 TO NODE 530.00 IS CODE = 81 D - G 1+s*v ;. p cc nv< - ._ r .,., I 1 Sycamore Hills Storm Drain Basis of Design T echnical Appendix A 1 0- year Developed C ondition Hydrology I 1 Hydrology to Node 311.01 (Sierra Avenue) 1 1 C r71.I 111191 111111 ® o 1 1s ® s NMI 1 x 1 1 1®® 1 ,1 Date: 11/09/00 File name: FC10D.RES Page 1 Date: 11/09/00 File name: FC10D.RES Page 2 » »»COMPUTE STREET FLOW TRAVEL TINE THRU SUBAREAC « »» >(STANDARD CURB SECTION USED) « «< RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE _ ___.... __ _ (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) UPSTREAM ELEVATION(FEET) = 1061.00 DOWNSTREAM ELEVATION(FEET) = 1053.00 (c) Copyright 1983 -99 Advanced Engineering Software (ees) STREET LENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 8.0 Ver. 8.0 Release Date: 01/01/99 License ID 1264 STREET HALFWIDTH(FEET) = 28.00 Analysis prepared by: DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 Robert Rein. William Frost 4 Associates OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 14725 Alton Parkway Irvine, CA 92618 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 DESCRIPTION OP STUDY Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 • Sycamore Hills - Forecast Homes JN: 10- 100470 • • 10 -year Rational Method Hydrology at Node 311.01 s • **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.34 51 � • skg /rhe June 2000 y r p t Nom No S • STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 76x11 N.4 LOG] f ( OMAH� RAII STREET FLOW DEPTH(FEET) = 0.38 S c IFT M S j6 y,• t „ Co; tAxSA & HALFSTREET FLOOD WIDTH(FEET) = 11.24 FILE NAME: FC \FC10D.DAT AND NODS.S AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.30 TIME /DATE OF STUDY: )':34 11/08/2000 PRODUCT OF DEPTH &VELOCITY(FT•FT /SEC.) = 0.88 _ _ _ _ _ .. _ ____= STREET FLOW TRAVEL TIME(NIN.) = 6.89 Tc(MIN.) = 17.05 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.977 .... ..... ________ = = =_____- __ ..... _ = _ _ _= SUBAREA LOSS RATE DATA(AMC II): -- •TIME -OF- CONCENTRATION MODEL` -- SEE ALSO SNCAA'bRS MILLS DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS MVAROLOff'/ 'VW' LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN USER SPECIFIED STORM EVENT(YEAR) = 10.00 COMMERCIAL B 1.60 0.75 0.10 56 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 •USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL• SUBAREA AREA(ACRES) • 1.60 SUBAREA RUNOFF(CFS) a 2.74 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.920 EFFECTIVE AREA(ACRES) a 2.43 AREA - AVERAGED Fm(INCH/HR) = 0.07 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.330 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 COMPUTED RAINFALL INTENSITY DATA: TOTAL AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) _ 4.16 STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.9292 SLOPE OF INTENSITY DURATION CURVE = 0.6000 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.41 .ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD. PLOW VELOCITY(FEET /SEC.) a 2.40 DEPTH•VELOCITY(FT•FT /SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 430.02 = 1500.00 FEET. FLOW PROCESS FROM NODE 430.20 TO NODE 227.01 IS CODE = 21 430.2 FLOW PROCESS FROM NODE 430.02 TO NODE 430.02 IS CODE = 1 . »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< » » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _ =_ == = =a = =_= _______ ____ _ = TOTAL NUMBER OF STREAMS = 2 INITIAL SUBAREA FLOW- LENGTH(FEET) a 550.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ELEVATION DATA: UPSTREAM(FEET) = 1065.00 DOWNSTREAM(FEET) = 1061.00 TIME OF CONCENTRATION(MIN.) = 17.05 RAINFALL INTENSITY(INCH/HR) = 1.98 Tc = R•I(LENGTH'• 3.00) /(ELEVATION CHANGE))••0.20 AREA - AVERAGED Fp(INCH/HR) = 0.07 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.155 AREA - AVERAGED Fp(INCH/HR) = 0.75 • 10 YEAR RAINFALL INTENSITY(INCH/HR) a 2.698 AREA- AVERAGED Ap = 0.10 SUBAREA Tc AND LOSS RATE DATA(AMC II): EFFECTIVE STREAM AREA(ACRES) = 2.43 DEVELOPMENT TYPE/ SCS SOIL ARRA Pp Ap SCS Tc TOTAL STREAM AREA(ACRES) = 2.43 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PEAK FLOW RATE(CFS) AT CONFLUENCE _ 4.16 COMMERCIAL B 0.83 0.75 0.10 56 10.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCHfHE), = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap a 0.10 FLOW PROCESS FROM NODE 432.00 TO NODE 229.01 IS CODE = 21 432. SUBAREA RUNOFF(CFS) = 1.96 TOTAL AREA(ACRES) = 0.83 PEAR FLOW RATE(CFS) s 1.96 » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS «cc< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 227.01 TO NODE 430.02 IS CODE = 61 430 • 1 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1063.00 DOWNSTREAM(FEET) = 1060.50 lies Iiiiii ® 1 e 111111 4„ illei lois lime 11111e iiiiii 111111 iiiiii 111111 111111 111111 11111i limo Date: 11/09/00 File name: FC10D.RES Page 3 Date: 11/09/00 File name: FC100.RES Page 4 TIME OF CONCENTRATION(MIN.) = 16.09 Tc = K•I(LENGTH•• 3.00) /(ELEVATION CHANGE)J••0.20 RAINFALL INTENSITY(INCH/HR) = 2.05 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.536 AREA - AVERAGED Fm(INCH /HR) = 0.07 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.639 AREA - AVERAGED Fp(INCH /HR) = 0.75 SUBAREA Tc AND LOSS RATE DATA(AMC I1): AREA- AVERAGED Ap = 0.10 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc EFFECTIVE STREAM AREA(ACRES) = 2.36 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) TOTAL STREAM AREA(ACRES) = 2.36 COMMERCIAL B 0.91 0.75 0.10 56 10.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ape 0.10 •• CONFLUENCE DATA •• SUBAREA RUNOFF(CFS) _ 2.10 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 0.91 PEAK PLOW RATE(CFS) = 2.10 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 4.16 17.05 1.977 0.75( 0.07) 0.10 2.4 430.20 2 4.19 16.09 2.047 0.75( 0.07) 0.10 2.4 432.00 FLOW PROCESS FROM NODE 229.01 TO NODS 430.02 IS CODE = 61 1432 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< CONFLUENCE FORMULA USED FOR 2 STREAMS. » »»(STANDARD CURB SECTION USED) ««< _ =a= _ •• PEAK FLOW RATE TABLE •• UPSTREAM ELEVATION(FEET) = 1060.50 DOWNSTREAM ELEVATION(FEET) = 1053.00 STREAM Q Tc Intensity Pp(Fm) Ap Ae HEADWATER STREET LENGTH(FEET) . 800.00 CURB HEIGHT(INCHES) = 8.0 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE STREET HALFWIDTH(FEET) = 28.00 1 8.20 17.05 1.977 0.75( 0.07) 0.10 4.8 430.20 2 8.26 16.09 2.047 0.75( 0.07) 0.10 4.7 432.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 PEAK FLOW RATE(CFS) = 8.26 Tc(MIN.) = 16.09 EFFECTIVE AREA(ACRES) a 4.65 AREA - AVERAGED Fm(INCH /HR) = 0.07 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 TOTAL AREA(ACRESI = 4.79 Manning's FRICTION FACTOR for Streetflow Section(curb -to- curb) = 0.0149 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 430.02 = 1500.00 FEET. Manning's FRICTION .CTOR for Back -of -Walk Plow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.39 FLOW PROCESS FROM NODE 430.02 TO NODE 432.12 IS CODE = 31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: NO STREET FLOW DEPTH(FEET) = 0.38 »»COMPUTE PIPE -FLOW /RAVEL TIME THRU SUBAREA « «< HALFSTREET FLOOD WIDTH(FEET) = 11.06 »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLAW) ««< AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.40 =--- .-- -_ - - -_ PRODUCT OF DEPTH &VELOCITY(FT•FT /SEC.) = 0.91 ELEVATION DATA: UPSTREAM(FEET) = 1046.20 DOWNSTREAM(FEET) = 1041.75 STREET FLOW TRAVEL TIME(MIN.) = 5.56 Tc(MIN.) = 16.09 FLOW LENGTH(FEET) = 690.00 NANNING'S N a 0.013 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.047 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES SUBAREA LOSS RATE DATA(AMC II): PIPE -FLOW VEL.00ITY(FEET /SEC.) = 5.40 DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PIPE - FLOW(CFS) = 8.26 COMMERCIAL B 1.45 0.75 0.10 56 PIPE TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 18.22 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCN/HR) = 0.75 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 432.12 = 2190.00 FEET. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 2.57 EFFECTIVE AREA(ACRES) = 2.36 AREA - AVERAGED Fm(INCH/HR) = 0.07 FLOW PROCESS FROM NODE 432.10 TO NODE 432.12 IS CODE = 81 143/ AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap a 0.10 TOTAL AREA(ACRES) = 2.36 PEAK FLOW RATE(CFS) = 4.19 »»»ADDITION OF SUBAREA TO MAINLINE PEAK FLAW« «< = END OF SUBAREA STREET FLOW HYDRAULICS: MAINLINE Tc(MIN) = 18.22 DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.14 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.900 FLOW VELOCITY(FEET /SEC.) . 2.52 DEPTH•VELOCITY(FT•FT /SEC.) = 1.01 SUBAREA LOSS RATE DATA(AMC II): LONGEST FLOWPATH FROM NODE 432.00 TO NODE 430.02 = 1300.00 FEET. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 1.20 0.75 0.10 56 FLOW PROCESS FROM NODE 430.02 TO NODE 430.02 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.97 »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< EFFECTIVE AREA(ACRES) = 5.85 AREA - AVERAGED Fm(INCH /HR) = 0.07 =z = = == =.=== so = ==_ = == =e.:== = ==_s == =e =_ ===___ = =s = = = = =_= s - - - -= AREA - AVERAGED Pp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL NUMBER OF STREAMS = 2 TOTAL AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) = 9.61 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 111191 111111 ® ® 111111 Illrl 11T71 11T11 11115 111r1 111t11 111111 - 1 1 1 ® 1 1 Date: 11/09/00 File name: FC10D.RES Page 5 Date: 11/09/00 File name: FC1OD.RES Page 6 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.01 = 3220.00 FEET. FLOW PROCESS FROM NODE 431.10 TO NODE 432.12 IS CODE = 81 4 3 , • I »»,ADDITION OF E SUBAREA TO MAINLINE PEAK FLOW « «< FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 81 a--,=== _ N33.1 _ MAINLINE Tc(MIN) = 18.22 » OF SUBAREA TO MAINLINE PEAK FLOW« «< • 10 YEAR RAINFALL INTENSITY(INCN /HR) = 1.900 = _ SUBAREA LOSS RATE DATA(AMC II): MAINLINE Tc(MIN) = 20.72 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.759 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SUBAREA LOSS RATE DATA(AMC II): COMMERCIAL 8 1.20 0.75 0.10 56 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR( = 0.75 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 COMMERCIAL B 1.30 0.75 0.10 56 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 EFFECTIVE AREA(ACRES) = 7.05 AREA - AVERAGED Fm(INCH/HR) = 0.07 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.97 TOTAL AREA(ACRES) a 7.19 PEAK FLOW RATE(CFS) = 11.59 EFFECTIVE AREA(ACRES) = 12.25 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap z 0.10 TOTAL AREA(ACRES) = 12.39 PEAK FLOW RATE(CPS) = 18.57 FLOW PROCESS FROM NODE 432.12 TO NODE 434.01 IS CODE = 31 » » PIPE -PLOW TRAVEL TIME THRU SUBAREAc « « FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 81 /1'1 q »» COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< "' s -= == = s == » » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ELEVATION DATA: UPSTREAM(FEET) = 1041.75 DOWNSTREAM(FEET) z 1037.30 a _ - -- FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 MAINLINE Tc(MIN) = 20.72 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.5 INCHES • 10 YEAR RAINFALL INTENSITY(INCH /NR) = 1.759 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.76 SUBAREA LOSS RATE DATA(AMC II): ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS PIPE- FLOW(CFS) • 11.59 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) a 14.93 COMMERCIAL 8 1.80 0.75 0.10 56 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 434.01 = 2520.00 FEET. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) a 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) a 2.73 FLOW PROCESS PROM NODE 434.00 TO NODE 434.01 IS CODE= 81 y341 EFFECTIVE AREA(ACRES) = 14.05 AREA - AVERAGED Fp(INCH/HR) a 0.07 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 »»> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <c «< TOTAL AREA(ACRES) = 14.19 PEAK FLOW RATE(CFS) = 21.30 s MAINLINE Tc(MIN) = 1.93 • 10 YEAR RAINFALL INfENSITY(INCH /HR) = 1.857 FLOW PROCESS FROM NODE 433.20 TO NODE 433.01 IS CODE = 81 1.05 2. SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS » OF SUBAREA TO MAINLINE PEAK FLOW ««< LAND USE GROUP (ACRES) (INCH /NR) (DECIMAL) CN - -_ a _ COMMERCIAL B 3.90 0.75 0.10 56 MAINLINE Tc(MIN) = 20.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 • 10 YEAR RAINFALL INTENSITY(INCN /HR) = 1.759 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA LOSS RATE DATA(AMC II): SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 6.25 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS EFFECTIVE AREA(ACRES) = 10.95 AREA - AVERAGED Fm(INCH/NR) = 0.07 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN AREA- AVERAGED Fp(INCH/HR) s 0.75 AREA- AVERAGED Ap = 0.10 COMMERCIAL B 1.20 0.75 0.10 56 TOTAL AREA(ACRES) = 11.09 PEAK FLOW RATE(CFS) = 17.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.82 FLOW PROCESS FROM NODE 434.01 TO NODE 433.01 IS CODE = 31 EFFECTIVE AREA(ACRES) = 15.25 AREA - AVERAGED F1a(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 » » ,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< TOTAL AREA(ACRES) = 15.39 PEAK FLOW RATE(CFS) = 23.12 » » ,USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1037.30 DOWNSTREAM(FEET) = 1032.40 FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 1 FLAW LENGTH(FEET) a 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.2 INCHES » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< PIPE -FLAN VELOCITY(FEET /SEC.) = 6.52 == ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OP PIPES = 1 TOTAL NUMBER OP STREAMS = 2 PIPE- FLAW(CFS) = 17.57 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: PIPE TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 20.72 TIME OF CONCENTRATION(MIN.) = 20.72 ® ® 1 1 ® 111111 111111 1 ® ® ® 1 111111 111111 111111 11111/ 11111/ Date: 11/09/00 File name: FC10D.RES Page 7 Date: 11 /09 /00 File name: FC10D.RES Page 8 RAINFALL INTENSITY(INCH /HR) = 1.76 •• PEAK FLOW RATE TABLE •• AREA - AVERAGED Fm(INCH /HR) = 0.07 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER AREA - AVERAGED Fp(INCH /HR) = 0.75 NUMBER (CFS) (MIN.) (INCH /HR) )INCH /HR) (ACRES) NODE AREA - AVERAGED Ap = 0.10 1 323.06 20.72 1.759 0.46( 0.20) 0.44 229.9 432.00 EFFECTIVE STREAM AREA(ACRES) = 15.25 2 327.06 21.71 1.710 0.46( 0.20) 0.44 240.3 430.20 TOTAL STREAM AREA(ACRES) = 15.39 3 331.57 22.93 1.655 0.46) 0.20) 0.44 252.9 530.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.12 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 331.57 Tc(MIN.) = 22.93 FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 7 p4T,,y FROM , WALy5/S AREACTIVE ARE(ACRES) a 2.95 52 046 AREA AVERAGED A p(INCH /HR( = 0.20 » »»USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< To A 530 TOTAL AREA(ACRES) = 276.11 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.01 = 3220.00 FEET. USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) x 22.73 RAINFALL INTENSITY(INCH/HR) = 1.66 EFFECTIVE AREA(ACRES) = 237.56 FLOW PROCESS FROM NODE 433.01 TO NODE 433.02 IS CODE = 31 TOTAL AREA(ACRES) = 260.72 PEAK FLOW RATE(CFS) = 309.68 AREA - AVERAGED Fm(INCH /HR) = 0.21 AREA- AVERAGED Fp(INCH /HR) = 0.46 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «e« AREA - AVERAGED Ap = 0.46 » COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ELEVATION DATA: UPSTREAM(FEET) = 1032.40 DOWNSTREAM(FEET) a 1032.20 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 93.0 INCH PIPE IS 71.1 INCHES FLAW PROCESS FROM NODE 530.00 TO NODE 433.01 IS CODE = 31 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.56 ESTIMATED PIPE DIAMETER(INCH) = 93.00 NUMBER OF PIPES = 1 »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< PIPE- FLOW(CFS) = 331.57 » » »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 23.12 === ==x x - - x aaaaaaaaaa == s - - - z == LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.02 = 3320.00 FEET. ELEVATION DATA: UPSTREAM(FEET) = 32.60 DOWNSTREAM(FEET) = 32.40 FLOW LENGTH(FEET) • 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 90.0 INCH PIPE IS 70.1 INCHES FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 PIPE -FLAW VELOCITY(FEET /SEC.) = 8.39 ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 >» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< PIPE - FLOW(CFS) = 309.68 a = PIPE TRAVEL TIME(MIN.) = 0.20 TC(MIN.) a 22.93 TOTAL NUMBER OF STREAMS = 3 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 433.01 = 1400.00 FEET. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) a 23.12 RAINFALL INTENSITY(INCH/HR) = 1.65 FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 1 AREA - AVERAGED Fm(INCH /HR) = 0.20 AREA - AVERAGED Fp(INCH /NR) = 0.46 » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «e AREA- AVERAGED Ap = 0.44 »»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «e« EFFECTIVE STREAM AREA(ACRES) = 252.95 _ = TOTAL STREAM AREA(ACRES) = 276.11 TOTAL NUMBER OF STREAMS = 2 PEAK FLOW RATE(CFS) AT CONFLUENCE = 331.57 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.93 RAINFALL INTENSITY /HR) = 1.65 FLOW PROCESS FROM NODE 434.20 TO NODE 435.01 IS CODE = 21 1 4:5Y . AREA - AVERAGED Fm(IN&.,L /NR) = 0.21 AREA - AVERAGED Fp(INCH /HR) = 0.46 » METHOD INITIAL SUBAREA ANALYSIS « «< AREA - AVERAGED Ap = 0.46 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« EFFECTIVE STREAM AREA(ACRES) = 237.56 = = = = =z TOTAL STREAM AREA(ACRES) = 260.72 INITIAL SUBAREA FLOW- LENGTH(FEET) = 450.00 PEAR FLOW RATE(CFS) AT CONFLUENCE = 309.68 ELEVATION DATA: UPSTREAM(FEET) a 1056.00 DOWNSTREAM(FEET) a 1051.00 •• CONFLUENCE DATA •• Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGE)) "0.20 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.610 NUMBER (CFS) (MIN.) (INCH /NR) (INCH /HR) (ACRES) NODE • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.978 1 22.65 21.71 1.710 0.75( 0.07) 0.10 15.4 430.20 SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 23.12 20.72 1.759 0.75( 0.07) 0.10 15.3 432.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 2 309.68 22.93 1.655 0.46( 0.21) 0.46 237.6 530.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL B 0.70 0.75 0.10 56 8.61 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA AVERAGE PERVIOUS LOSS RATE, Pp(INCH /NR) = 0.75 CONFLUENCE FORMULA USED FOR 2 STREAMS. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.83 MI MI OM NM • MI WI. ® ® ® NA Date: 11/09/00 File name: FC1OD.RES Page Q Date: 11/09/00 File name: FC1OD.RES Page 10 TOTAL AREA(ACRES) = 0.70 PEAK PLOW RATE(CFS) = 1.83 »» "RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 435.01 TO NODE 433.02 IS CODE = 61 11/3q 3 INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 s = = == z= = = =s ELEVATION DATA: UPSTREAM(FEET) = 1052.00 DOWNSTREAM(FEET) = 1048.50 » »»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< > »(STANDARD CURB SECTION USED) « «< Tc = K•1(LENGTH•• 3.00) /(ELEVATION CHANGE))••0.20 = s = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.054 UPSTREAM ELEVATION(FEET) = 1051.00 DOWNSTREAM ELEVATION(FEET) = 1048.50 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.434 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 8.0 SUBAREA Tc AND LOSS RATE DATA(AMC II): STREET HALFWIDTN(FEET) = 28.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 COMMERCIAL 8 2.10 0.75 0.10 56 12.05 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.46 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 4.46 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 FLOW PROCESS PROM NODE 433.02 TO NODE 433.02 IS CODE = 1 ..TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.41 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: »»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.36 TOTAL NUMBER OF STREAMS = 3 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.26 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: PRODUCT OF DEPTH6VELOCITY(FT•FT /SEC.) = 0.78 TIME OF CONCENTRATION(MIN.) = 12.05 STREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 10.45 RAINFALL INTENSITY(INCH /NR) = 2.43 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.651 AREA - AVERAGED Fm(INCH /HR) = 0.07 SUBAREA LOSS RATE DATA(AMC II): AREA- AVERAGED Fp(INCH /HR) = 0.75 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS AREA- AVERAGED Ap = 0.10 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN EFFECTIVE STREAM AREA(ACRES) = 2.10 COMMERCIAL B 0.50 0.75 0.10 56 TOTAL STREAM AREA(ACRES) = 2.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.46 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.16 •• CONFLUENCE DATA •• EFFECTIVE AREA(ACRES) = 1.20 AREA - AVERAGED Fm(INCH /HR) = 0.07 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 2.78 1 323.06 20.92 1.749 0.46( 0.20) 0.44 229.9 432.00 1 327.06 21.90 1.701 0.46( 0.20) 0.44 240.3 430.20 END OF SUBAREA STREET FLOW HYDRAULICS: 1 331.57 23.12 1.647 0.46( 0.20) 0.44 252.9 530.00 DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 9.99 2 2.78 10.45 2.651 0.75( 0.07) 0.10 1.2 434.20 FLOW VELOCITY(FEET /SEC.) = 2.34 DEPTH•VELOCITY(FT•FT /SEC.) = 0.84 3 4.46 12.05 2.434 0.75( 0.07) 0.10 2.1 435.10 LONGEST FLOWPATH FROM NODE 434.20 TO NODE 433.02 = 700.00 FEET. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 •• PEAK FLOW RATE TABLE "• »»>DRSIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER _______ = NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL NUMBER OF STREAMS = 3 1 262.70 10.45 2.651 0.47) 0.20) 0.43 117.9 434.20 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 2 328.04 20.92 1.749 0.47( 0.20) 0.43 233.2 432.00 TIME OF CONCENTRATION(MIN.) = 10.45 3 331.89 21.90 1.701 0.47( 0.20) 0.43 243.6 430.20 RAINFALL INTENSITY(INCH/HR) = 2.65 4 336.23 23.12 1.647 0.46( 0.20) 0.43 256.3 530.00 AREA - AVERAGED FB(INC "'HR) = 0.07 5 273.10 12.05 2.434 0.47( 0.20) 0.43 135.8 435.10 AREA - AVERAGED Fp(INLL,HR) = 0.75 AREA - AVERAGED Ap = 0.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: EFFECTIVE STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 336.23 Tc(MIN.) = 23.12 TOTAL STREAM AREA(ACRES) = 1.20 EFFECTIVE AREA(ACRES) = 256.25 AREA - AVERAGED Fm(INCH /HR) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.78 AREA- AVERAGED Fp(INCH /HR) = 0.46 AREA- AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 279.41 . / LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.02 = 3320.00 FEET. FLOW PROCESS FROM NODE 435.10 TO NODE 433.02 IS CODE z 21 3 • IfT1 111111 1 111111 111111 111111 ® 111111 ® ® ® 111111 1 1 1 1 111111 111111 Date: 11/09/00 File name: FC10D.RES Page 11 FLOW PROCESS PROM NODE 433.02 TO NODE 311.01 IS CODE = 31 »» >COMPUTE PIPE -PLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESI2E (NON - PRESSURE FLOW) « «< ELEVATION DATA UPSTREAM(FEET) = 1032.20 DOWNSTREAM(FEET) = 1031.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N 0.013 DEPTH OF FLOW IN 93.0 INCH PIPE IS 74.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.25 ESTIMATED PIPE DIAMETER(INCH) = 93.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 336.23 PIPE TRAVEL TIME(MIN.) = 1.31 TC(MIN.) = 24.44 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 311.01 = 3970.00 FEET. FLOW PROCESS FROM NODE 312.00 TO NODE 311.01 IS CODE = 81 3 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< _ MAINLINE TC(MIN) = 24.44 • 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.593 SUBAREA LOSS RATE DATA(AMC I1): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 5.10 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) = 5.10 SUBAREA RUNOFF(CFS) = 6.97 EFFECTIVE AREA(ACRES) = 261.35 AREA - AVERAGED Fp(INCH/HR) = 0.20 AREA- AVERAGED Fp(INCH/NR) = 0.47 AREA- AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 284.51 PEAK FLOW RATE(CFS) = 336.23 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OP STUDY SUMMARY = TOTAL AREA(ACRES) = 284.51 TC(MIN.) = 24.44 EFFECTIVE AREA(ACRES) = 261.35 AREA - AVERAGED Fp(INCH/HR)= 0.20 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.43 PEAK FLOW RATE(CFS) = 336.23 •• PEAK FLAW RATE TABLE •• STREAM Q Te Intensity Fp(Pm) Ap Ae HEADWATER NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 262.70 11.83 2.462 0.47( 0.19) 0.41 123.0 434.20 2 273.10 13.43 2.281 0.47( 0.19) 0.42 140.9 435.10 3 328.04 22.23 1.686 0.47( 0.20) 0.42 238.3 432.00 4 331.89 23.22 1.643 0.47( 0.20) 0.43 248.7 430.20 5 336.23 24.44 1.593 0.47( 0.20) 0.43 261.4 530.00 END OF RATIONAL METHOD ANALYSIS 1 Sycamore Hills Storm Drain Basis of Design Technical Appendix A 25 -year Developed Condition Hydrology Area North of Santa Ana Avenue Street flow at Intersection of Santa Ana Ave and Tamarind Ave Hydrology to Node 410 Hydrology to Node 530 (Empire Center Blvd) Hydrology to Node 311.01 (Sierra Avenue) T Sycamore Hills Storm Drain Basis of Design Technical Appendix A 25 -year Developed Condition Hydrology Area North of Santa Ana Avenue r II ELEVATION DATA: UPSTREAM(FEET) = 1052.50 DOWNSTREAM(FEET) = 1051.40 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.013 II DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.40 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 84.21 II PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 16.65 LONGEST FLOWPATH FROM NODE 208.01 TO NODE 214.01 = 235.00 FEET. FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.65 1 RAINFALL INTENSITY(INCH /HR) = 2.30 AREA - AVERAGED Fm(INCH/HR) = 0.37 AREA - AVERAGED Fp(INCH /HR) = 0.37 AREA- AVERAGED Ap = 1.00 II EFFECTIVE STREAM AREA(ACRES) = 42.34 TOTAL STREAM AREA(ACRES) = 46.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 84.21 I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 213.00 TO NODE 213.01 IS CODE = 21 I » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 li ELEVATION DATA: UPSTREAM(FEET) = 1075.00 DOWNSTREAM(FEET) = 1066.60 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.054 I: * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.444 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.) li RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 8.80 0.75 0.50 56 15.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 II SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 16.39 TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) = 16.39 FLOW PROCESS FROM NODE 213.01 TO NODE 214.01 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< I » » >(STANDARD CURB SECTION USED) « «< = = UPSTREAM ELEVATION(FEET) = 1066.60 DOWNSTREAM ELEVATION(FEET) = 1065.20 STREET LENGTH(FEET) = 650.00 CURB HEIGH (INCHES) = 8.0 II STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 li INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 C i :'F.:iw. a x 1.r+ . . a. ° s' - SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 II STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 II Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 II * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.39 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.58 1 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.81 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.05 STREET FLOW TRAVEL TIME(MIN.) = 6.00 Tc(MIN.) = 21.05 II * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.998 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 8.80 AREA - AVERAGED Fm(INCH /HR) = 0.37 II AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.80 PEAK FLOW t,ATE(CFS) = 16.39 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE II END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 1.81 DEPTH *VELOCITY(FT *FT /SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.01 = 1550.00 FEET. I ***************** * * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 214.00 TO NODE 214.01 IS CODE = 81 II » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 21.05 I * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.998 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN • 1i RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 4.80 0.75 0.50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 ii SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 7.02 EFFECTIVE AREA(ACRES) = 13.60 AREA- AVERAGED Fm(INCH /HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.60 PEAK FLOW RATE(CFS) = 19.88 '********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ____ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.05 RAINFALL INTENSITY(INCH /HR) = 2.00 1 AREA - AVERAGED Fm(INCH /HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 13.60 II TOTAL STREAM AREA(ACRES) = 13.60 li M II II PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.88 II ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 84.21 16.65 2.300 0.37( 0.37) 1.00 42.3 208.01 II 2 19.88 21.05 1.998 0.75( 0.37) 0.50 13.6 213.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. II ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE II 1 102.85 16.65 2.300 0.41( 0.37) 0.90 53.1 208.01 2 90.90 21.05 1.998 0.42( 0.37) 0.88 55.9 213.00 II COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 102.85 Tc(MIN.) = 16.65 EFFECTIVE AREA(ACRES) = 53.09 AREA - AVERAGED Fm(INCH /HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.41 AREA- AVERAGED Ap = 0.90 11 TOTAL AREA(ACRES) = 59.70 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.01 = 1550.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 214.01 TO NODE 214.02 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< I ELEVATION DATA: UPSTREAM(FEET) = 1051.40 DOWNSTREAM(FEET) = 1050.40 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 I DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.31 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 102.85 I: PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 17.13 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.02 = 1790.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r ii FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< = II TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.13 RAINFALL INTENSITY(INCH /HR) = 2.26 II AREA - AVERAGED Fm(INCH /HR) = 0.37 AREA - AVERAGED Fp(INCH /HR) = 0.41 AREA- AVERAGED Ap = 0.90 . I EFFECTIVE STREAM AREA(ACRES) = 53.09 TOTAL STREAM AREA(ACRES) = 59.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 102.85 I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *sr* * * * * * * ** FLOW PROCESS FROM NODE 405.00 TO NODE 214.01 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< i »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« I: NNW 11 ___ = ____ INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 II ELEVATION DATA: UPSTREAM(FEET) = 1067.00 DOWNSTREAM(FEET) = 1060.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.880 II * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.281 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.) 11 RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 7.00 0.75 0.50 56 16.88 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 II SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 12.02 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 12.02 FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< I » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « < = TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.88 RAINFALL INTENSITY(INCH /HR) = 2.28 AREA- AVERAGED Fm(INCH /HR) = 0.37 1 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 7.00 TOTAL STREAM AREA(ACRES) = 7.00 li PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.02 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 102.85 17.13 2.261 0.41( 0.37) 0.90 53.1 208.01 1 90.90 21.54 1.971 0.42( 0.37) 0.88 55.9 213.00 2 12.02 16.88 2.281 0.75( 0.37) 0.50 7.0 '405.00 II 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 II 1 114.74 17.13 2.261 0.44( 0.37) 0.85 60.1 208.01 2 100.96 21.54 1.971 0.44( 0.37) 0.84 62.9 213.00 3 114.45 16.88 2.281 0.44( 0.37) 0.85 59.3 405.00 l COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: • PEAK FLOW RATE(CFS) = 114.74 Tc(MIN.) = 17.13 EFFECTIVE AREA(ACRES) = 60.09 AREA - AVERAGED Fm(INCH /HR) = 0.37 AREA - AVERAGED Fp(INCH/HR) = 0.44 AREA- AVERAGED Ap = 0.85 II TOTAL AREA(ACRES) = 66.70 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.01 = 1790.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** li FLOW PROCESS FROM NODE 214.02 TO NODE 404.01 IS CODE = 31 I; II » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< I » »>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1050.40 DOWNSTREAM(FEET) = 1048.00 FLOW LENGTH(FEET) = 525.00 MANNING'S N = 0.013 II DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.99 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 114.74 II PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 18.10 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 404.01 = 2315.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 404.00 TO NODE 404.01 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< II MAINLINE Tc(MIN) = 18.10 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.188 SUBAREA LOSS RATE DATA(AMC II): 11 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 4.00 0.75 0.50 56 II SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 6.53 EFFECTIVE AREA(ACRES) = 64.09 AREA- AVERAGED Fm(INCH /HR) = 0.37 II AREA- AVERAGED Fp(INCH /HR) = 0.45 AREA- AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 70.70 PEAK FLOW RATE(CFS) = 114.74 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 404.01 TO NODE 402.01 IS CODE = 31 I; » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1048.00 DOWNSTREAM(FEET) = 1047.20 li FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.10 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 II PIPE - FLOW(CFS) = 114.74 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 18.41 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 402.01 = 2485.00 FEET. II END OF STUDY SUMMARY: n TOTAL AREA(ACRES) = 70.70 TC(MIN.) = 18.41 TW �U % Dela L.- NOCE EFFECTIVE AREA(ACRES) = 64.09 AREA- AVERAGED Fm(INCH /HR)= 0.37 Aso roe HYOedIAGY I AREA- AVERAGED Fp(INCH /HR) = 0.45 AREA- AVERAGED Ap = 0.83 PEAK FLOW RATE(CFS) = 114.74 PAS j4 00E 630 ** PEAK FLOW RATE TABLE ** II STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 114.45 18.17 2.183 0.45( 0.37) 0.83 63.3 405.00 2 114.74 18.41 2.165 0.45( 0.37) 0.83 64.1 208.01 li 3 100.96 22.87 1.901 0.46( 0.37) 0.82 66.9 213.00 li; Sycamore Hills Storm Drain Basis of Design Technical Appendix A 25 -year Developed Condition Hydrology Street flow at Intersection of Santa Ana Ave and Tamarind Ave r I I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1264 il Analysis prepared by: II Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 II * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Sycamore Hills - Forecast Homes JN: 15- 100187 * * 25 -year Street Flow to Intersection of Santa Ana Ave and Tamarind Ave * II * Data from "Master Hydrology Study for Empire Center" dated Jan 28, 1992 * ****** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SEE * HYO ioL o oY n A P * F eors * M ASfie j',A rJ STuO Y FILE NAME: STFL25.DAT fore IYh PSAt C f priR fat S .)QAR €AS AN 0 f.JoD(S li TIME /DATE OF STUDY: 21:33 05/26/2000 ( ` c vuLy Uc C'O MOM oN) USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: II -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 I 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* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.920 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.340 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0659 SLOPE OF INTENSITY DURATION CURVE = 0.6000 i mi *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 400.00 TO NODE 400.01 IS CODE = 21 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< li »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1093.00 DOWNSTREAM(FEET) = 1088.00 li Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.902 I * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.563 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GF'UP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 11 COMMERCIAL B 1.30 0.75 0.10 56 13.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.91 li TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 2.91 I; I li ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 400.01 TO NODE 401.01 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < »>(STANDARD CURB SECTION USED) « «< I UPSTREAM ELEVATION(FEET) = 1088.00 DOWNSTREAM ELEVATION(FEET) = 1077.80 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 I STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 I OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 I Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.15 I STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.88 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.60 II PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 1.03 STREET FLOW TRAVEL TIME(MIN.) = 6.42 Tc(MIN.) = 20.32 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.041 I SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 1.40 0.75 0.10 56 II SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.48 EFFECTIVE AREA(ACRES) = 2.70 AREA - AVERAGED Fm(INCH/HR) = 0.07 I] AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 4.78 END OF SUBAREA STREET FLOW HYDRAULICS: I: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.64 FLOW VELOCITY(FEET /SEC.) = 2.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 401.01 = 2000.00 FEET. I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 401.01 TO NODE 402.01 IS CODE = 61 II » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STANDARD CURB SECTION USED)-«.z« UPSTREAM ELEVATION(FEET) = 1077.80 DOWNSTREAM ELEVATION(FEET) = 1058.00 I STREET LENGTH(FEET) = 2970.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 1 INSIDE STREET CROSSFALL(DECIMAL) = = OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 l i STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ii II li Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 1 HALFSTREET FLOOD WIDTH(FEET) = 15.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.43 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 20.39 Tc(MIN.) = 40.71 II * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.345 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN I COMMERCIAL B 2.80 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 II SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 3.20 EFFECTIVE AREA(ACRES) = 5.50 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 6.29 II END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.53 FLOW VELOCITY(FEET /SEC.) = 2.42 DEPTH *VELOCITY(FT *FT /SEC.) = 1.13 II LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.01 = 4970.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 40.71 RAINFALL INTENSITY(INCH /HR) = 1.35 I/ AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.50 r TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** li FLOW PROCESS FROM NODE 405.01 TO NODE 402.01 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< I »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1060.00 DOWNSTREAM(FEET) = 1058.00 II Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.017 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.947 li 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 0.83 0.75 0.10 56 11.02 li SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 ri I 1 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.15 TOTAL AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) = 2.15 FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 1 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «c« TOTAL NUMBER OF STREAMS = 3 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.02 RAINFALL INTENSITY(INCH /HR) = 2.95 AREA - AVERAGED Fm(INCH/HR) = 0.07 I AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.83 1 TOTAL STREAM AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.15- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 FLOW PROCESS FROM NODE 403.20 TO NODE 405.01 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<cc »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« II INITIAL SUBAREA FLOW - LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 1067.00 DOWNSTREAM(FEET) = 1060.50 1 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.650 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.007 SUBAREA Tc AND LOSS RATE DATA(AMC II): II DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL B 1.20 0.75 0.10 56 10.65 li SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.17 "! TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 3.17 E **************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 405.01 TO NODE 402.01 IS CODE = 61 1 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREAc « c< » » >(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 1060.50 DOWNSTREAM ELEVATION(FEET) = 1058.00 1 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 li 1: I/ * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 1 STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.26 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.01 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.89 II STREET FLOW TRAVEL TIME(MIN.) = 4.15 Tc(MIN.) = 14.80 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.468 SUBAREA LOSS RATE DATA(AMC II): I DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 1.20 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 I SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.58 EFFECTIVE AREA(ACRES) = 2.40 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 I TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 5.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.18 1 FLOW VELOCITY(FEET /SEC.) = 2.07 DEPTH *VELOCITY(FT *FT /SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 403.20 TO NODE 402.01 = 1200.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< I » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 1 TIME OF CONCENTRATION(MIN.) = 14.80 RAINFALL INTENSITY(INCH /HR) = 2.47 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 I AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.40 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.17 11 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER II NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.29 40.71 1.345 0.75( 0.07) 0.10 5.5 400.00 2 2.15 11.02 2.947 0.75( 0.07) 0.10 0.8 405.01 3 5.17 14.80 2.468 0.75( 0.07) 0.10 2.4 403.20 l RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. 1 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 10.61 11.02 2.947 0.75( 0.07) 0.10 4.1 405.01 II 2 9.98 40.71 1.345 0.75( 0.07) 0.10 8.7 400.00 3 11.27 14.80 2.468 0.75( 0.07) 0.10 5.2 403.20 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.27 Tc(MIN.) = 14.80 ii 1 EFFECTIVE AREA(ACRES) = 5.23 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.73 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.01 = 4970.00 FEET. END OF STUDY SUMMARY: - II TOTAL AREA(ACRES) 8.73 TC(MIN.) = 14.80 EFFECTIVE AREA(ACRES) = 5.23 AREA - AVERAGED Fm(INCH /HR)= 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 11.27 II ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER II NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 10.61 11.02 2.947 0.75( 0.07) 0.10 4.1 405.01 2 11.27 14.80 2.468 0.75( 0.07) 0.10 5.2 403.20 3 9.98 40.71 1.345 0.75( 0.07) 0.10 8.7 400.00 END OF RATIONAL METHOD ANALYSIS DprrA v sto A-r 1Joo f 402.) I1 ON SYcAr%offE N%LL.s H triVoLocir M !rP 1 1 1 1 1 I 1 Sycamore Hills Storm Drain Basis of Design Technical Appendix A 25 -year Developed Condition Hydrology Hydrology to Node 410 EPI MI IIIIIII MI MI 1 IIMI OM I W 1 I • 111110 MO 1111. ME NM MI 11111. MI an NM Date: 11/07/00 File name: FC25AB.RES Page 1 Date: 11/07/00 File name: FC2SAB.RES Page 2 >»,>COMPUTE STREET FLOW TRAVEL TIME THPU SUBAREA<<«< RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ,»»(STANDARD CURB SECTION USED)<«« (Reference: 1986 SAN BERNAPDINO CO. HYDROLOGY CRITERION) = ....... (0) Copyright 1983-99 Advanced Engineering Software (aes) UPSTREAM ELEVATION(FEET) = 57.02 DOWNSTREAM ELEVATION(FEET) = 54.34 Ver. 8.0 Release Date: 01/01/99 License ID 1264 STREET LENGTH(FEET) = 520 00 CURB HEIGHTI/NCHES) = 6.0 STREET HALFWIDTH(FEET) = IR 00 Analysis prepared by: DISTANCE FROM CROWN TO CPOSSFALL GRADEBREAK(FEET) . 13.00 Robert Rein, William Frost 6 Associates INSIDE STREET CROSSFALL(DECIMAL) = 0.020 14725 Alton Parkway OUTSIDE STREET CROSSFALLIDECIMAL) = 0.020 Irvine, CA 92618 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 DESCRIPTION OF STUDY Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 • Sycamore Hills - Forecast Homes JN 15-100187 • Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 • • 25-year Rational Method Hydrology at Node 182 and 410 • • October 2000/hjb "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) . 0.47 FILE NAME: FC\FC25AB.DAT HALFSTREET FLOOD WIDTH(FEET) = 17.11 TIME/DATE OF STUDY: 15:17 11/07/2000 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.22 . .. .. PRODUCT OF DEPTH6VELOCITY(FT = 1.04 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: STREET FLOW TRAVEL TIME(MIN.) = 3.91 Tc)MIN.) = 19.01 -------------------- == -------------------------- • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.116 -- MODEL SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS USER SPECIFIED STORM EVENT(YEAR) = 25.00 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 RESIDENTIAL SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 "5-7 DWELLINGS/ACRE" D 1.04 0.47 0.50 75 . USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.920 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.330 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 1.76 COMPUTED RAINFALL INTENSITY DATA: EFFECTIVE AREA(ACRES) = 4.01 AREA-AVERAGED Fm)INCH/HR) = 0.23 STORM EVENT . 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1 0620 AREA-AVERAGED Fp)INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.50 SLOPE OF INTENSITY DURATION CURVE = 0.6000 TOTAL AREA(ACRES) = 4 01 PEAK FLOW RATE(CFS) = 6.79 'ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.11 FLOW VELOCITY(FEET/SEC.) = 2.23 DEPTIVVELOCITY(FT = 1.04 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1280.00 FEET. FLOW PROCESS FROM NODE 0.00 TO NODE 10 00 IS CODE = 21 g_ 41p. / >>>.»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 »USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = = >>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« INITIAL SUBAREA FLOW-LENGTH(FEET) = 760.00 .. . ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAM(FEET) = 55.52 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TO = K•f(LENGTH" 3.00)/(ELEVATION CHANGE)1"0.20 TIME OF CONCENTRAT/ON(MIN ) = 19.01 SUBAREA ANALYSIS USED MINIMUM Tc)HIN.) - 15.101 RAINFALL INTENSITY(INCH/HR) = 2.12 • 25 YEAR RAINFALL INTENSITY(INCH/HR) . 2.430 AREA-AVERAGED Fm)INCH/HR) = 0.23 SUBAREA Tc AND LOSS RATE DATA(AMC II): AREA-AVERAGED Fp(INCH/HR) = 0.47 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AREA-AVERAGED Ap = 0.50 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) EFFECTIVE STREAM AREA(ACRES) = 4.01 RESIDENTIAL TOTAL STREAM AREA(ACRES) = 4.01 "5-7 DWELLINGS/ACRE" D 2.97 0.47 0.50 75 15.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CRS) = 5.87 FLOW PROCESS FROM NODE 0.00 TO NODE 10.00 IS CODE = 21 TOTAL AREA(ACRES) . 2.97 PEAK FLOW RATE(CFS) = 5.87 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<.« »USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA" FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 61 B _ 9.2_ == = . =====_.-------------------- - ........ len 111111 ® m m ® are �.. ® ® ® Elm m ® lulls e ® ® s Date: 11/07/00 File name: FC25AB.PES Page 3 Date: 11 /07/00 File name: FC25AB.RES Page 4 INITIAL SUBAREA FLOW- LENGTH(FEET) = 760.00 SUBAPEA AVERAGE PERVIOUS LOSS RATE, Fp)INCH /HR) = 0.47 ELEVATION DATA: UPSTREAM(FEET) = 60 50 DOWNSTREAM(FEET) _ '(5 52 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA P.UNOFFICFS) = 7.62 Tc = K•((LENGTH•• 3.001 /(ELEVATION CHANGE))••0.20 TOTAL AP.EAIACPES) = 3.72 PEAK FLOW RATE(CFS) = 7.62 SUBAREA ANALYSI^ "SED MINIMUM Tc)MIN.) = 15.101 • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.430 SUBAREA Tc AND LOSS PATE DATAIAMC II): FLOW PROCESS FROM NODE 20.00 TO NODE 20 00 IS CODE = 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HP1 (DECIMAL) CN (MIN.) »» , DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< RESIDENTIAL . » »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «« "5 -7 DWELLINGS /ACRE" D 2.06 0.47 0.50 75 15.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 TOTAL NUMBER OF STREAMS = 3 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: SUBAREA RUNOFF(CFS) = 4.07 TIME OF CONCENTRATION(MIN.) = 14.31 TOTAL AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) = 4.07 RAINFALL INTENSITY(INCH /HR) = 2.51 AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA - AVERAGED Fp(INCH/HR) = 0.47 FLOW PROCESS FROM NODE 10.00 TO NODE 20 00 IS CODE = 31 AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.72 » » > COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA« «< TOTAL STREAM AREA(ACRES) = 3.72 > > USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.62 ELEVATION DATA: UPSTREAM(FEET) = 49.24 DOWNSTREAM(FEET) = 47.98 •• CONFLUENCE DATA •• FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES NUMBER (CFS) (MIN.) (INCH /HP.) (INCH /HP.) (ACRES) NODE PIPE -FLOW VELOCITY(FEET /SEC.) = 3 91 1 6.79 19.01 2.116 0.47) 0.23) 0.50 4.0 0.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 2 4.07 16.34 2.318 0.47) 0.23) 0.50 2.1 0.00 PIPE- FLOW(CFS) = 4.07 3 7.62 14.31 2.510 0.47) 0.23) 0.50 3.7 0.00 PIPE TRAVEL TIMEIMIN.) = 1.23 TC(MIN 1 = 16.34 LONGEST FLOWPATN FROM NODE 0.00 TO NODE 20.00 - 1050.00 FEET. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 •• PEAK FLOW PATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER » »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< NUMBER (CFS) (MIN.) (INCH/HR) (INCH /HR) (ACRES) NODE 1 17.50 16.34 2.318 0.47( 0.24) 0.50 9.2 0.00 TOTAL NUMBER OF STREAMS = 3 2 16.76 19.01 2.116 0.47) 0.24) 0.50 9.8 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 3 17.69 14.31 2.510 0.47) 0.23) 0.50 8.5 0.00 TIME OF CONCENTRATION(MIN.) = 16.34 RAINFALL INTENSITY(INCH /HR) = 2.32 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA - AVERAGED Fm(INCH /HR) = 0.23 PEAK FLOW RATE(CFS) = 17.69 Tc(MIN.) = 14.31 AREA - AVERAGED Fp)INCH /HR) = 0.47 EFFECTIVE AREA(ACRES) = 8.54 AREA - AVERAGED Fm(INCH /HRI = 0.23 AREA - AVERAGED Ap = 0.50 AREA- AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRESI = 2.06 TOTAL AREA(ACRES) = 9.79 TOTAL STREAM AREA(ACRES) = 2.06 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1280.00 FEET. PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.07 FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 IS CODE = 31 FLOW PROCESS FROM NODE 0.00 TO NODE 20.00 IS CODE = 21 Q - / O• Z h » » ,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA.' » »,RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< » »»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _ __ _ _ ____= ELEVATION DATA: UPSTREAM(FEET) = 47.98 DOWNSTREAM(FEET) = 47.16 INITIAL SUBAREA FLOW- LENGTH(FEET) = 750.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAM(FEET) = 54.23 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.01 Tc = K•[(LENGTH 3.00) /(ELEVATION CHANGE)I• ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 14.306 PIPE- FLOW(CFS) = 17.69 • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.510 PIPE TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 14.54 SUBAREA Tc AND LOSS RATE DATAIAMC II): LONGEST FLOWPATH FROM NODE 0.00 TO NODE 25.00 = 1380.00 FEET. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HRI (DECIMAL) CN (MIN.) RESIDENTIAL FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 • 5 -7 DWELLINGS /ACRE• D 3.72 0.47 0.50 75 14.31 len ® ® ® ® 111111 171 ® ® ® 1 ® 111111 111111 111111 ® 111111 En Date: 11/07/00 File name: FC25AB.P.ES Page 5 Date: 11/07/00 File name: FC25AB.RES Page 6 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< 1 17.69 14.54 2.485 0 47( 0.23) 0.50 8.5 0.00 ____ _________ 2 11.27 16.57 2.298 0.75) 0.08) 0.10 5.2 402.01 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO TIME OF CONCENTRATION(MIN.) = 14.54 CONFLUENCE FORMULA USED FOR 2 STREAMS. RAINFALL INTENSITY(INCH /HR) = 2.49 AREA- AVERAGED Fm(INCH/HR) = 0.23 •• PEAK FLOW PATE TABLE •' AREA - AVERAGED Fp(INCH /HR) = 0.47 STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER AREA - AVERAGED Ap = 0.50 NUMBER. (CFS) (MIN.) (INCH /HR) (INCH /HP) (ACRES) NODE EFFECTIVE STREAM AREA(ACRES) = 8.54 1 28.41 14.54 2 485 0.50( 0.18) 0.36 13.1 0.00 TOTAL STREAM AREA(ACRES) = 9.79 2 28.77 16.57 2.298 0.50( 0.18) 0.36 14.5 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.69 3 27.03 19.25 2.101 0.50) 0.18) 0.36 15.0 0.00 4 28.77 16 57 2.298 0.50) 0.18) 0.36 14.5 402.01 FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 7 01;PArq enN NYDxo al y COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: / ir Avni:564. if e PEAK FLOW RATE(CFS) = 28.77 Tc (MIN.) = 16.57 "...USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< ^F EFFECTIVE AREA(ACRES) = 14.45 AREA - AVERAGED Fm(INCH /HRI = 0.18 54 ygNA A NL Am - AREA- AVERAGED Fp(INCH /HRI = 0.50 AREA - AVERAGED Ap = 0.36 USER- SPECIFIED VALUES ARE AS FOLLOWS: TAMAlt/x/b A ✓F TOTAL AREA(ACRES) = 18.52 TC(MIN.) = 14.80 RAINFALL INTENSITY(INCH /HR) = 2.46 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 25.00 = 1760.00 FEET. EFFECTIVE AREA(ACRES) = 5.23 TOTAL AREA(ACRES) = 8.73 PEAK FLOW RATE(CFS) = 11.27 AREA - AVERAGED Fm(INCH /HRI = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.75 FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 31 AREA - AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< CONFLUENCE ANALYSES. »»»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 46.23 DOWNSTREAM(FEET) 45.49 FLOW PROCESS FROM NODE 402.01 TO NODE 25.00 IS CODE = 31 FLOW LENGTHIFEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.9 INCHES »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< PIPE -FLOW VELOCITY(FEET /SEC.) = 5.98 »» »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 28.77 ELEVATION DATA: UPSTREAM(FEET) = 53.25 DOWNSTREAM(FEET) = 46.58 PIPE TRAVEL TIME(MIN.) = 0.53 Tc)MIN.) = 17.10 FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 30.00 = 1950.00 FEET. DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.69 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 PIPE- FLOW(CFS) = 11.27 PIPE TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 16.57 »»'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< LONGEST FLOWPATH FROM NODE 402.01 TO NODE 25.00 = 1760.00 FEET. _ ------ --------------- - - - -____ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 TIME OF CONCENTRATIONIMIN.) = 17.10 RAINFALL INTENSITY(INCH /HR) = 2.26 »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< AREA- AVERAGED Fm(INCH /HR) = 0.18 "...AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< AREA- AVERAGED Fp(INCH/HR) = 0.50 --- ---- _______------------------------------ _ ____________________ AREA - AVERAGED Ap = 0.36 TOTAL NUMBER OF STREAMS = 2 EFFECTIVE STREAM AREA(ACRES) = 14.45 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TOTAL STREAM AREA(ACRES) = 18.52 TIME OF CONCENTRATION(MIN.) = 16.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.77 RAINFALL INTENSITY(INCH /HR) = 2.30 AREA- AVERAGED Fm(INCH /HRI = 0.08 AREA - AVERAGED Fp(INCH/HR) = 0.75 FLOW PROCESS FROM NODE 0.00 TO NODE 30.00 IS CODE = 21 ^ 6/ AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.23 "...RATIONAL METHOD INITIAL SUBAREA ANALYSIS««« TOTAL STREAM AREA(ACRES) = 8.73 "USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.27 = INITIAL SUBAREA FLOW- LENGTHIFEET) = 790.00 •• CONFLUENCE DATA •• ELEVATION DATA: UPSTREAM(FEET) = 58.60 DOWNSTREAM(FEETI = 53.97 STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER NUMBER ICFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE Tc = K'((LENGTH 3.00) /)ELEVATION CHANGEI) 1 17.50 16.57 2.298 0.47( 0.24) 0.50 9.2 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.682 1 16.76 19.25 2.101 0.47( 0.24) 0.50 9.8 0.00 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.376 111111 111111 ® ® 1 ® 117 1E11 111111 111111 ® 1 ® ® 1 111111 111111 111111 111111 Date: 11/07/00 File name: FC25AB.RES Page 7 Date: 11/07/00 File name: FC25AB.RES Page 8 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc " CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN ( STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN ) (INCH /HR) (INCH /HRI (ACRES) NODE '5 -7 DWELLINGS /ACRE' D 2.05 0.47 0.50 75 15.68 1 2R 41 15.07 2.433 0.50( 0.18) 0.36 13.1 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 1 20.77 17.10 2.255 0.50) 0.18) 0.36 14.5 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 50 1 27 03 19.79 2.066 0.50( 0.18) 0.36 15.0 0 00 SUBAREA RUNOFF(CFS) = 3.95 1 28 77 17.10 2 255 0.50( 0.18) 0.36 14.5 402.01 TOTAL AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) = 3 95 2 3 95 15.60 2.376 0.47) 0.23) 0.50 2.0 0.00 3 4.77 15.34 2.408 0.47( 0.23) 0.50 2.4 0.00 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. » » ,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ___ _ -------------- _ -------- _____---------------- _ " PEAK FLOW RATE TABLE " TOTAL NUMBER OF STREAMS = 3 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE NUMBER (CFS) (MIN ) (INCH /HRI (INCH /HR.) (ACRES) NODE TIME OF CONCENTPATION(MIN.) = 15.68 1 37.05 15.07 2.433 0.49( 0.19) 0.40 17.5 0.00 RAINFALL INTENSITY(INCH /HR) = 2.38 2 37.17 15.68 2.376 0.491 0.19) 0.39 18.0 0.00 AREA- AVERAGED Fm(INCH /HR) = 0.23 3 36.94 17.10 2.255 0.49( 0.19) 0.39 18.9 402.01 AREA- AVERAGED Fpl'NCH /HRI = 0.47 4 36.93 17.10 2.255 0.49) 0.19) 0.39 18.9 0.00 AREA - AVERAGED Ap 0.50 5 34 43 19.79 2.066 0.49) 0.19) 0.39 19.5 0.00 EFFECTIVE STREAM AREA(ACRES) = 2.05 6 37.15 15.34 2.408 0.49) 0.19) 0.39 17.7 0.00 TOTAL STREAM AREA(ACRES1 = 2.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.95 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.17 Tc(MIN.) = 15.68 �j EFFECTIVE AREA(ACRES) = 18.02 AREA - AVERAGED Fm(INCH /HR) = 0.19 : FLOW PROCESS FROM NODE 0.00 TO NODE 30.00 IS CODE = 21 ..4g1 AREA- AVERAGED Fp)INCH /HR) = 0.49 AREA - AVERAGED Ap = 0.39 /`� TOTAL AREA(ACRES) = 23.01 » »,RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< LONGEST FLOWPATH FROM NODE 402.01 TO NODE 30.00 = 1950.00 FEET. »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 760.00 FLOW PROCESS FROM NODE 30.00 TO NODE 37.00 IS CODE = 31 ELEVATION DATA UPSTREAM(FEET) = 58.60 DOWNSTREAM(FEET) = 53.99 » »,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« c« Tc = K•((LENGTH " 3.00) /(ELEVATION CHANGE)1 " 0.20 - , »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.335 = ________ • 25 YEAR RAINFALL INTENSITY(INCH/HR( = 2.408 ELEVATION DATA UPSTREAM(FEET) = 45.46 DOWNSTREAM(FEET) = 42.84 SUBAREA Tc AND LOSS RATE DATA(AMC II): FLOW LENGTH(FEET) = 980.00 MANNING'S N = 0.013 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.4 INCHES LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PIPE -FLOW VELOCITY(FEET /SEC.) = 5.54 RESIDENTIAL ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 '5 -7 DWELLINGS /ACRE' D 2.44 0.47 0.50 75 15.34 PIPE- FLOW(CFS) = 37.17 SUBAREA AVERAGE PERVIOUS LOSS RATE. Fp(INCH /HR) = 0.47 PIPE TRAVEL TIME(MIN.) = 2.95 Tc)MIN.) = 18.63 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 37 00 = 2930.00 FEET. SUBAREA RUNOFF(CFS) = 4.77 TOTAL AREA(ACRES) = 2.44 PEAK FLOW RATE(CFS) = 4.77 FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < °_____ :: »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 3 ,»,SAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« « < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE __ ---- . -= = TIME OF CONCENTRATION(MIN.) = 18.63 TOTAL NUMBER OF STREAMS = 3 RAINFALL INTENSITY(INCH /HR) = 2.14 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE AREA- AVERAGED Fm(INCH /HR) = 0.19 TIME OF CONCENTRATIONIMIN.) = 15.34 AREA - AVERAGED Fp(INCH /HR) = 0.49 RAINFALL INTENSITY(INCH /HR) = 2.41 AREA - AVERAGED Ap = 0.39 AREA - AVERAGED Fm(INCH /HR) = 0.23 EFFECTIVE STREAM AREA(ACRES) = 18.02 AREA - AVERAGED Fp)INCH /HR) = 0.47 TOTAL STREAM AREA(ACRES) = 23.01 AREA - AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.17 EFFECTIVE STREAM AREA(ACRES) = 2.44 TOTAL STREAM AREA(ACRES) = 2.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.77 FLOW PROCESS FROM NODE 0.00 TO NODE 37.00 IS CODE = 21 ,8 ,3 Irl 111111 s 1 o 111111 171 Irm7m1 um mill ® _ - - ® ® a will 111111 Date: 11/07/00 File name: FC25AB.P.ES Page 9 Date: 11/07/00 File name: FC25AB.RES Page 10 UPSTREAM ELEVATION(FEET) = 52.41 DOWNSTREAM ELEVATION(FEET) = 49.67 » ,»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< STREET LENGTH(FEET) = 720.00 CURB HEIGHT(INCHES) = 6.0 "USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.. STREET HALFWIDTH(FEET) = 19.00 INITIAL SUBAREA FLOW- LENGTH(FEET) = 910.00 DISTANCE FROM CROWN TO CROSSFALL GPADEBREAKIFEET) = 13.00 ELEVATION DATA: UPSTREAMIFEET) = 53.62 DOWNSTREAM(FEET) = 49.67 INSIDE STREET CP.OSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Tc = K•1(LENGTH 3.00) /)ELEVATION CHANGE)J••0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.622 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 • 25 YEAR RAINFALL INTENSITY(INCH /HP.) = 2.215 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 SUBAREA Tc AND LOSS RATE DATA(AMC I1): Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.73 • "5 -7 DWELLINGS /ACRE" D 2.53 0.47 0.50 75 17.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HP.) = 0.47 STREET FLOW DEPTHIFEET) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 50 HALFSTREET FLOOD WIDTH(FEET) = 17.01 SUBAREA RUNOFF(CFS) = 4.51 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.90 TOTAL AREA(ACRES) = 2.53 PEAK FLOW RATE(CFS) = 4.51 PRODUCT OF DEPTH &VELOCITY(FT /SEC.( = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 6.30 Tc(MIN.) = 18.88 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.125 FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS » »»DESIGNATE INDEPENDENT STREAM FOR. CONFLUENCE « «< LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN = RESIDENTIAL TOTAL NUMBER OF STREAMS = 3 "5 -7 DWELLINGS /ACRE" D 3.23 0.47 0.50 75 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 TIME OF CONCENTRATION(MIN.) = 17.62 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 RAINFALL INTENSITY(INCH /HR) = 2.22 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 5.50 AREA - AVERAGED Fe 'CH /HP.) = 0.24 EFFECTIVE AREA(ACRES) = 4.56 AREA - AVERAGED Fm(INCH/HR) = 0.23 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.56 PEAK FLOW RATE(CFS) = 7.76 EFFECTIVE STREAM AREA(ACRES) . 2.53 y j TOTAL STREAM AREA(ACRES) = 2.53 END OF SUBAREA STREET FLOW HYDRAULICS: PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.51 DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 1.97 DEPTH•VELOCITY(FT /SEC.) = 0.96 , LONGEST FLOWPATH FROM NODE 0.00 TO NODE 37.00 = 1220.00 FEET. FLOW PROCESS FROM NODE 0.00 TO NODE 35.00 IS CODE = 21 /3_ � 4 t • / »»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 "USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ________ _____ "...DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 "...AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< ELEVATION DATA: UPSTREAM(FEET) = 56.00 DOWNSTREAM(FEET) = 52.46 = _- = TOTAL NUMBER OF STREAMS . 3 Tc = K•(ILENGTH• 3.00) /(ELEVATION CHANGE)J••0.20 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.576 TIME OF CONCENTRATION(MIN.) = 18.88 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.712 RAINFALL INTENSITY(INCH /HR) = 2.13 SUBAREA Tc AND LOSS PATE DATA(AMC II): AREA- AVERAGED Fm(INCH/HR) = 0.23 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AREA - AVERAGED Fp(INCH /HP.) = 0.47 LAND USE GROUP (ACRES) (INCH /HP.) (DECIMAL) CN (MIN.) AREA - AVERAGED Ap = 0.50 RESIDENTIAL EFFECTIVE STREAM AREA(ACRES) = 4.56 "5 -7 DWELLINGS /ACRE" D 1 33 0.47 0.50 75 12.58 TOTAL STREAM AREA(ACRES) = 4.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.76 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 2.96 •• CONFLUENCE DATA •• TOTAL AREA(ACRES) = 1.33 PEAK FLOW RATE(CFS) = 2.96 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER )CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 37.05 18.02 2.185 0.49( 0.19) 0.40 17.5 0.00 FLOW PROCESS FROM NODE 35.00 TO NODE 37.00 IS CODE = 61 6 - 4 2.. 1 37.17 18.63 2.142 0.49( 0.19) 0.39 18.0 0.00 1 36.94 20.05 2.050 0.49( 0.19) 0.39 18.9 402.01 "...COMPUTE STREET FLOW TRAVEL TINE THRU SUBAREAccc« 1 36.93 20.05 2.050 0.49) 0.19) 0.39 18.9 0.00 »,» )STANDARD CURB SECTION USED)««< 1 34.43 22.77 1.900 0.49) 0.19) 0.39 19.5 0.00 __ _________ ___ ______________ :_____= ______ ________3 1 37.15 18.29 2.166 0.49) 0.19) 0.39 17.7 0.00 - ® 1 1 111 111111 r ® ® ® - ® - e e ® a - Date: 11/07/00 File name: FC25AB.RES Page 11 Date: 11/07/00 File name: FC25AB.RES Page 12 2 4.51 17.62 2.215 0 47) 0.24) 0.50 2.5 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 3 7.76 18.88 2.125 0.47) 0.23) 0 50 4.6 0.00 SUBAREA PUNOFF(CFS) = 8.34 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATEICFS) = 8.34 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 31 •• PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER »- »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< NUMBER (CFS) (MIN.) (INCH /HP.) )INCH /HR) (ACRES) NODE >. » 'USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)««< 1 48.86 17.62 2 215 0 48) 0.20) 0.42 23.9 0.00 2 49.14 18.02 2.185 0.48) 0.20) 0.42 24.4 0 00 ELEVATION DATA: UPSTREAM(FEET) = 43.15 DOWNSTREAM(FEET) = 42.43 3 49.23 18.29 2.166 0.48( 0.20) 0.42 24.7 0.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 4 49.24 18.63 2.142 0.48) 0.20) 0.42 25.0 0.00 DEPTH OF FLOW IN 21.0 INCH PIPE I5 15.1 INCHES 5 48.52 20.05 2.050 0.48( 0.20) 0.42 26.0 402 01 PIPE -FLOW VELOCITY(FEET /SEC.) = 4.46 6 48.51 20.05 2.050 0.48) 0.20) 0.42 26.0 0.00 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 7 45.05 22.77 1.900 0.48) 0.20) 0.42 26.6 0.00 PIPE- FLOW(CFS) = 8.34 8 49.19 18.88 2.125 0.48( 0.20) 0.42 25.3 0.00 PIPE TRAVEL TIME)MIN.( = 0.67 Tc(MIN.) = 15.12 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 50.00 = 1030.00 FEET. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.24 Tc(MIN.) = 18.63 EFFECTIVE AREA(ACRES) = 25,05 AREA- AVERAGED Fm(INCH /HR) = 0.20 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 AREA- AVERAGED Fp(INCH /HRI = 0.48 AREA - AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 30.10 » »'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< LONGEST FLOWPATH FROM NODE 402.01 TO NODE 37.00 = 2930.00 FEET. ____ ------- _____ _ ___ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: FLOW PROCESS FROM NODE 37.00 TO NODE 90 00 IS CODE = 31 TIME OF CONCENTRATION(MIN.) = 15.12 RAINFALL INTENSITY(INCH/HR) = 2.43 »»'COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« s AREA - AVERAGED Fm(INCH /HRI = 0.23 »»'USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «' « AREA- AVERAGED Fp(INCH /HR) = 0.47 _____ _____ = AREA- AVERAGED Ap = 0.50 ELEVATION DATA: UPSTREAM(FEET) = 41.50 DOWNSTREAMIFEET) = 41.14 EFFECTIVE STREAM AREA(ACRES) = 4.10 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 TOTAL STREAM AREA(ACRES) = 4.10 DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.7 INCHES PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.34 PIPE -FLAW VELOCITY(FEET /SEC.) = 6.81 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 49.24 FLOW PROCESS FROM NODE 0.00 TO NODE 50.00 IS CODE = 21 / 3.141 PIPE TRAVEL TIME'" N.) = 0.22 Tc(MIN.) = 18.85 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 90.00 = 3020.00 FEET. »»'RATIONAL METHOD INITIAL SUBAREA ANALYSIS «c« »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 10 INITIAL SUBAREA FLOW- LENGTH(FEET) = 720.00 ELEVATION DATA: UPSTREAMIFEET) = 61.30 DOWNSTREAM(FEET) = 51.96 ,'»»MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK 4 1 <s«< _ _ _ _ _ _ __ __ _______________ _ = Tc = K 3.001 /(ELEVATION CHANGE)I SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.891 • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.672 FLOW PROCESS FROM NODE 0.00 TO NODE 40.00 IS CODE = 21 f -3 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc »»'RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CM (MIN.) »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« RESIDENTIAL _ _ ___ '5 -7 DWELLINGS /ACRE' D 4.69 0.47 0.50 75 12.89 INITIAL SUBAREA FLOW- LENGTH(FEET) = 850.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 ELEVATION DATA: UPSTREAM(FEET) = 61.30 DOWNSTREAM(FEET) = 52.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 10.29 Tc = K•((LENGTH 3.001 /(ELEVATION CHANGE)] TOTAL AREA(ACRES) = 4.69 PEAK FLOW RATE(CFS) = 10.29 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.448 • 25 YEAR RAINFALL INTENSITY(INCH /HP.) = 2.495 SUBAREA Tc AND LOSS RATE DATA(AMC II): FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) » »,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< RESIDENTIAL =____________ _ == ____ __ ____________________ '5 -7 DWELLINGS /ACRE• D 4.10 0.47 0.50 75 14.45 TOTAL NUMBER OF STREAMS = 3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fm(INCH/HR) = 0.47 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ■ ® ® 111111 ® 1 111111 111111 111111 111111 111111 111111 111111 111111 111111 111111 111111 Date: 11/07/00 File name. FC25AB.PES Page 13 Date: 11/07/00 File name: FC25AB.RES Page 14 TIME OF CONCENTRATION(MIN.) = 12.89 RAINFALL INTENSITY(INCH /HR) = 2.67 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA- AVERAGED Fm(INCH /HR) = 0.23 PEAK FLOW RATE(CFS) = 21.69 Tc(MIN.) = 12.89 AREA - AVERAGED Fp(INCH /HR) = 0.47 EFFECTIVE AREA(ACRES) = 9.78 AREA- AVERAGED Fm(INCH'HR) = 0.23 AREA - AVERAGED Ap = 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0 50 EFFECTIVE STREAM AREA(ACRES) = 4.69 TOTAL APEA(ACRES) = 10.49 TOTAL STREAM AREA(ACRES) = 4.69 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 50.00 = 1030.00 FEET. PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.29 FLOW PROCESS FROM NODE 50.00 TO NODE 70.00 IS CODE = 31 FLOW PROCESS FROM NODE 0.00 TO NODE 50.00 IS CODE = 21 0<. S- - - -- » » ,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA",, »» ,RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < » »,USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ____ ... __ _ ____________ - - - -- ELEVATION DATA UPSTREAM(FEET) = 43.98 DOWNSTREAM(FEET) = 42.43 INITIAL SUBAREA FLOW- LENGTH(FEET) = 610.00 FLOW LENGTH(FEET) = 310.00 MANNING'S N = 0.013 ELEVATION DATA UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) = 51 95 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.21 Tc = K•((LENGTH 3.001 /(ELEVATION CHANGE)(• "0.20 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.726 PIPE - FLOW(CFS) = 21.69 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.573 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 13.72 SUBAREA Tc AND LOSS RATE DATA(AMC II): LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1340.00 FEET. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.( RESIDENTIAL FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 10 "5 -7 DWELLINGS /ACRE" D 1.70 0 47 0.50 75 13 73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 ""'MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK 4 2 « «< SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 - - - -__ _______ ____ SUBAREA RUNOFF(CFS) = 3.58 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 3.58 FLOW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 //,.. FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE _ 1 "RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« < _ ____ s »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1060.00 = ELEVATION DATA UPSTREAM(FEET) = 55.70 DOWNSTREAM(FEET) = 49.80 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE Tc = K•((LENGTH•" 3.00) /(ELEVATION CHANGE(]• "0.20 TIME OF CONCENTRATION(MIN.( = 13 73 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.822 RAINFALL INTENSITY(INCH /HR) = 2.57 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.200 AREA - AVERAGED Fm(INCH/HR) = 0.23 SUBAREA Tc AND LOSS RATE DATA(AMC II): AREA - AVERAGED FpIINCH /HR) = 0.47 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AREA- AVERAGED Ap = 0.50 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) EFFECTIVE STREAM AREA(ACRES) = 1.70 RESIDENTIAL TOTAL STREAM ARF *(ACRES) = 1.70 "5 -7 DWELLINGS /ACRE• D 2.55 0.47 0.50 75 17.82 PEAK FLOW RATEt_ 3) AT CONFLUENCE = 3.58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 •" CONFLUENCE DATA •• SUBAREA RUNOFF(CFS) = 4.51 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 2.55 PEAK FLOW RATE(CFS) = 4.51 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HP.) (ACRES) NODE 1 8 34 15.12 2.428 0 47( 0.23( 0.50 4.1 0.00 2 10 29 12.89 2.672 0.47( 0.23) 0.50 4.7 0.00 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 3 3.58 13.73 2.573 0.47( 0.23) 0.50 1.7 0.00 » »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE,« « RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO = _ CONFLUENCE FORMULA USED FOR 3 STREAMS. TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE •• PEAK FLOW RATE TABLE •• TIME OF CONCENTRATION(MIN.) = 17.82 STREAM Q Tc Intensity Pp(Pm) Ap Ae HEADWATER RAINFALL INTENSITYIINCH /HRI = 2.20 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE AREA- AVERAGED Fm(INCH /HRI = 0.23 1 21.69 12.89 2.672 0.471 0.23) 0.50 9.8 0.00 AREA - AVERAGED Fp(INCH /HR) = 0.47 2 20.95 15.12 2.428 0.47( 0.23) 0.50 10.5 0.00 AREA- AVERAGED Ap = 0.50 3 21.52 13.73 2.573 0.47( 0.23) 0.50 10.1 0.00 EFFECTIVE STREAM AREA(ACRES) = 2.55 tril 111111 111111 1 111111 111111 ® w 1 MI 111111 111111 111111 Date: 11/07/00 File name: FC25AB.RES Page 15 Date: 11/07 /00 File name: FC25AB.RES Page 16 TOTAL STREAM AREA(ACRES) = 2 55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.51 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 11 » »»CONFLUENCE MEMORY BANK 4 2 WITH THE MAIN- STREAM MEMORY «c<c FLOW PROCESS FROM NODE 0.00 TO NODE 70,00 IS CODE = 21 /✓ 7 . -___ _ _ -____ »> »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< •• MAIN STREAM CONFLUENCE DATA •• »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE INITIAL SUBAREA FLOW- LENGTH(FEETI = 850.00 1 9.24 15.13 2.427 0.47( 0.24) 0.50 4 7 0 00 ELEVATION DATA: UPSTREAM(FEET1 = 56.70 DOWNSTREAM(FEET) = 49.80 2 8.97 17.82 2.200 0.47) 0.24) 0.50 5.1 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. Tc = 1011LENGTH" 3.00) /)ELEVATION CHANGEII••0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.130 •• MEMORY BANK 4 2 CONFLUENCE DATA •• ' 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.427 STREAM Q Tc Intensity Fp(Fml Ap Ae HEADWATER SUBAREA Tc AND LOSS RATE DATA(AMC II): NUMBER (CFS) (MIN.1 (INCH /HR) (INCH /HP.1 (ACRES) NODE DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 1 21.69 13.72 2.574 0.471 0.23) 0.50 9.8 0.00 LAND USE GROUP (ACRES) (INCH /HP.) (DECIMAL) CN (MIN.) 2 21.52 14.56 2.484 0.47) 0.23) 0.50 10.1 0.00 RESIDENTIAL 3 20.95 15.96 2.351 0.47( 0.23) 0.50 10.5 0.00 '5 -7 DWELLINGS /ACRE• D 2.52 0.47 0.50 75 15.13 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 0.00 FEET. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 •• PEAK FLOW RATE TABLE •• SUBAREA RUNOFF(CFS) = 4.97 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) = 4 97 NUMBER (CFS) (MIN.) 1/NCH/HR) (INCH /HR) (ACRES) NODE 1. 30.53 15.13 2.427 0.47( 0.23) 0.50 15.0 0.00 2 28.43 17.82 2.200 0.47( 0.231 0.50 15.6 0.00 FLOW PROCESS FROM NODE 70.00 TO NODE 70 00 IS CODE = 1 3 30.63 13.72 2.574 0.47) 0.24) 0.50 14.0 0.00 4 30.64 14.56 2.484 0.47( 0.23) 0.50 14.6 0.00 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< 5 30.11 15.96 2.351 0.471 0.23) 0.50 15.3 0.00 » »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« ' TOTAL APEA(ACRES) = 15.56 = TOTAL NUMBER. OF STREAMS = 2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: PEAK FLOW RATE(CFS) = 30.64 Tc1MIN.) = 14.559 TIME OF CONCENTRATION(MIN.) = 15.13 EFFECTIVE APEA(ACRES) = 14.62 AREA - AVERAGED Fm(INCH/HR) = 0.23 RAINFALL INTENSITY)INCH /HR) = 2 43 AREA- AVERAGED FpIINCH /HRI = 0.47 AREA- AVERAGED Ap = 0.50 AREA - AVERAGED Fm(INCH /HR) = 0.23 TOTAL AREA(ACRES) = 15.56 AREA - AVERAGED FpIINCH /HRI = 0.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.52 TOTAL STREAM AREA(ACRES) = 2.52 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.97 »»,CLEAR MEMORY BANK 4 2 « «< •• CONFLUENCE DATA •• ___ = = = =s = = = == __ - -_ -_ __ STREAM Q Tc Intensity Fp(Fml Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HP.) (INCH /HR) (ACRES) NODE 1 4.51 17.82 2.200 0.471 0.23) 0.50 2.5 0.00 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 2 4.97 15.13 2.427 0.47( 0.23) 0.50 2 5 0.00 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO s - = == = s=== = =____________ = = = = =s= = = = =______ CONFLUENCE FORMULA USED FOR 2 STREAMS. TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: •• PEAK FLOW RATE TABLE •• TIME OF CONCENTRATION(MIN.) = 14.56 STREAM 0 Tc Intensity Fp(Fml Ap Ae HEADWATER. RAINFALL INTENSITY(INCH /HR) = 2.48 NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE AREA- AVERAGED Fm(INCH /HR) = 0.23 1 8.9. 17.82 2.200 0.471 0.241 0.50 5.1 0.00 AREA- AVERAGED Fp(INCH /HRI = 0.47 2 9.24 15.13 2.427 0.471 0.24) 0.50 4.7 0.00 AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 14.62 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TOTAL STREAM AREA(ACRES) = 15.56 PEAK FLOW RATE(CFS) = 9.24 Tc(MIN.) = 15.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.64 EFFECTIVE AREA(ACRES) - 4.68 AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA- AVERAGED Fp(INCH/HR) = 0.47 AREA - AVERAGED Ap = 0.50 JJ�� TOTAL AREA(ACRES) = 5.07 FLOW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 4 - 8 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. » »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« III, 111111 • 1 e 1® 111111 111111 1 r 1®- 111111 Date: 11/07/00 File name: FC25AB.RES Page 17 Date: 11 /07(00 File name: FC25AB.RES Page 18 "USE TIME- OF- CONCENTPATION NOMOGRAPH FOR INITIAL SUBAREA« --=-=.-..-.--.-=-=---...=-= INITIAL SUBAREA FLOW- LENGTH(FEET1 = 310.00 FLOW PROCESS FROM NODE 70.00 TO NODE 90 00 IS CODE = 31 ELEVATION DATA UPSTREAM(FEET) = 52.56 DOWNSTREAM(FEET) = 49 80 »s "COMPOTE PIPE -FLOW TRAVEL TIME TNRU SUBAREA« «< Tc = K 3.00) /(ELEVATION CHANGE)1••0.20 >. »»USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 9.922 = • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.126 ELEVATION DATA: UPSTREAM(FEET) = 42.41 DOWNSTREAM(FEET) = 42.12 SUBAREA Tc AND LOSS RATE DATA(AMC I1): FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.5 INCHES LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PIPE -FLOW VELOCITY(FEET /SEC.) = 4.71 RESIDENTIAL ESTIMATED PIPE DIAM£TER(INCH) = 39.00 NUMBER OF PIPES = 1 ' 5 -7 DWELLINGS /ACRE• D 0.51 0.47 0.50 75 9.92 PIPE- FLOW(CFS) = 31.71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HRI = 0.47 PIPE TRAVEL TIMEIMIN.1 = 0.53 Tc)MIN.1 = 14.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION. Ap = 0.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 1.33 FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 11 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 »»»CONFLUENCE MEMORY BANK 4 1 WITH THE MAIN- STREAM MEMORY« «< __ __ _ ".......=.... » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « <« » » »AND COMPUTE VARIOUS CONFLVENCED STREAM VALUES«« < - •• MAIN STREAM CONFLUENCE DATA •• ________ ` - - -° STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL NUMBER OF STREAMS = 2 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 28.71 10.46 3.029 0.47( 0.24) 0.50 10.7 0.00 TIME OF CONCENTRATION(MIN.1 = 9.92 2 31.71 14.25 2.516 0.47) 0.24) 0.50 14.5 0.00 RAINFALL INTENSITY(INCH /HRI = 3.13 3 31.68 15.09 2.431 0.47( 0.23) 0.50 15.1 0.00 AREA - AVERAGED Fm)INCH /HR) = 0.23 4 31.54 15.66 2.377 0.47( 0.23) 0.50 15.5 0.00 AREA- AVERAGED Fp(INCH /HR) = 0.47 5 31.08 16.49 2.305 0.47( 0.23) 0.50 15.8 0.00 AREA - AVERAGED Ap = 0.50 6 29.33 18.36 2.161 0.471 0.23) 0.50 16.1 0.00 EFFECTIVE STREAM AREA(ACRES) = 0.51 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1 33 •• MEMORY BANK R 1 CONFLUENCE DATA •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER •• CONFLUENCE DATA •• NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HRI (ACRES) NODE STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER 1 40.86 17.84 2.199 0.48) 0.20) 0.42 23.9 0.00 NUMBER (CFS) (MIN.) (INCH /HP) (INCH /HR) (ACRES) NODE 2 49.14 18.25 2.169 0.481 0.20) 0.42 24.4 0.00 1 30.53 15.13 2.427 0.47( 0.231 0.50 15.0 0.00 3 49.23 18.51 2.151 0.48( 0.20) 0.42 24.7 0.00 1 28.43 17.82 2.200 0.47( 0.23) 0.50 15.6 0.00 4 49.24 18.85 2.127 0.48( 0.20) 0.42 25.0 0.00 1 30.63 13.72 2.574 0.47( 0.24) 0.50 14.0 0.00 5 49.19 19.10 2.111 0.48) 0.20) 0.42 25.3 0.00 1 30.64 14.56 2.484 0.47) 0.23) 0.50 14.6 0.00 6 48.52 20.27 2.036 0.48) 0.20) 0.42 26.0 402.01 1 30.11 15.96 2.351 0.47( 0.23) 0.50 15.3 0.00 7 48.51 20.27 2.036 0.48( 0.20) 0.42 " 26.0 0.00 2 1.33 9.92 3.126 0.47( 0.23) 0.50 0.5 0.00 8 45.05 22.99 1.888 0.48) 0.20) 0.42 26.6 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 0.00 FEET. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •• STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER •• PEAK FLOW PATE TABLE •• NUMBER (CFI) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1 69.29 10.46 3.029 0.48( 0.22) 0.46 24.7 0.00 NUMBER (CFSI (MIN.) (INCH /HR) (INCH /HR1 (ACRES) NODE 2 76.95 14.25 2.516 0.48) 0.22) 0.46 33.6 0.00 1 31.71 13.72 2.574 0.47) 0.24) 0.50 14.5 0.00 3 77.82 15.09 2.431 0.48( 0.22) 0.46 35.3 0.00 2 31.68 14.56 2.484 0.471 0.23) 0.50 15,1 0.00 4 78.27 15.66 2.377 0.48( 0.22) 0.46 36.4 0.00 3 31.54 15.13 2.427 0.47( 0.23) 0.50 15.5 0.00 5 78.65 16.49 2.305 0.48( 0.22) 0.46 37.9 0.00 4 31.08 15.96 2.351 0.47( 0.23) 0.50 15.8 0 00 6 78.50 18.36 2.161 0.48( 0.22) 0.45 40.6 0.00 5 29.33 17.82 2.200 0.47) 0.23) 0.50 16.1 0.00 7 78.67 17.84 2.199 0.48( 0.22) 0.45 39.9 0.00 6 28.71 9.92 3.126 0.47( 0.24) 0.50 10.7 0.00 8 78.57 18.25 2.169 0.48( 0.22) 0.45 40 4 0.00 9 78.40 18.51 2.151 0.48( 0.221 0.45 40.8 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 10 78.05 18.85 2.127 0.48( 0.22) 0.45 41.1 0.00 PEAK FLOW RATE(CFS) = 31.71 Tc(MIN.1 = 13.72 11 77.75 19.10 2.111 0.48( 0.221 0.45 41.3 0.00 EFFECTIVE AREA(ACRES) = 14.54 AREA - AVERAGED Fm(INCH /HR) = 0.24 12 75.95 20.27 2.036 0.48( 0.22) 0.45 42.1 402.01 AREA - AVERAGED Fp(INCH /HRI = 0.47 AREA - AVERAGED Ap = 0.50 13 75.94 20.27 2.036 0.48) 0.22) 0.45 42.1 0.00 TOTAL AREA(ACRES' 16.07 14 70.23 22.99 1.888 0.481 0.22) 0.45 42.7 0.00 LONGEST FLOWPATH FROM NODE ' 0.00 TO NODE 70.00 = 1060.00 FEET. TOTAL AREA(ACRES) = 46.17 111111 111111 1 1 111111 111111 urn Irin urn ® Imo um 111111 1 ® 1 1 111111 111111 Date: 11/07/00 File name: FC25AB RES Page 19 Date. 11/07/00 File name: FC25AB.RES Page 20 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH /HR) = 0 47 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 PEAK FLOW RATE(CFS) = 78 67 TC(MIN.1 = L7 842 SUBAREA AREA(ACRESI = 1.53 SUBAREA RUNOFF(CFS) = 3.12 EFFECTIVE AREA(ACRES) = 39.89 AREA - AVERAGED Fm)INCH,HP) = 0 22 EFFECTIVE AREA(ACRES) = 4.05 AREA- AVERAGED Fm)INCH /HR) = 0.23 AREA- AVERAGED Fp(INCM /HR) = 0.48 AREA - AVERAGED Ap = 0 45 AREA - AVERAGED Fp(INCH /HRI = 0.47 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 46.17 TOTAL AREA(ACPES) = 4.05 PEAK FLOW RATE(CFS) = 8.27 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90 00 = 1210.00 FEET. FLOW PROCESS FROM NODE 80 00 TO NODE 90.00 IS CODE = 31 FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 12 "COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »»CLEAR MEMORY BANK 4 1 ««< »»,USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« «< ____ __= = = ELEVATION DATA: UPSTREAM(FEET) _ 41.60 DOWNSTREAM(FEET) = 41.10 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1 DEPTH OF FLOW IN 21.0 INCH PIPE I5 13.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.1 = 4.88 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ESTIMATED PIPE DIAMETERIINCHI = 21.00 NUMBER OF PIPES = 1 _- ____ = = = ==z = PIPE- FLOW(CFS) = 8.27 TOTAL NUMBER OF STREAMS = 2 PIPE TRAVEL TIMEIMIN.I = 0.34 Tc)MIN.) = 14.72 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 680.00 FEET. TIME OF CONCENTRATI0N(MIN.1 = 17.84 RAINFALL INTENSITY(INCH /HR) = 2.20 AREA- AVERAGED Fm(INCH /HR) = 0.22 FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1 AREA - AVERAGED Fp(INCH /HRI = 0.48 AREA - AVERAGED Ap = 0.45 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «c EFFECTIVE STREAM AREA(ACRES) = 39.89 » »SAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL STREAM AREA(ACRES) = 46.17 = __ __ PEAK FLOW RATE(CFSI AT CONFLUENCE = 78.67 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMIN.) = 14.72 FLOW PROCESS FROM NODE 0.00 TO NODE 80.00 IS CODE = 21 �.■ /9 / RAINFALL INTENSITY(INCH /HRI = 2.47 AREA- AVERAGED Fm)INCH /HR) = 0.23 »,»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< AREA- AVERAGED Fp(INCH /HRI = 0.47 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.05 INITIAL SUBAREA FLOW - LENGTH(FEET) = 580.00 TOTAL STREAM AREA(ACRES) = 4.05 ELEVATION DATA: UPSTREAM(FEET) = 52.50 DOWNSTREAM(FEET) = 49.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.27 Tc = K•I(LENGTH " 3.001 /(ELEVATION CHANGE)) "0.20 "" CONFLUENCE DATA "" SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.376 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER • 25 YEAR RAINFALL INTENSITY)INCH /HR) = 2.503 NUMBER ICES) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA Tc AND LOSS RATE DATA(AMC I1): 1 69.29 10.46 3.029 0.48) 0.221 0.46 24.7 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap ICS Tc 1 76.95 14 25 2.516 0.481 0.22) 0.46 33.6 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 1 77.82 15.09 2.431 0.48) 0.22) 0.46 35.3 0.00 RESIDENTIAL 1 78.27 15.66 2.377 0.48( 0.22) 0.46 36.4 0.00 '5 -7 DWELLINGS /ACRE' D 2.52 0.47 0.50 75 14.38 1 78.65 16.49 2.305 0.48( 0.22) 0.46 37.9 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 1 78.50 18.36 2.161 0.48) 0.22) 0.45 40.6 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 78.67 17.84 2.199 0.48) 0.22) 0.45 39.9 0.00 SUBAREA RUNOFF(CFS) = 5.14 1 78.57 18.25 2.169 0.48( 0.22) 0.45 40.4 0.00 TOTAL AREA(ACRES) = 2.52 PEAK FLOW PATE(CFS) = 5.14 1 78.40 18.51 2.151 0.48( 0.22) 0.45 40.8 0.00 1 78.05 18.95 2.127 0.48( 0.22) 0.45 41.1 0.00 1. 77.75 19.10 2.111 0.48( 0.22) 0.45 41.3 0.00 FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 Q m./ / Q " 2 1 75.95 20.27 2.036 0.48( 0.22) 0.45 42.1 402.01 1 75.94 20.27 2.036 0.48) 0.22) 0.45 42.1 0.00 » ,»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 1 70.23 22.99 1.888 0.48( 0.22) 0.45 42.7 0.00 _ _ ______ _ _ = 2 8.27 14.72 2.468 0.47) 0.23) 0.50 4.1 0.00 MAINLINE Tc(MINI = 14.38 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.503 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA LOSS PATE DATA(AMC III: CONFLUENCE FORMULA USED FOR 2 STREAMS. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS • LAND USE GROUP (ACRES) (INCH /HRI (DECIMAL) CN "" PEAK FLOW RATE TABLE " RESIDENTIAL STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER ' 5 -7 DWELLINGS /ACRE' D 1.53 0.47 0.50 75 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR1 (ACRES) NODE 111111 111111 ® 1 111111 111111 11271 ® ® 1 ' 111111 111111 1 ® ® 1 1 Date: 11/07/00 File name: FC25AB.RES Page 21 Date: 11/07/00 File name_ FC25AB.RES Page 22 1 76.64 10.46 3.029 0.48( 0.221 0.46 27 5 0.00 TOTAL AFEA(ACRES) = 1.50 PEAK FLOW RATEICFS) = 3.94 2 85.13 14.25 2.516 0.48( 0.22) 0.46 37.6 0.00 3 85.95 15.09 2.431 0.481 0.22) 0.46 39 4 0.00 4 86.21 15.66 2 377 0 48( 0.22) 0.46 40 5 0.00 FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 31 5 86.32 16.49 2.305 0 481 0.22) 0.46 41.9 0.00 6 85.94 17.84 2.199 0.48( 0.22) 0.46 43.9 0.00 , ,,, , COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < 7 85.73 18.25 2.169 0.48( 0.22) 0.46 44.5 0 00 » »»USING COMPUTER- ESTIMATED PIPESIZE )NON- PRESSURE FLOW) 8 85.63 18.36 2.161 0 48( 0.22) 0.46 44.6 0.00 9 85.49 18.51 2.151 0.48) 0.22) 0.46 44.8 0.00 ELEVATION DATA: UPSTREAM(FEET) . 46.18 DOWNSTREAM(FEET) . 45.25 10 85.05 18.85 2.127 0.48) 0.22) 0.46 45.2 0.00 FLOW LENGTH(FEET) = 190.00 MANNING'S N _ 0.013 11 84.70 19.10 2.111 0.48( 0.22) 0.46 45 4 0.00 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 12 82.62 20.27 2.036 0.48) 0.22) 0.45 46.2 402.01 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.7 INCHES 13 82.61 20.27 2.036 0.48( 0.22) 0.45 46.2 0 00 PIPE -FLOW VELOCITY(FEET /SEC.) = 4.07 14 76.35 22.99 1.888 0.48( 0.22) 0.46 46.7 0.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 15 85.70 14.72 2.468 0.48( 0.22) 0.46 38.6 0.00 PIPE- FLOW(CFS) = 3.94 PIPE TRAVEL TIME(MIN.1 = 0.78 Tc(MIN.1 = 10.54 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: LONGEST FLOWPATH FROM NODE 0.00 TO NODE 110.00 = 510.00 FEET. PEAK FLOW RATE(CFS) = 86.32 TC(MIN.) = 16.49 EFFECTIVE AREA(ACRES) = 41.94 AREA - AVERAGED Fm(INCH /HR) = 0.22 AREA - AVERAGED Fp)INCH /HR) = 0.48 AREA - AVERAGED Ap = 0.46 : FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 I5 CODE = 1 TOTAL AREA(ACRES) = 50.22 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< s TOTAL NUMBER OF STREAMS = 2 FLOW PROCESS FROM NODE 90.00 TO NODE 140.00 IS CODE = 31 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMIN.) = 10.54 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«<« RAINFALL INTENSITY(INCH /HR) = 3.01 » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< AREA- AVERAGED Fm(INCH /HR) = 0.23 _ _ =s = == AREA - AVERAGED Fp(INCH /HR1 = 0.47 ELEVATION DATA: UPSTREAM(FEET) = 41.10 DOWNSTREAM(FEET) = 40.64 AREA - AVERAGED Ap = 0.50 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 EFFECTIVE STREAM AREA(ACRES) = 1.50 DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.3 INCHES TOTAL STREAM AREA(ACRES) = 1.50 PIPE -FLOW VELOCITYIFEET /SEC.) = 7.01 PEAK FLOW RATE(CFSI 4T CONFLUENCE = 3.94 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 ) PIPE- FLOW(CFS) = 86.32 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 16.86 FLOW PROCESS FROM NODE 0.00 TO NODE 110.00 IS CODE = 21 45..)16; LONGEST FLOWPATN FROM NODE 0.00 TO NODE 140.00 = 1365.00 FEET. »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.. FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 10 =__ ____ ____ -= _- _______'__ INITIAL SUBAREA FLOW- LENGTH(FEET) = 710.00 » »»MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK F 1 ««< ELEVATION DATA: UPSTREAM(FEET1 = 57.00 DOWNSTREAM(FEET) = 51.38 ........ Tc = K•IILENGTH• 3.00) /)ELEVATION CHANGEI) SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 14.150 FLOW PROCESS FROM NODE 0.00 TO NODE 100.00 IS CODE = 21 45 _ l,' • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.527 SUBAREA Tc AND LOSS RATE DATA(AMC II): » »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap ICS To »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) = s= = == =_.____ _ = RESIDENTIAL INITIAL SUBAREA FLOW- LENGTH)FEET1 = 320.00 '5 -7 DWELLINGS /ACRE' D 1.92 0.47 0.50 75 14.15 ELEVATION DATA: UPSTREAM(FEET) = 56.30 DOWNSTREAM(FEET) = 53.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0 47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 Tc = K 3.00) /(ELEVATION CHANGE))' SUBAREA RUNOFF(CFS) = 3.96 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.763 TOTAL AP.EAIACRES) = 1.92 PEAK FLOW RATEICFS) _ 3.96 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.157 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ ICS SOIL AREA Fp Ap SCS Tc FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 LAND USE GROUP (ACRES) )INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL r»> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE.... '5 -7 DWELLINGS /ACRE' D 1.50 0.47 0.50 75 9.76 » »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES< «< SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HP.) = 0.47 =__._ ===== s = = = = =___. ______________ == ==s= .____ =. == .s == = = =_ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 TOTAL NUMBER OF STREAMS = 2 SUBAREA RUNOFF(CPS) = 3.94 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 APE: - - r 111111 11991 111111 r _ S e i - 1 ® ® ® fir' Date: 11/07/00 File name: FC25AB.RES Page 23 Date: 11/07/00 File name: FC25AB.RES Page 24 TIME OF CONCENTRATION(MIN.) = 14.15 RAINFALL INTENSITY(INCH /HP.) = 2.53 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< AREA- AVERAGED Fm(INCH /HRI = 0.23 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« AREA - AVERAGED Fp(INCH /HR) = 0.47 = AREA - AVERAGED Ap = 0.50 INITIAL SUBAREA FLOW- LENGTH(FEETI = 390.00 EFFECTIVE STREAM AREA(ACRES) = 1.92 ELEVATION DATA: UPSTPEAMIFEET) = 52.55 DOWNSTREAM(FEET) = 51 22 TOTAL STREAM AREA(ACRES) = 1.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.96 Tc = K•)ILENGTH•• 3 001 /)ELEVATION CHANGE)1••0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.973 •• CONFLUENCE DATA •• • 25 YEAR RAINFALL INTENSITY(INCH/HP.) = 2.662 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER SUBAREA Tc AND LOSS RATE DATAIAMC II): NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 1 3.94 10.54 3.015 0.47) 0.23) 0.50 1 5 0.00 LAND USE GROUP )ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 2 3.96 14.15 2.527 0.47) 0.23! 0.50 1.9 0.00 RESIDENTIAL "5 -7 DWELLINGS /ACRE" D 0.55 0.47 0.50 75 12.97 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO SUBAREA AVERAGE PERVIOUS LOSS RATE, FpIINCH /HR) = 0.47 CONFLUENCE FORMULA USED FOR 2 STREAMS. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap s 0.50 SUBAREA RUNOFFICFS) = 1.20 •• PEAK FLOW PATE TABLE •• TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 1.20 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HP,) (INCH /HR) (ACRES) NODE 1 7.52 10.54 3.015 0.47) 0.23) 0.50 2,9 0.00 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 2 7.21 14.15 2.527 0.471 0.23) 0.50 3.4 0.00 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««c COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ___ _ . s--- s- - - -=_. == .= =s.= =s =.. PEAK FLOW RATE(CFS) = 7,52 Tc(MIN.1 = 10.54 TOTAL NUMBER OF STREAMS = 3 EFFECTIVE AREA(ACRES) = 2.93 AREA- AVERAGED Fm(INCH /HRI = 0.23 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 TIME OF CONCENTRATION(MIN.) = 12.97 TOTAL AREA(ACRES) = 3.42 RAINFALL INTENSITY(INCH /HRI = 2.66 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 110.00 = 710.00 FEET. AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 31 EFFECTIVE STREAM AREA(ACRES) = 0.55 TOTAL STREAM AREA(ACRES) = 0.55 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.20 »»»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ....< ELEVATION DATA: UPSTREAM(FEET) = 45.22 DOWNSTREAM(FEET) = 44.97 FLOW PROCESS FROM NODE 0.00 TO NODE 120.00 IS CODE = 21 g ,./8 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< PIPE -FLOW VELOCITY(FEET /SEC.) = 4.79 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ESTIMATED PIPE DIAMETERIINCH) = 21.00 NUMBER OF PIPES = 1 = = === _ = = =s== 3O= = ` '_ PIPE- FLOWICFS) = 7.52 INITIAL SUBAREA FLOW- LENGTHIFEET) = 500.00 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.72 ELEVATION DATA: UPSTREAMIFEET) = 55.40 DOWNSTREAM(FEETI = 51.28 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 120.00 = 760.00 FEET. Tc = K•)(LENGTH 3.001 /(ELEVATION CHANGE)1• SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.200 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.762 SUBAREA Tc AND LOSS RATE DATAIAMC I1(: » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ..=_........= . s - - -= LAND USE GROUP (ACRES) (INCH /HRI (DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: "5 -7 DWELLINGS /ACRE" D 0.87 0.47 0.50 75 12.20 TIME OF CONCENTRATION(MIN.) = 10.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, FpIINCH /HR) = 0.47 RAINFALL INTENSITY(INCH/HR) = 2.99 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA - AVERAGED Fm(INCH/HR) = 0.23 SUBAREA RUNOFF(CFS) = 1.98 AREA- AVERAGED Fp(INCH /HR) = 0.47 TOTAL AREA(ACRES) = 0.87 PEAK FLOW RATEICFS) = 1.98 AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) • 2.93 TOTAL STREAM AREA(ACRES) = 3.42 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE s 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.52 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< FLOW PROCESS FROM NODE 0.00 TO NODE 120.00 IS CODE = 21 B /7 /I� I = ___._. =..=s =__ . s . ...._..._. =a= ..... s=sm. ®® 1 1 111111 112 111111 x_ 1-- 1 1 1 1 1 1 Date: 11/07/00 File name: FC25AB.RES ^_ Page 25 Date: 11/07/00 File name: FC25AB.RES Page 26 TOTAL NUMBER OF STREAMS = 3 4 10.12 15.68 2.376 0.471 0.23) 0.50 4.8 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: LONGEST FLOWPATH FROM NODE 0 00 TO NODE 140.00 = 1170 00 FEET. TIME OF CONCENTRATION(MIN.) = 12.20 RAINFALL INTENSITY(INCH /HR) = 2.76 " MEMORY BANK 4 1 CONFLUENCE DATA " AREA - AVERAGED Fm1INCH /HR) = 0.23 STREAM 0 Tc Intensity Fp)Fm1 Ap Re HEADWATER AREA - AVERAGED Fp)INCH /HR) = 0.47 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE AREA- AVERAGED Ap = 0.50 1 /6.64 10.83 2.966 0.481 0.22) 0.46 27.5 0 00 EFFECTIVE STREAM AREA(ACRES) = 0.87 2 R5.13 14.62 2.477 0.48( 0.22) 0.46 37.6 0.00 TOTAL STREAM AREAIACRES) = 0.87 3 85.70 15.09 2.431 0.48( 0.22) 0.46 38.6 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.98 4 85.95 15.46 2.396 0.481 0.22) 0.46 39.4 0.00 5 86.21 16.03 2.345 0.48) 0.22) 0.46 40.5 0.00 " CONFLUENCE DATA " 6 86.32 16.86 2.275 0.48) 0.22) 0.46 41.9 0.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 7 85.94 18.21 2.172 0.48) 0.22) 0.46 43.9 0.00 NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HP,1 (ACRES) NODE 8 85.73 18.61 2.143 0.48) 0.22) 0.46 44.5 0.00 1 7.52 10.72 2.985 0.47) 0.23) 0.50 2.9 0.00 9 85.63 18.73 2.136 0.481 0.22) 0.46 44.6 0.00 1 1.21 14.33 2.508 0.471 0.23) 0.50 3.4 0.00 10 85.49 18.87 2.126 0.48( 0.221 0.46 44.8 0.00 2 1.20 12.97 2.662 0.471 0.23) 0.50 0.6 0.00 11 85.05 19.22 2.103 0.48( 0.22) 0.46 45.2 0.00 3 1.98 12.20 2.762 0.471 0.23) 0.50 0 9 0.00 12 84.70 19.47 2.087 0.481 0.22) 0.46 45.4 0.00 13 82.62 20.64 2.015 0.481 0.22) 0.45 46.2 402.01 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 14 82.61 20.64 2.014 0.481 0.22) 0.45 46.2 0.00 CONFLUENCE FORMULA USED FOR 3 STREAMS. 15 76.35 23.36 1.870 0.48( 0.22) 0.46 46.7 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 0.00 FEET. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER " PEAK FLOW RATE TABLE " NUMBER ICFSI (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1 10.54 10.72 2.985 0.47( 0.23) 0.50 4.1 0.00 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 2 10.43 12.97 2.662 0.47) 0.23) 0.50 4.7 0.00 1 89.95 12.07 2.780 0.48( 0.22) 0.47 35.0 0.00 3 10.12 14.33 2.508 0.47( 0.23) 0.50 4.8 0.00 2 93.28 13.55 2.593 0.48( 0.22) 0.47 39.2 0.00 4 10.55 12.20 2.762 0.471 0.23) 0.50 4 5 0.00 3 94.90 14.33 2.508 0.48( 0.221 0.47 41.4 0.00 4 96.17 15.68 2.376 0.48( 0.22) 0.47 44.7 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 5 86.79 10.83 2.966 0.481 0.22) 0.47 31.3 0.00 PEAK FLOW RATE(CFS) = 10.55 Tc(MIN.) = 12.20 6 95.49 14.62 2.477 0.48( 0.22) 0.47 42.2 0.00 EFFECTIVE AREA(ACRES) = 4.52 AREA - AVERAGED Fm(INCH /HR) = 0.23 7 95.95 15.09 2.431 0.48( 0.22) 0.47 43.4 0.00 AREA - AVERAGED Fp(INCH /HRI = 0.47 AREA - AVERAGED Ap = 0.50 8 96.12 15.46 2.396 0.48( 0.22) 0.47 44.2 0.00 TOTAL AREA(ACRES) = 4.84 9 96.18 16.03 2.345 0.48( 0.22) 0.47 45.3 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 120.00 = 760 00 FEET. 10 95.96 16.86 2.275 0.48) 0.22) 0.46 46.8 0.00 11 95.10 18.21 2.172 0.48( 0.22) 0.46 48.8 0.00 12 94.75 18.61 2.143 0.48( 0.22) 0.46 49.3 0.00 FLOW PROCESS FROM NODE 120.00 TO NODE 140.00 IS CODE = 31 13 94.62 18.73 2.136 0.48( 0.22) 0.46 49.5 0.00 14 94.43 18.87 2.126 0.48( 0.22) 0.46 49.7 0.00 » » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 15 93.88 19.22 2.103 0.48( 0.22) 0.46 50.0 0.00 »> »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< 16 93.45 19.47 2.087 0.48( 0.22) 0.46 50.2 0.00 __ ______ -- = 17 91.03 20.64 2.015 0.48( 0.22) 0.46 51.0 402.01 ELEVATION DATA: UPSTREAM(FEET) = 44.94 DOWNSTREAMIFEET) = 42.88 18 91.02 20.64 2.014 0.481 0.22) 0.46 51.0 0.00 FLOW LENGTHIFEET) = 410.00 MANNING'S N = 0.013 19 84.08 23.36 1.870 0.481 0.22) 0.46 51.6 0.00 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.0 INCHES TOTAL AREA(ACRES) = 55.06 PIPE -FLOW VELOCITY(FEET /SEC.) = 5.05 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PIPE- FLOW(CFSI = 10.55 PEAK FLOW PATEICFS) = 96 18 Tc(MIN.) = 16.029 PIPE TRAVEL TIME(MIN.) = 1.35 Tc(MIN.1 = 13.55 EFFECTIVE AREA(ACRES) = 45.33 AREA- AVERAGED Fm(INCH /HR) = 0.22 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1170.00 FEET. AREA - AVERAGED Fp(INCH /HR) = 0.48 AREA- AVERAGED Ap = 0.47 TOTAL AREA(ACRES) _ 55.06 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1170.00 FEET. FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 » » »CONFLUENCE MEMORY BANK 4 1 WITH THE MAIN- STREAM MEMORY< «< FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 12 ___ __________________ = = = = =a == __ _ _ » »»CLEAR MEMORY BANK 4 1 ««< " MAIN STREAM CONFLUENCE DATA " _ ______ : . __________ STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 10.54 12.07 2.780 0.471 0.23) 0.50 4.1 0.00 FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 31 2 10.55 13.55 2.593 0.47) 0.23) 0.50 4.5 0.00 3 10.43 14.33 2.508 0.471 0.23) 0.50 4.7 0.00 » »»COMPUTE PIPE -FLOW TRAVEL TIME THP,U SUBAREA «<« 111111 111111 ® ® _I rU ® 1 s o 111111 ® - - - ® ® - - Date: 11/07 File name: FC25AB.RES Page 27 Date: 11,07/00 File name: FC25AB.RES Page 28 »»USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: STREAM(FEET) = 40.62 DOWNSTP.EAMIFEETI = 40 42 FLOW PROCESS FROM NODE 0.00 TO NODE 150.00 IS CODE = 21 /3.4.0. / FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.6 INCHES » >-> RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< PIPE -FLOW VELOCITY(FEET /SEC 1 = 7 14 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOP INITIAL SUBAREA« ESTIMATED PIPE DIAMETER(INCH) = 54 00 NUMBER. OF PIPES - 1 PIPE - FLOW(CFS) = 96.18 INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 PIPE TRAVEL TIMEIMIN.) = 0.16 Tc(MIN.) = 16 19 ELEVATION DATA' UPSTREAM(FEET) = 51.20 DOWNSTP.£AM(FEET) = 50 02 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 150.00 = 1240 00 FEET. Tc = K•1(LENGTH 3.001 /(ELEVATION CHANGEI)• SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.287 FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.412 SUBAREA Tc AND LOSS RATE DATA(AMC II): »»»DESIGNATE INDEPENDENT STREAM FOP CONFLUENCE «« < DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HP.) (DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: '5-7 DWELLINGS /ACRE' D 0.63 0.47 0.50 75 15.29 TIME OF CONCENTRATION(MIN.( = 16 19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 RAINFALL INTENSITY(INCH/HR) = 2.33 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA - AVERAGED Fm(INCH/HR) = 0.22 SUBAREA P.UNOFF(CFS) = 1.23 AREA- AVERAGED FpIINCH /HR) = 0.48 TOTAL AREAIACRES) = 0.63 PEAK FLOW RATE(CFS) = 1.23 AREA - AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 45.33 TOTAL STREAM AREA(ACRES) = 55.06 FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 96.18 »»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < Z. »»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES =«« FLOW PROCESS FROM NODE 0.00 TO NODE 150.00 IS CODE = 21 A �Z O. `___ _ ___ °_ _ - TOTAL NUMBER OF STREAMS = 3 »»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.1 = 15.29 _____ -- =-== RAINFALL INTENSITY(INCH/HR) = 2.41 INITIAL SUBAREA FLOW- LENGTH(FEET) = 480.00 AREA- AVERAGED Fm(INCH/HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET) = 51.20 DOWNSTREAMIFEETI = 50.02 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 Tc = K•((LENGTH 3.001 /(ELEVATION CHANGEI) EFFECTIVE STREAM AREA(ACRES) = 0.63 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 15.287 TOTAL STREAM AREA(ACRES) = 0.63 • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.412 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.23 SUBAREA Tc AND LOSS RATE DATAIAMC I1): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc •• CONFLUENCE DATA •• LAND USE GROUP (ACRES( (INCH /HR) (DECIMAL) CN (MIN 1 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH/HR) (INCH /HR) (ACRES) NODE ^5 -7 DWELLINGS /ACRE^ D 0.59 0.47 0 50 75 15.29 1 89.95 12.23 2.757 0.48( 0.221 0.47 35.0 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, FpIINCH /HRI = 0.47 1 93.28 13.72 2.574 0.48( 0.22) 0.47 39.2 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 94.90 14.49 2.491 0.48( 0.22) 0.47 41.4 0.00 SUBAREA RUNOFF(CFS) = 1.16 1 96.17 15.84 2.361 0.48( 0.22) 0.47 44.7 0.00 TOTAL AREA(ACRES) = 0.59 PEAK FLOW RATE(CFS) = 1.16 1 86.79 11.00 2.939 0.48) 0.22) 0.47 31.3 0.00 1 95.49 14.79 2.461 0.48) 0.22) 0.47 42.2 0.00 1 95.95 15.25 2.416 0.48) 0.22) 0.47 43.4 0.00 FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 1 96.12 15.62 2.381 0.48) 0.22) 0.47 44.2 0.00 1 96.18 16.19 2.330 0.48( 0.22) 0.47 45.3 0.00 »»,'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< 1 95.96 17.02 2.262 0.48) 0.22) 0.46 46.8 0.00 ___ _________ = 1 95.10 18.37 2.160 0.48( 0.22) 0.46 48.8 0.00 TOTAL NUMBER OF STREAMS = 3 1 94.75 18.78 2.132 0.48( 0.22) 0.46 49.3 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 94.62 18.89 2.125 0.48) 0.22) 0.46 49.5 0.00 TIME OF CONCENTRATION(MIN.) = 15.29 1 94.43 19.04 2.115 0.48( 0.22) 0.46 49.7 0.00 RAINFALL INTENSITY(INCH /HRI = 2.41 1 93.88 19.38 2.092 0.48( 0.22) 0.46 50.0 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.24 1 93.45 19.63 2.076 0.48( 0.22) 0.46 50.2 0.00 AREA - AVERAGED FpIINCH /HRI = 0.47 1 91.03 20 80 2.005 0.48( 0.22) 0.46 51.0 402.01 AREA - AVERAGED Ap = 0.50 1 91.02 20.81 2.005 0.48) 0.221 0.46 51.0 0.00 EFFECTIVE STREAM AREA(ACRES) = 0.59 1 84.08 23.53 1.862 0.48) 0.22) 0.46 51.6 0.00 TOTAL STREAM AREA(ACRES) = 0.59 2 1.16 15.29 2.412 0.47( 0.241 0.50 0.6 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.16 3 1.23 15.29 2.412 0.47( 0 231 0.50 0.6 0.00 m an on = ® seti r7. ® ® IIIIII ® ® ® ® ® OM MI MI Date: 11/07/00 File name: FC25AB.P.ES Page 29 Date: 11/07/00 File name: FC25AB.RES Page 30 TOTAL STREAM APEA(ACRES) = 56.28 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO PEAK FLOW RATE(CFS) AT CONFLUENCE = 98.50 CONFLUENCE FORMULA USED FOR 3 STREAMS. •• PEAK FLOW PATE TABLE •• FLOW PROCESS FROM NODE 0.00 TO NODE 160.00 IS CODE = 21 0..u. / STREAM 13 Tc Intensity Fp(Fm1 Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HP.) (ACRES) NODE »»'RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< 1 88.93 11.00 2 939 0 471 0.22) 0.47 32 1 0 00 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 2 92.16 12.23 2.757 0.47( 0.22) 0.47 35.9 0.00 = 3 95.59 13.72 2.574 0.47( 0.22) 0.47 40.3 0.00 INITIAL SUBAREA FLOW - LENGTHIFEETI = 200.00 4 97.24 '.49 2 491 0.47) 0.22) 0.47 42.6 0.00 ELEVATION DATA: UPSTREAM(FEET) = 50.46 DOWNSTREAM(FEET) = 50.02 5 97.85 14.79 2 461 0.47) 0.22) 0.47 43.4 0.00 6 98.34 15.25 2.416 0.47( 0.22) 0.47 44.6 0 00 Tc = K•((LENGTH•• 3 001 /)ELEVATION CHANGE)1• 7 98.36 15.29 2.412 0.47) 0.22) 0.47 44.7 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.012 8 98.47 15.62 2.381 0.48( 0.22) 0 47 45 4 0.00 • 25 YEAR RAINFALL INTENSITY(INCH /HRI = 2.937 9 98.50 15.84 2.361 0 48) 0.22) 0.47 45 9 0 00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 10 98.48 16.19 2.330 0.48( 0.221 0 47 46.5 0 00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 11 98.18 17.02 2.262 0.48) 0.22) 0.47 48.0 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 12 97.21 18.37 2.160 0.481 0.22) 0.46 50.0 0.00 RESIDENTIAL 13 96.83 18.78 2.132 0.48( 0.22) 0.46 50.5 0.00 "5 -7 DWELLINGS /ACRE' D 0.35 0.47 0.50 75 11.01 14 96.69 18.89 2 125 0 481 0.22) 0.46 50.7 0 00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 15 96.49 19.04 2.115 0.48( 0.22) 0.46 50.9 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 16 95.92 19.38 2.092 0 48( 0.22) 0.46 51 2 0.00 SUBAREA RUNOFF(CFS) = 0.85 17 95.47 19.63 2.076 0.48) 0.22) 0.46 51.4 0.00 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 0.85 18 92.97 20.80 2.005 0.48( 0.22) 0.46 52.2 402.01 19 92.96 20.81 2.005 0.48( 0.22) 0.46 52.2 0 00 20 85.87 23.53 1.862 0.48( 0.22) 0.46 52.8 0.00 FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 21 98.36 15 29 2.412 0.47( 0.22) 0.47 44.7 0.00 » » 'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: x x PEAK FLOW RATE(CFS) = 98.50 Tc(MIN.) = 15.84 TOTAL NUMBER OF STREAMS = 3 EFFECTIVE AREA)ACRES) x 45.88 AREA - AVERAGED Fm11NCH /HR.( = 0.22 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: AREA - AVERAGED Fp(INCH /HR) = 0.48 AREA- AVERAGED Ap = 0.47 TIME OF CONCENTPATION(MIN.) = 11.01 TOTAL AREA(ACRES) = 56.28 RAINFALL INTENSITY(INCH/HR) = 2.94 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 150.00 = 1240.00 FEET. AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA - AVERAGED Fp(INCH /HP.) = 0.47 AREA - AVERAGED Ap = 0.50 FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 31 EFFECTIVE STREAM AREA(ACRES) = 0.35 TOTAL STREAM AREA(ACRES) = 0.35 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.85 »> »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 40 40 DOWNSTREAM(FEET) = 39.22 FLOW PROCESS FROM NODE 0.00 TO NODE 160.00 IS CODE = 21 g ..2.0 FLOW LENGTH(FEET) = 390.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.4 INCHES »» 'RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< PIPE -FLOW VELOCITYIFEET /SEC.1 = 7.35 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 - - - -_ = x PIPE - FLOW(CFS) = 98.50 INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00 PIPE TRAVEL TIME(MIN.1 = 0.88 Tc(MIN.) = 16.73 ELEVATION DATA, UPSTREAM(FEET) = 50.46 DOWNSTREAM(FEET) = 50.02 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 160.00 = 1630.00 FEET. Tc = K 3.00) /(ELEVATION CHANGEI1••0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.890 FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.672 SUBAREA Tc AND LOSS RATE DATA(AMC II): »»'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc = LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: "5-7 DWELLINGS /ACRE' D 0.46 0.47 0.50 75 12.89 TIME OF CONCENTRATION(MIN.) = 16.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 RAINFALL INTENSITY(INCH/HR) = 2.29 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA - AVERAGED Fm(INCH /HR) = 0.22 SUBAREA RUNOFF(CFS) = 1.01 AREA-AVERAGED Fp(INCH/HR) = 0.48 TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 1.01 AREA - AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 45.88 me ® mu Ns r i e® i N ® ®® as Date: 11/07/00 File name: FC25AB.RES Page 31 Date: 11/07/00 File name: FC25AB.RES Page 32 FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 16 98.03 19.78 2.067 0.48( 0.22) 0.46 51.5 0.00 17 97.82 19.92 2.058 0 48) 0.22) 0.46 51.7 0.00 s , INDEPENDENT STREAM FOR CONFLUENCE« « < 18 97.23 20.27 2.037 0.46) 0.22) 0 46 52.0 0.00 , .'AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« . « 19 96.77 20.52 2.022 0.48) 0.22) 0.46 52.3 0.00 20 94.22 21.69 1.955 0.481 0.22) 0.46 53.0 402.01 TOTAL NUMBER. OF STREAMS = 3 21 94.21 21.70 1.955 0 48) 0.22) 0.46 53.0 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 22 87.02 24.45 1 820 0.48) 0.22) 0.46 53.6 0.00 TIME OF CONCENTRATIONIMIN.) = 12.89 23 93.33 12.89 2.672 0.47) 0.22) 0.47 36.0 0.00 RAINFALL INTENSITYIINCH /HR) = 2.67 AREA - AVERAGED Fm)INCH /HP.) = 0.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA - AVERAGED Fp)INCH /HR) = 0.47 PEAK FLOW RATE(CFS) = 100.00 Tc)MIN.1 = 16.73 AREA - AVERAGED Ap s 0.50 EFFECTIVE AREA(ACRES) = 46.69 AREA - AVERAGED Fm11NCH /HR) = 0.22 EFFECTIVE STREAM AREA(ACRES) = 0.46 AREA- AVERAGED Fp)INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.47 TOTAL STREAM AREA(ACRES) = 0.46 TOTAL AP,EA(ACP.ES1 = 57.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.01 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 160.00 s 1630 00 FEET. •• CONFLUENCE DATA •• STREAM 0 Tc Intensity Fp)Fm) Ap Ae HEADWATER. FLOW PROCESS FROM NODE 160.00 TO NODE 190.00 IS CODE = 31 NUMBER (CFS) 'IN.) IINCH /HR) (INCH /HR) (ACRES) NODE 1 88.93 11.89 2.804 0.47( 0.22) 0 47 32.1 0.00 »»'COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««. 1 92.16 13.12 2.643 0.47) 0.22) 0.47 35.9 0.00 »»'USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< 1 95.59 14.60 2.479 0.47) 0.22) 0.47 40.3 0.00 s--- s = = = = =__ = = = =s = = =s == = = =_____________ 1 97.24 15.38 2.404 0.47) 0.221 0.47 42.6 0.00 ELEVATION DATA: UPSTREAMIFEET) = 39.21 DOWNSTREAMIFEET) = 38.03 1 97 85 15.67 2.377 0.47) 0.22) 0.47 43.4 0 00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 1 98.34 16.13 2.335 0.47) 0.22) 0.47 44.6 0.00 DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.6 INCHES 1 98.36 16.17 2.332 0.47) 0.22) 0.47 44.7 0.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.26 1 98.47 16.51 2.304 0.48( 0.22) 0.47 45.4 0 00 ESTIMATED PIPE DIAMETEP.(INCH) = 54.00 NUMBER OF PIPES = 1 1 98.50 16.73 2.285 0.48( 0.22) 0.47 45.9 0 00 PIPE - FLOW(CFS) = 100.00 1 98.48 17.08 2.257 0.481 0.22) 0.47 46.5 0.00 PIPE TRAVEL TIMEIMIN.) = 0,92 Tc)MIN.) = 17.65 1 98.18 17.91 2.194 0.48( 0.22) 0.47 48.0 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 190.00 = 2030.00 FEET. 1 97.21 19.26 2.100 0.48( 0.22) 0.46 50.0 0.00 1 96.83 19.66 2.074 0.48) 0.22) 0 46 50.5 0.00 1 96.69 19.78 2.067 0.48) 0.22) 0.46 50.7 0.00 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE s 1 1 96.49 19.92 2.058 0.48( 0.22) 0.46 50 9 0.00 1 95.92 20.27 2.037 0.48) 0.22) 0.46 51.2 0 00 ,,»,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== 1 95.47 20.52 2.022 0.48( 0.22) 0.46 51.4 0.00 _ ____ = == = =s = = == ____= = == =s = = =s = = =s == 1 92.97 21.69 1 955 0.48) 0.22) 0.46 52.2 402.01 TOTAL NUMBER OF STREAMS = 3 1 92.96 21.70 1.955 0.48( 0.22) 0.46 52.2 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 85.87 24.45 1.820 0.48( 0.22) 0.46 52.8 0.00 TIME OF CONCENTRATIONIMIN.) = 17.65 1 98.36 16.17 2.332 0.471 0.22) 0.47 44.7 0.00 RAINFALL INTENSITY)INCH /HR) = 2.21 2 0.85 11.01 2.937 0.47( 0.23) 0.50 0.3 0.00 AREA - AVERAGED Fm)INCH /HR) = 0.22 3 1.01 12.89 2.672 0.47) 0.231 0.50 0.5 0.00 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO EFFECTIVE STREAM AREA(ACRES) = 46.69 CONFLUENCE FORMULA USED FOR 3 STREAMS. TOTAL STREAM AREA(ACRES) = 57.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 100.00 •• PEAK FLOW RATE TABLE •• STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS( (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW PROCESS FROM NODE 0.00 TO NODE 190.00 IS CODE = 21 B - 7.157 1 88.37 11.01 2.937 0.47) 0.22) 0.47 30.5 0.00 2 90.72 11.89 2.804 0.47( 0.22) 0.47 32.9 0.00 „ »,RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< 3 93.92 13.12 2.643 0.47) 0.22) 0.47 36.7 0.00 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 4 97.22 14.60 2.479 0.471 0.22) 0 47 41.2 0.00 = s=== s====__ ___________________= = === s = = = = ... _ - -- 5 98.82 15.38 2.404 0.47( 0.22) 0.47 43.4 0.00 INITIAL SUBAREA FLOW-LENGTH(FEET) = 340.00 6 99.41 15.67 2.377 0.47) 0.22) 0.47 44.2 0.00 ELEVATION DATA: UPSTREAM(FEET) = 51.39 DOWNSTREAM(FEET) = 50.02 7 99.87 16.13 2.335 0.47( 0.22) 0.47 45.4 0.00 8 99.89 16.17 2.332 0.47) 0.22) 0.47 45.5 0.00 Tc = K•(ILENGTH•• 3.001 /)ELEVATION CHANGE)1••0.20 9 99.89 16.17 2.332 0.47) 0.22) 0.47 45.5 0.00 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 12.064 10 99.98 16.51 2.304 0.47) 0.22) 0,47 46.2 0.00 • 25 YEAR RAINFALL INTENSITY(INCH /HP.) = 2.780 11 100.00 16.73 2.285 0.47) 0.22) 0.47 46.7 0.00 SUBAREA Tc AND LOSS PATE DATA(AMC II): 12 99.95 17.08 2.257 0.47) 0.22) 0.47 47.4 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 13 99.61 17,91 2.194 0.48( 0.221 0.47 48.8 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 14 98.57 19.26 2.100 0.48( 0.22) 0.46 50.8 0.00 RESIDENTIAL 15 98.17 19.66 2.074 0.48( 0.22) 0.46 51.4 0.00 •5 -7 DWELLINGS /ACRE• D 0.49 0.47 0.50 75 12.06 111111 111111 MI ® ® 11771 urn Ir.71 111111 1 1 1 1 ® 111111 111111 111111 111111 1 Date: 11/07/00 File name: FC25AB.RES Page 33 Date: 11/07/00 File name: FC2SAB,RES Page 34 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp1INCH /HR) = 0.47 1 93.92 14.05 2.538 0.47( 0.22) 0 47 36.7 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 97,22 15.52 2.390 0 47( 0.22) 0.47 41.2 0.00 SUBAREA RUNOFFICFS) = 1.12 1 98.82 16.29 2.322 0.471 0 221 0.47 43.4 0.00 TOTAL AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) = 1.12 1 99.41 16.59 2.297 0.47) 0.221 0.47 44.2 0.00 1 99.87 17 05 2.259 0.471 0.22) 0.47 45,4 0.00 1 99.89 17.09 2.256 0.47( 0.22) 0.47 45.5 0.00 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 I5 CODE = 1 1 99.89 17 09 2.256 0.47) 0.22) 0.47 45.5 0.00 1 99 98 17.42 2.230 0.47) 0.221 0.47 46,2 0.00 »» "DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE===== 1 100.00 17.65 2.213 0.47( 0.221 0.47 46.7 0.00 ________ _ -____ _ . _ _ = 1 99.95 18.00 2.187 0.47( 0.22) 0.47 47.4 0.00 TOTAL NUMBER OF STREAMS = 3 1 99 61 18.82 2.129 0.48( 0.22) 0.47 48.8 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE 1 98.57 20.18 2.042 0.48) 0.221 0.46 50.8 0.00 TIME OF CONCENTRATION(MIN.) = 12.06 1 98.17 20.58 2.018 0.48) 0.22) 0.46 51.4 0 00 RAINFALL INTENSITY(INCH/HA1 = 2.78 1 98.03 20.69 2.011 0.48( 0.221 0.46 51.5 0.00 AREA-AVERAGED Fm(INCH /HR) = 0.23 1 97.82 20.84 2.003 0.48( 0.22) 0.46 51.7 0.00 AREA - AVERAGED Fp)INCH /HR) = D.47 1 97.23 21.19 1.983 0.481 0.22) 0.46 52.0 0.00 AREA - AVERAGED Ap = 0.50 1 96.77 21.44 1.969 0.48) 0.22) 0.46 52.3 0.00 EFFECTIVE STREAM AREA(ACRES) = 0.49 1 94.22 22.61 1.907 0.48) 0.22) 0.46 53.0 402.01 TOTAL STREAM AREA(ACRES) = 0.49 1 94 21 22.62 1.907 0.48) 0.22) 0.46 53.0 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.12 1 87.02 25.38 1.780 0.48) 0.22) 0.46 53.6 0.00 1 93.33 13.81 2.564 0.47) 0.22) 0 47 36.0 0.00 Zee 2 1.12 12.06 2.780 0.471 0.231 0.50 0.5 0.00 FLOW PROCESS FROM NODE 0.00 TO NODE 190.00 IS CODE = 21 R•• 3 0.96 8.33 3.473 0.47) 0.05) 0.10 0.3 0.00 "a"RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO "USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« CONFLUENCE FORMULA USED FOR 3 STREAMS. = INITIAL SUBAREA ...OW- LENGTH(FEET) = 210.00 •• PEAK FLOW RATE TABLE *• ELEVATION DATA UPSTREAM(FEET) = 50.62 DOWNSTREAM(FEET) = 50.02 STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE Tc = K•(1LENGTH" 3.00) /(ELEVATION CHANGE)) " 0.20 1 90.26 11.94 2.798 0.47) 0.22) 0.46 31.3 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN ) = 8.329 2 90.59 12.06 2.780 0.47( 0.22) 0.46 31.6 0.00 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.473 3 92.53 12.8 1 2.681 0.47( 0.221 0.47 33.7 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 4 95.05 13.8 2.564 0.47( 0.22) 0.47 36.8 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 5 95.63 14.05 2.538 0.471 0.22) 0.47 37.5 0.00 LAND USE GROUP (ACRES) )INCH /HR) (DECIMAL) CN (MIN.) 6 98.83 15.52 2.390 0.47) 0.22) 0.47 42.0 0.00 COMMERCIAL D 0.31 0.47 0 10 75 8 33 7 100.38 16.29 2.322 0.47( 0.221 0.47 44.2 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 B 100.95 16.59 2.297 0.47( 0.221 0.47 45.0 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 9 101.38 17.05 2.259 0.47) 0.22) 0.47 46.2 0.00 SUBAREA RUNOFFICFS) = 0.96 10 101.40 17.09 2.256 0.471 0.221 0.47 46.3 0.00 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 0.96 11 101.40 17.09 2.256 0.47( 0.22) 0.47 46.3 0.00 12 101.47 17.42 2.230 0.47) 0.22) 0.47 47.0 0.00 13 101.47 17.65 2.213 0.47( 0.22) 0.46 47.5 0.00 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 14 101.41 18.00 2.187 0.47( 0.22) 0.46 48.2 0.00 15 101.02 18.82 2.129 0.48( 0.22) 0.46 49.6 0.00 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 16 99.92 20.18 2.042 0.48( 0.22) 0.46 51.6 0.00 "...AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< 17 99.51 20.58 2.018 0.48( 0.221 0.46 52.2 0.00 _ ____= 18 99.36 20.69 2.011 0.48) 0.22) 0.46 52.3 0.00 TOTAL NUMBER OF STREAMS = 3 19 99.14 20.84 2.003 0.48( 0.22) 0.46 52.5 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE 20 98.54 21.19 1.983 0.48( 0.22) 0.46 52.8 0.00 TIME OF CONCENTRATION(MIN.) = 8.33 21 98.07 21.44 1.969 0.481 0.221 0.46 53.1 0.00 RAINFALL INTENSITY(INCH /HR) = 3.47 22 95.48 22.61 1.907 0.48( 0.22) 0.46 53.8 402.01 AREA - AVERAGED Fm(INCH /HR) = 0.05 23 95.47 22.62 1.907 0.48( 0.22) 0.46 53.8 0.00 AREA - AVERAGED Fp(INCH /HR) = 0.47 24 88.19 25.38 1.780 0.48( 0.22) 0.46 54.4 0.00 AREA - AVERAGED Ap = 0.10 25 79.74 8.33 3.473 0.47( 0.22) 0.46 21.9 0.00 EFFECTIVE STREAM AREA(ACRES) = 0.31 TOTAL STREAM AREA(ACRES) = 0.31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.96 PEAK FLOW RATE(CFS) = 101.47 Tc(MIN.) = 17.65 EFFECTIVE AREA(ACRES) = 47.49 AREA - AVERAGED Fm)INCH /HR) = 0.22 •• CONFLUENCE DATA •• AREA- AVERAGED Fp)INCH /HP.1 = 0.47 AREA-AVERAGED Ap = 0.46 STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRESI = 57.89 NUMBER ICES) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE LONGEST FLOWPATH FROM NODE 0.00 TO NODE 190.00 = 2030.00 FEET. 1 88.37 11.94 2.798 0.47( 0.22) 0.47 30.5 0.00 1 90.72 12.82 2.681 0.47( 0.22) 0.47 32.9 0.00 4 111.1 11111. MN 11.11 OM OM IllE NM MO MI NM 11111 ME Date: 11/07/00 File name: FC25AB RES Page 35 Date: 11/07/00 File name: FC25AB.P.ES Page 36 FLOW PROCESS FROM NODE 190.00 TO NODE 185.00 IS CODE = 31 HALFSTREET FLOOD WIDTH(FEET) = 20.43 AVERAGE FLOW VELOCITY(FEET /SEC.1 = 2.24 » »"COMPUTE PIPE -FLOW TRAVEL TINE THRU SUBAREA« «< PRODUCT OF DEPTHBVELOCITY(FT•FT /SEC.) = 1 16 » » "USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)a. «. STREET FLOW TRAVEL TIME(MIN.) = 3 95 Tc)MIN.I = 19.78 _ _ _ • 25 YEAR RAINFALL INTENSITYIINCH /HRI = 2.132 ELEVATION DATA: UPSTREAM(FEET) = 38.01 DOWNSTREAMIFEETI = 37.78 SUBAREA LOSS PATE DATAIAMC II): FLOW LENGTH(FEET) = 75.00 MANNING'S N a 0.013 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.4 INCHES LAND USE GROUP (ACRES) (INCH /HP) (DECIMAL) CN PIPE -FLOW VELOCITY(FEET /SEC.) = 7.40 RESIDENTIAL ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 "5 -7 DWELLINGS /ACRE" D 0.52 0.47 0.50 75 PIPE- FLOWICFS) = 101.47 SUBAREA AVERAGE PERVIOUS LOSS RATE, FpIINCH /HRI = 0.47 PIPE TRAVEL TIME(MIN.) = 0.17 Tc)MIN.) = 17.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.50 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 185.00 = 2105.00 FEET. SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFFICFS) = 0.89 EFFECTIVE AREAIACRES) = 4.72 AREA - AVERAGED Fm(INCH /HRI = 0.23 AREA- AVERAGED FpIINCH /HRI = 0.47 AREA - AVERAGED Ap = 0.50 FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 10 TOTAL AP.EA(ACRESI = 4.72 PEAK FLOW PATEICFSI = 8.40 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE »> »MAIN - STREAM MEMORY COPIED ONTO MEMORY BANK 4 1 <e «< _ ______________ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHIFEET) = 0 51 HALFSTREET FLOOD WIDTHIFEET) = 19.61 FLOW FLOW PROCESS FROM NODE 0.00 TO NODE 170.00 IS CODE = 21 4.91 LONGEST 2.22 E NODE 0.00 TO NODE IC ZTY1 SE 0.0 1360.00 FEET, » »"RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE • 1 = INITIAL SUBAREA FLOW- LENGTHIFEETI = 830.00 »»,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ELEVATION DATA: UPSTREAM(FEET) = 59.20 DOWNSTREAMIFEET) = 52.10 = _________ ........ .....= TOTAL NUMBER OF STREAMS = 2 Tc = K`[ILENGTH " 3.001 /(ELEVATION CHANGE)]••0.20 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 14.830 TIME OF CONCENTRATIONIMIN.) • 18.78 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.457 RAINFALL INTENSITY(INCH /HR) = 2.13 SUBAREA Tc AND LOSS RATE DATAIAMC II): AREA- AVERAGED Fm(INCH /HR) = 0.23 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AREA- AVERAGED FpIINCH /HRI = 0.47 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) AREA - AVERAGED Ap a 0.50 RESIDENTIAL EFFECTIVE STREAM AREA(ACRES) = 4.72 "5 -7 DWELLINGS /ACRE" D 4.20 0.47 0.50 75 14.83 TOTAL STREAM AREAIACRES) = 4.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HP.) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 8.40 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 8.40 FLOW PROCESS FROM NODE 0.00 TO NODE 170.00 IS CODE = 21 8-Z3. if »» "RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 61 453 5 22.2. »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« » »"COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< INITIAL SUBAREA FLOW- LENGTHIFEET) = 520.00 >a ")STANDARD CURB SECTION USED) « «< ELEVATION DATA: UPSTREAM(FEET) a 56.10 DOWNSTREAM(FEET) = 52.10 UPSTREAM ELEVATIONIFEET) = 52.10 DOWNSTREAM ELEVATION(FEET) = 49.75 Tc = K 3.00) /(ELEVATION CHANGE)J• STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) _ 6.0 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.564 STREET HALFWIDTH(FEET) = 20.00 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.713 SUBAREA Tc AND LOSS RATE DATAIAMC III: DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKIFEET) = 15.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc INSIDE STREET CROSSFALL(DECIMAL) = 0.020 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 RESIDENTIAL "5 -7 DWELLINGS /ACRE" D 1.17 0.47 0.50 75 12.56 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 STREET PARKWAY CROSSFALLIDECIMAL) = 0.020 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 SUBAREA RUNOFF)CFS) = 2.61 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 TOTAL AREA(ACRES) = 1.17 PEAK FLOW RATE(CFS) = 2.61 . ..TRAVEL TIME COMPUTED USING ESTIMATED FLOWICFSI = 8.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 61 /n ; 23 . Z STREET FLOW DEPTH(FEET) = 0.52 111111 111111 ! ! ! 111171 117111 ® ® ® 111111 ® ! ! 111111 ! Date: 11/07/00 File name: FC25AB.RES Page 37 Date: 11/07/00 File name: FC25AB.RES Page 38 »»"COMPUTE STREET FLOW TRAVEL TIME THPA SUBAREA== « = RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ">» ')STANDARD CURB SECTION USED) .<=<e CONFLUENCE FORMULA USED FOR 2 STREAMS. UPSTREAM ELEVATION(FEET) = 52.10 DOWNSTREAM ELEVATION(FEET) = 49 75 •" PEAK FLOW RATE TABLE "* STREET LENGTH(FEET) = 520.00 CURB HEIGHT)INCHES) = 6.0 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER STREET HALFWIDTH(FEET) = 20.00 NUMBER. (CFS) (MIN.) (INCH /HP.) (INCH /HP.) (ACRES) NODE 1 11.04 18.78 2.132 0.47( 0.24) 0.50 6.3 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 2 10.98 17.57 2.219 0.47) 0.23) 0.50 6.0 0.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 11.04 Tc)MIN.) = 18.78 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 EFFECTIVE AREA(ACRES) = 6.27 AREA - AVERAGED Fm(INCH/HF.) = 0.24 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb( = 0.0149 TOTAL AREA(ACRES) = 6.27 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1360.00 FEET. "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.59 »»'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«=« AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.73 = _ - - -_ __________________ PRODUCT OF DEPTH &VELOCITY(FT "FT /SEC.) = 0.65 TOTAL NUMBER OF STREAMS = 2 STREET FLOW TRAVEL TIME(MIN.) = 5.00 TC(MIN.) = 17.57 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE. • 25 YEAR RAINFALL INTENSITYIINCH /HR) = 2.219 TIME OF CONCENTRATION(MIN.) = 18.78 SUBAREA LOSS RATE DATAIAMC II): RAINFALL INTENSITY(INCH /HRI = 2.13 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS AREA- AVERAGED Fm(INCH/HR) = 0.24 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN AREA- AVERAGED Fp(INCH /HR) = 0.47 RESIDENTIAL AREA- AVERAGED Ap = 0.50 '5 -7 DWELLINGS /ACRE" D 0.38 0.47 0.50 75 EFFECTIVE STREAM AREA(ACRES) = 6.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 TOTAL STREAM AREA(ACRES) = 6.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.04 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 0.68 EFFECTIVE AREA(ACRES) = 1.55 AREA - AVERAGED Fm(INCH/HR) = 0 24 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 FLOW PROCESS FROM NODE 0.00 TO NODE 175.00 IS CODE = 21 45 / TOTAL AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) = 2.77 »»"RATIONAL METHOD INITIAL SUBAREA ANALYSIS«=« END OF SUBAREA STREET FLOW HYDRAULICS: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« DEPTH(FEETI = 0.37 HALFSTREET FLOOD WIDTH(FEETI = 12.29 - FLOW VELOCITY(FEET /SEC.) = 1.70 DEPTH "FT /SEC.1 = 0.63 INITIAL SUBAREA FLOW- LENGTH(FEETI = 670.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1040.00 FEET. ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) = 50.00 Tc = K•((LENGTH•* 3.001 /(ELEVATION CHANGE)) " FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 13.444 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.605 >" "DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «<c= SUBAREA Tc AND LOSS RATE DATA(AMC II): »»'AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« <c< DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc _ -____ _________ ____= LAND USE GROUP (ACRES) (INCH /HP.) (DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS = 2 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: '5 -7 DWELLINGS /ACRE" D 4.49 0.47 0.50 75 13.44 TIME OF CONCENTRATION(MIN.) = 17.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 RAINFALL INTENSITY(INCH /HR) = 2.22 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA - AVERAGED Fm(INCH/HR) = 0.24 SUBAREA RUNOFF(CFS) = 9.58 AREA - AVERAGED Fp(INCH /HR) = 0.47 TOTAL AREA(ACRES) = 4.49 PEAK FLOW RATE(CFS) = 9.58 AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.55 TOTAL STREAM AREA(ACRES) = 1.55 FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 81 a_ Z y. 2 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.77 >" »"ADDITION OF SUBAREA TO MAINLINE PEAK FLOW= «c " CONFLUENCE DATA "• _ _ - - -_- _____ _ STREAM Q Tc Intensity Fp(Fm) Ap Re HEADWATER MAINLINE Tc(MIN) = 13.44 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.605 1 8.40 18.78 2.132 0.47( 0.23) 0.50 4.7 0.00 SUBAREA LOSS RATE DATA(AMC II): 2 2.77 17.57 2.219 0.47) 0.24) 0.50 1.5 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN WM IN MN MI MI ® MI Eril MI MN • • ® • • M r NIP Date: 11/07/00 File name: FC25AB.PES Page 39 Date. 11/07;00 File name FC25AB.RES Page 40 RESIDENTIAL "5 -7 DWELLINGS /ACRE" D 1.63 0 47 0 50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, FpIINCH /HR) = 0.47 FLOW PROCESS FF.014 NODF. 180.00 TO NODE 185 00 I5 CODE = 31 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 50 SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFF(CFS) = 3 4R » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< EFFECTIVE AREA(ACRES) = 6.12 AREA- AVERAGED Fm(INCH /HP) = 0.23 > » »USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< AREA- AVERAGED Fp(INCH/HR) = 0.47 AREA - AVERAGED Ap = 0 50 TOTAL AREA(ACRES) = 6.12 PEAK FLOW PATE(CFS) = 13.06 ELEVATION DATA: UPSTPEAM(FEET) = 42.55 DOWNSTPEAM(FEET) = 39.76 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.0 INCHES FLOW PROCESS FROM NODE 175.00 TO NODE 180.00 IS CODE = 31 PIPE -FLOW VELOCITYIFEET /SEC.1 = 11.86 ESTIMATED PIPE DIAMETER(INCHI = 21.00 NUMBER OF PIPES = 1 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «<c< PIPE- FLOW(CFS) = 23.38 » »»USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 14.72 _ ________= LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 FEET. ELEVATION DATA. UPSTREAM(FEETI = 44.40 D0WNSTREAM(FEET) = 42.55 FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE I5 17.2 INCHES FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 11 PIPE -FLOW VELOCITY(FEET /SEC.1 = 5.43 ESTIMATED PIPE DIAMETERIINCH) = 24.00 NUMBER OF PIPES = 1 » »> CONFLUENCE MEMORY BANK 0 1 WITH THE MAIN- STREAM MEMORY« «< PIPE- FLOW(CF5) = 13.06 =___ _ PIPE TRAVEL TIMEIMIN.) = 1.14 Tc(MIN.) = 14.58 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 180 00 = 1040.00 FEET. •• MAIN STREAM CONFLUENCE DATA •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH/HR) (ACRES) NODE FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 1 23.38 14.72 2.468 0.47( 0.23) 0.50 11.1 0.00 2 22.51 17.71 2.208 0.471 0.23) 0.50 12.1 0.00 » "DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< 3 22.07 ,18.92 2.123 0.47) 0 23) 0.50 12.4 0.00 » »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 FEET. $ TOTAL NUMBER OF STREAMS = 2 •• MEMORY BANK 4 1 CONFLUENCE DATA •• CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TIME OF CONCENTRATIONIMIN.) = 14.58 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE RAINFALL INTENSITY(INCH /HR) = 2.48 1 79.74 8.51 3.429 0.47) 0.22) 0.46 21.9 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.23 2 90.26 12.11 2.774 0.47( 0.22) 0.46 31.3 0.00 AREA - AVERAGED Fp(INCH/HR) = 0.47 3 90.59 12.23 2.757 0.47( 0.22) 0.46 31.6 0.00 AREA - AVERAGED Ap = 0.50 4 92.53 12.99 2.660 0.47( 0.22) 0.47 33.7 0.00 EFFECTIVE STREAM AREA(ACRES) = 6.12 5 95.05 13.98 2.545 0.47( 0.221 0.47 36.8 0.00 TOTAL STREAM AREA(ACRES) = 6.12 6 95.63 14.22 2.520 0.47( 0.22) 0.47 37.5 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.06 7 98.83 15.69 2.375 0.47) 0.22) 0.47 42.0 0.00 8 100.38 16.46 2.307 0.47) 0.22) 0.47 44.2 0.00 •• CONFLUENCE DATA •• 9 100.95 16.76 2.283 0.47( 0.22) 0.47 45.0 0.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 10 101.38 17.22 2.246 0.47) 0.22) 0.47 46.2 0.00 NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HP.) (ACRES) NODE 11 101.40 17.26 2.243 0.47( 0.22) 0.47 46.3 0.00 1 11.04 18.78 2.132 0.47( 0.24) 0.50 6.3 0.00 12 101.40 17.26 2.243 0.47( 0.22) 0.47 46.3 0.00 1 10.98 17.57 2.219 0.47( 0 231 0.50 6.0 0.00 13 101 47 17.59 2.217 0.47( 0.22) 0.47 47.0 0.00 2 13.06 14,58 2.482 0.47( 0.23) 0.50 6.1 0.00 14 101.47 17.82 2.201 0.47( 0.22) 0.46 47.5 0.00 15 101.41 18.16 2.175 0.47) 0.221 0.46 48.2 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 16 101.02 18.99 2.118 0.48( 0.22) 0.46 49.6 0.00 CONFLUENCE FORMULA USED FOR 2 STREAMS. 17 99.92 20.35 2.032 0.48( 0.22) 0.46 51.6 0.00 18 99.51 20.75 2.008 0.481 0.22) 0.46 52 2 0.00 •• PEAK FLOW RAT" TABLE •• 19 99.36 20.86 2.002 0.48( 0.22) 0.46 52.3 0.00 STREAM Q Tc Intensity Fp(Fml Ap Ae HEADWATER 20 99.14 21.01 1.993 0.48) 0.22) 0.46 52.5 0.00 NUMBER )CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE 21 98.54 21.36 1.974 0.48( 0.22) 0.46 52.8 0.00 1 22.51 17.57 2.219 0.47( 0.231 0.50 12.1 0.00 22 98.07 21.61 1.960 0.48( 0.22) 0.46 53.1 0.00 2 22.07 18 78 2.132 0.47( 0.23) 0.50 12.4 0.00 23 95.48 22.78 1.899 0 481 0.221 0.46 53.8 402.01 3 23.38 14.58 2.482 0.47( 0.231 0.50 11.1 0.00 24 95.47 22.79 1.898 0.48( 0.22) 0.46 53.8 0.00 25 88.19 25.55 1.772 0.48( 0.221 0.46 54.4 0.00 COMPUTED CONFLUENCE ESTIMATES APE AS FOLLOWS: LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 0.00 FEET. PEAK FLOW RATE(CFS) = 23.38 Tc)MIN.) = 14.58 EFFECTIVE AREA(ACRES) = 11.07 AREA - AVERAGED Fm)INCH /HR) = 0.23 •• PEAK FLOW RATE TABLE •• AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA - AVERAGED Ap = 0.50 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACPES1 = 12.39 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HRI (ACRES) NODE LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1360.00 FEET. 1 120.10 14.72 2.468 0.47( 0.22) 0.47 50.1 0.00 111111 MIS 0 11 111111 111111 111111 111111 111111 111111 111111 111111 111111 111111 111111 111111 111111 111111 Date: 11/07/00 File name: FC25AB RES Page 41 Date: 11/07/00 File name: FC25AB.RES Page 42 2 123.99 17.71 2.208 0.471 0 221 0 47 59 4 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 3 123.13 19.92 2 123 0.47( 0 22) 0 47 61 9 0 00 LAND USE GROUP (ACRES) (INCH /HP.1 (DECIMAL) CN (MIN.) 4 99.07 8.51 3 429 0 471 0 22) 0.47 28 3 0.00 RESIDENTIAL 5 112 14 12.11 2.774 0 47) 0.221 0 47 40 4 0 00 "5 -7 DWELLINGS /ACRE" D 2.77 0 47 0 50 75 16 30 6 112.54 12.23 2.757 0 47) 0 22) 0.47 40.8 0 00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 7 114.94 12.99 2.660 0.47( 0.22) 0 47 43 5 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 8 118.03 13.98 2.545 0.47( 0.221 0.47 47 3 0.00 SUBAREA RUNOFFICFS) = 5.20 9 118.74 14.22 2.520 0.47) 0.22) 0.47 40 2 0.00 TOTAL AREA(ACRES) = 2.77 PEAK FLOW RATE(CFS) = 5.20 10 121.92 15.69 2.375 0.47( 0.221 0.47 53 4 0 00 11 123.25 16.46 2.307 0.47( 0.221 0 47 55.9 0.00 12 123.74 16.76 2.283 0 47) 0.22) 0.47 56 8 0.00 FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 13 124.04 17.22 2.246 0.47( 0.221 0.47 58 1 0.00 14 124.04 17.26 2.243 0.47( 0.22) 0.47 58.2 0.00 »»'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <c< 15 124.04 17.26 2.243 0.47) 0.22) 0.47 58 2 0.00 =_: _ ___ _ 16 124.02 17.59 2.217 0.471 0.22) 0.47 59.1 0.00 TOTAL NUMBER OF STREAMS = 2 17 123.95 17.82 2.201 0.47( 0.22) 0.47 59.6 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 18 123.76 18.16 2.175 0.47( 0.22) 0.47 60.4 0.00 TIME OF CONCENTRATION(MIN.) = 16.30 19 123.04 18.99 2.118 0.471 0.221 0.47 62.0 0.00 RAINFALL INTENSITY(INCH /HR) = 2.32 20 120.93 20.35 2.032 0.47( 0.22) 0.47 64.0 0.00 AREA - AVERAGED Fm(INCH/HR) = 0.24 21 120.24 20.75 2.008 0.47( 0.22) 0.47 64.5 0.00 AREA - AVERAGED Fp(INCH /NR) = 0.47 22 120.01 20.86 2.002 0.47) 0.22) 0.47 64.7 0.00 AREA- AVERAGED Ap = 0.50 23 119.70 21.01 1.993 0.47( 0.22) 0.47 64 9 0.00 EFFECTIVE STREAM AREA(ACRES) = 2.77 24 118.87 21.36 1.974 0.47( 0.221 0.47 65.2 0.00 TOTAL STREAM AREA(ACRES) • 2.77 25 118.24 21.61 1.960 0.47( 0.22) 0.47 65.4 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.20 26 114.93 22.78 1.899 0.47( 0.22) 0.47 66.2 402.01 27 114.92 22.79 1.898 0.471 0.221 0.47 66.2 0.00 28 . 106.16 25.55 1.772 0.47( 0.22) 0.47 66 8 0.00 FLOW PROCESS FROM NODE 0.00 TO NODE 210.00 IS CODE = 21 c --2. TOTAL AREA(ACRES) = 70.28 »»'RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<< COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« PEAK FLOW RATE(CFS) = 124.04 Tc)MIN.) = 17.258 = -__ `______ _ EFFECTIVE AREA(ACRES) = 58.23 AREA- AVERAGED Fm(INCH /HRI = 0.22 INITIAL SUBAREA FLOW- LENGTN(FEET1 = 950.00 AREA - AVERAGED Fp(INCH /NRI a 0.47 AREA - AVERAGED Ap = 0.47 ELEVATION DATA: UPSTREAMIFEET) = 56.40 DOWNSTREAM(FEET) = 50.71 TOTAL AREA(ACP.ESI = 70.28 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 FEET. Tc = K 3.00) /)ELEVATION CHANGE)]• SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 16.810 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.279 FLOW PROCESS FROM NODE 185.00 TO NODE 182 00 IS CODE = 31 SUBAREA Tc AND LOSS RATE DATAIAMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc »» 'COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <c«c LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) »»,USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« c« RESIDENTIAL ___ '5 -7 DWELLINGS /ACRE' D 5.20 0.47 0.50 75 16.81 ELEVATION DATA' UPSTREAM(FEETI = 37.75 DOWNSTREAM(FEET) = 36.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 FLOW LENGTH(FEETI = 300.00 MANNING'S N = 0.013 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.0 INCHES SUBAREA RUNOFF(CFS) = 9.56 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.86 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 9.56 ESTIMATED PIPE DIAMETERIINCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 124.04 PIPE TRAVEL TIMEIMIN.1 = 0.64 Tc)MIN.1 = 17.89 FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 182.00 = 1760.00 FEET. »»'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «c« »»'AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< FLOW PROCESS FROM NODE 0.00 TO NODE 210.00 IS CODE = 21 C - / -- = a - -a' = _11__11_ TOTAL NUMBER OF STREAMS = 2 »»'RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 16.81 _ _ _ _ = RAINFALL INTENSITY(INCH /HRI = 2.28 INITIAL SUBAREA FLOW- LENGTH(FEET) = 840,00 AREA- AVERAGED Fm1INCH /HR) = 0.24 ELEVATION DATA: UPSTREAM(FEETI = 55.30 DOWNSTREAM(FEET) = 50.71 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA - AVERAGED Ap = 0.50 Tc = K•((LENGT,. 3.001 /(ELEVATION CHANGE))••0.20 EFFECTIVE STREAM AREAIACRES) a 5.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.299 TOTAL STREAM AREAIACRES) a 5.20 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.321 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.56 SUBAREA Tc AND LOSS RATE DATAIAMC II): - ® 1 '_ 111111 liEll urn rffi ell Imo rile elm ® ® ® r. 111111 rs Date: 11/07/00 File name: FC25AB.RES Page 43 Date: 11/07/00 File name: FC25AB.RES Page 44 '• CONFLUENCE DATA "" 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2 431 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SUBAREA Tc AND LOSS RATE DATA(AMC III: NUMBER (CFS) (MIN.) )INCH /HP.( (INCH /HP.) (ACRES) NODE DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 1 5.20 16.30 2.321 0.47( 0.241 0.50 2.8 0.00 LAND USE GROUP (ACRES) )INCH /HRI (DECIMAL) CN (MIN.) 2 9 56 16.91 2.279 0.471 0.24) 0.50 5.2 0 00 RESIDENTIAL '5 -7 DWELLINGS /ACRE' D 3.26 0.47 0.50 75 15.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH /HR) = 0.47 CONFLUENCE FORMULA USED FOR 2 STREAMS. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 6.44 " PEAK FLOW RATE TABLE =" TOTAL APEA)ACRES) = 3.26 PEAK FLOW PATE(CFSI = 6.44 STREAM 0 Tc Intensity Fp)Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE 1 14.67 16.30 2.121 0.47( 0.23) 0.50 7.8 0.00 FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 31 2 14.66 16.81 2.279 0.47( 0.241 0.50 8.0 0.00 »» ,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «< « COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: »»"USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «c PEAK FLOW RATE(CFS) = 14.67 Tc(MIN.) = 16.30 =__ ___ = == s=== = =________ EFFECTIVE AREA(ACRES) = 7.81 AREA - AVERAGED Fm(INCH/HR) = 0.23 ELEVATION DATA: UPSTP.EAM(FEET( s 43.95 DOWNSTREAM(FEET) = 43.68 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 TOTAL AREA(ACRES) _ 7.97 DEPTH OF FLOW IN 18 0 INCH PIPE IS 10.9 INCHES LONGEST FLOWPATH FROM NODE 0.00 TO NODE 210.00 = 950.00 FEET. PIPE -FLOW VELOCITY(FEET /SEC.) = 5.76 ESTIMATED PIPE DIAMETERIINCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 6.44 FLOW PROCESS FROM NODE 210.00 TO NODE 230.00 IS CODE = 31 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 15.18 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 = 850.00 FEET. » » ,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ___ == == s =_= == __ = = =_ =s= = == ___ FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 ELEVATION DATA: UPSTREAM(FEET) = 44.44 D0WNSTREAM)FEET) = 44.17 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 » »,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««= DEPTH OF FLOW IN 27.0 INCH PIPE 15 18.3 INCHES ,„> >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< PIPE -FLOW VELOCITY(FEET /SEC.) = 5.10 =_______ _ _______'____ _ ______ °__ ft . ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 TOTAL NUMBER OF STREAMS = 2 PIPE- FLOW(CFSI = 14.67 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.( = 16.53 TIME OF CONCENTRATION(MIN.) = 15.18 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 = 1020.00 FEET. RAINFALL INTENSITY(INCH /HR) = 2.42 AREA - AVERAGED Fm(INCH /HRI = 0.23 AREA - AVERAGED Fp(INCH /HP.) = 0.47 FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) - 3.26 >"», DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «c TOTAL STREAM AREA(ACRESI = 3.26 _ = =z= = = ==____= s -= = =s == == == PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.44 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: "" CONFLUENCE DATA '" TIME OF C0NCENTRATI0N(MIN.( = 16.53 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RAINFALL INTENSITY(INCH /HRI = 2.30 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE AREA - AVERAGED Fm)INCH /HP.) = 0.23 1 14.67 16.53 2.302 0.47( 0.23) 0.50 7.8 0.00 AREA - AVERAGED FpIINCH /HR) = 0.47 1 14.66 17.04 2.260 0.47) 0.24) 0.50 8.0 0.00 AREA - AVERAGED Ap = 0.50 2 6.44 15.18 2.422 0.47( 0.23) 0.50 3.3 0.00 EFFECTIVE STREAM AREA(ACRES) = 7.81 TOTAL STREAM AREA(ACRES) = 7.97 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.67 CONFLUENCE FORMULA USED FOR 2 STREAMS. '• PEAK FLOW RATE TABLE `" FLOW PROCESS FROM NODE 0.00 TO NODE 220.00 IS CODE = 21 C . 3 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE »»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «c 1 20.75 16.53 2.302 0.47( 0.23) 0.50 11.1 0.00 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.= 2 20.62 17.04 2.260 0.47( 0.24) 0.50 11.2 0.00 =_s . =_ == =s = ====___ __ = === =s s - - -- 3 20.70 15.18 2.422 0.47( 0.24) 0.50 10.4 0.00 INITIAL SUBAREA FLOW- LENGTH(FEET) = 820.00 ELEVATION DATA: UPSTREAM(FFET) = 57.20 DOWNSTREAM)FEETI = 50.93 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.75 Tc(MIN.) = 16.53 Tc = K•((LENGTH" 3.00)/)ELEVATION CHANGEI1 " 0.20 EFFECTIVE AREA(ACRES) = 11.07 AREA - AVERAGED Pm(INCH /HRI = 0.23 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.093 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 11112 111111 e o 1 ® 111111 r ® o 11111/ INN 1 1 r 1 ,r Date: 11/07/00 File name: FC25AB.P.ES Page 45 Date: 11/07,00 File name: FC25AB.RES Page 46 TOTAL AREAIACR£S) = 11.23 RAINFALL INTENSITYIINCH /HR) = 2.51 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 = 1020.00 FEET. AREA - AVERAGED Fm(INCH /HP.) = 0 23 AREA - AVERAGED Fp)INCH /HR) = 0 47 AREA - AVERAGED Ap = 0.50 FLOW PROCESS FROM NODE 230.00 TO NODE 250 00 IS CODE = 31 EFFECTIVE STREAM AREA(ACRES) = 2.09 TOTAL STREAM APEA(ACRES) = 2.09 » > »COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA« =< PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.28 »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« «< ELEVATION DATA UPSTREAM(FEETI = 43.65 DOWNSTREAM(FEETI = 42.02 FLOW PROCESS FROM NODE 0.00 TO NODE 250.00 IS CODE = 21 C.,..6 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.2 INCHES » "RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< PIPE -FLOW VELOCITY(FEET /SEC.) = 5.61 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 = _ _ __ _ PIPE-FLOW(CFS) = 20.75 INITIAL SUBAREA FLOW- LENGTH(FEET) = 660.00 PIPE TRAVEL TIME(MIN.) = 1.22 Tc)MIN.) = 17.75 ELEVATION DATA UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 49.59 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 250.00 = 1430.00 FEET. Tc = K•((LENGTH•" 3.00) /(ELEVATION CHANGE)I• SUBAREA ANALYSIS USED MINIMUM Tc(MIN.1 = 14.216 FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.520 SUBAREA Tc AND LOSS RATE DATAIAMC II): » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ......... _ _- LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE '5 -7 DWELLINGS /ACRE' D 3.39 0.47 0.50 75 14.22 TIME OF CONCENTRATION(MIN.) = 17.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 RAINFALL INTENSITY(INCH /HR) = 2.21 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA - AVERAGED Fm(INCH /HR) = 0.23 SUBAREA RUNOFF(CFS) = 6,97 AREA - AVERAGED Fp(INCH /HR) = 0.47 TOTAL AREA(ACRES) = 3.39 PEAK FLOW RATE(CFS) = 6.97 AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 11.07 TOTAL STREAM AREA(ACRES) = 11.23 FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.75 .1- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » ' AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«<< FLOW PROCESS FROM NODE 0.00 TO NODE 250.00 IS CODE = 21 C.. Y TOTAL NUMBER OF STREAMS = 3 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE "USE TIME - OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 14.22 _- --____ - - -- RAINFALL INTENSITY(INCH /HR) = 2.52 INITIAL SUBAREA FLOW- LENGTHIFEET) = 660.00 AREA - AVERAGED Fm(INCH /HR) = 0.24 ELEVATION DATA UPSTREAM(FEET) = 53.90 DOWNSTREAM(FEET) = 49.59 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 Tc = K•I(LENGTH 3.00) /(ELEVATION CHANGE) I " EFFECTIVE STREAM AREA(ACRES) = 3.39 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.282 TOTAL STREAM AREA(ACRES) = 3.39 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.511 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.97 SUBAREA Tc AND LOSS RATE DATA (AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc •• CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CM (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE '5 -7 DWELLINGS /ACRE' D 2.09 0.47 0.50 75 14.28 1 20.75 17.75 2.206 0.47( 0.23) 0.50 11.1 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 1 20.62 18.26 2.168 0.47( 0.24) 0.50 11.2 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 20.70 16.40 2.313 0.47( 0.24) 0.50 10.4 0.00 SUBAREA RUNOFF(CFS) = 4.28 2 4.28 14.28 2.513 0.47( 0.231 0.50 2.1 0.00 TOTAL AREA(ACRES) = 2.09 PEAK FLOW RATE(CFS) = 4.28 3 6.97 14.22 2.520 0.47( 0.24) 0.50 3.4 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 CONFLUENCE FORMULA USED FOR 3 STREAMS. »»,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < •• PEAK FLOW RATE TABLE •• __________________:____ __________. :___.____ :____ :_____ __ = STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL NUMBER OF STREAMS = 3 NUMBER (CFS) (MIN.) (INCH /HR) )INCH /HR) (ACRES) NODE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 31.00 14.28 2.513 0.47( 0.24) 0.50 14.6 0.00 TIME OF CONCENTRATION(MIN.) = 14.28 2 30.95 16.40 2.313 0.47( 0.24) 0.50 15.9 0.00 Irm an an ® ma im .._.. ® am ma ® ® ® Mil IrMI MP Date 11/07/00 File name: FC2SAB.RES Page 47 Date: 11/07/00 File name: FC25AB.RES Page 48 3 30.47 17.75 2 206 0.47( 0.23) 0.50 16 6 0.00 AREA - AVERAGED Fp(INCH /HR) = 0 47 4 30.16 18.26 2.168 0.47) 0.24) 0.50 16.7 0.00 APEA - AVERAGED Ap = 0.50 5 30.98 14.22 2.520 0.47( 0.24) 0.50 14.5 0.00 EFFECTIVE STREAM AREA(ACRES) = 1.76 TOTAL STREAM APEA(ACP,ES) = 1.76 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.82 PEAK FLOW RATE(CFS) = 31.00 Tc(MIN.) = 14.28 EFFECTIVE AREA(ACRES) = 14.57 AREA- AVERAGED Fm(INCH /HP.) = 0 24 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 FLOW PROCESS FROM NODE 0.00 TO NODE 255 00 IS CODE = 21 A 2 TOTAL AREA(ACRES) = 16.71 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 250 00 = 1430 00 FEET. »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <« »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = _ FLOW PROCESS FROM NODE 250.00 TO NODE 340.00 IS CODE = 31 INITIAL SUBAREA FLOW- LENGTH(FEET) = 440.00 ELEVATION DATA UPSTREAM(FEET) = 55.90 DOWNSTPEAM(FEET) = 52.71 »> »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < » COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW(« «< Tc = K•(ILENGTH•• 3.00) /(ELEVATION CHANGEI1••0.20 ________ _-- -_____ ____= SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.892 ELEVATION DATA UPSTREAM(FEET) = 41.99 DOWNSTPEAM(FEET) = 40.98 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.804 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 SUBAREA Tc AND LOSS RATE DATA(AMC I1I: DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.3 INCHES DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc PIPE -FLOW VELOCITY(FEET /SEC.( = 6 12 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (WIN.) ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 RESIDENTIAL PIPE- FLOW(CFSI = 31.00 •5 -7 DWELLINGS /ACRE• D 1.38 0.47 0.50 75 11.89 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 14.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1680.00 FEET. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFSI = 3.19 TOTAL AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) = 3.19 FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 10 » » »MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK 1 2 <<<<< FLOW PROCESS FROM NODE 255.00 TO NODE 255.00 IS CODE = 1 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<c< FLOW PROCESS FROM NODE 0.00 TO NODE 255.00 IS CODE = 21 A 'm / _ _ TOTAL NUMBER OF STREAMS = 2 »»'RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) _ 11.89 -____= RAINFALL INTENSITY(INCH /HR) = 2.80 INITIAL SUBAREA FLOW- LENGTH(FEET) = 560.00 AREA- AVERAGED Fm(INCH /HR) = 0.23 ELEVATION DATA UPSTREAM(FEET) = 56.80 DOWNSTREAMIFEETI = 52.71 AREA - AVERAGED FpIINCH /HRI = 0.47 AREA - AVERAGED Ap = 0.50 Tc = K•[(LENGTH• 3.00) /(ELEVATION CHANGEI) EFFECTIVE STREAM AREA(ACRES) = 1.38 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.077 TOTAL STREAM AREA(ACRES1 = 1.38 • 25 YEAR RAINFALL INTENSITY(INCH /HRI = 2.649 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.19 SUBAREA Tc AND LOSS RATE DATA(AMC III: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc •• CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE •5 -7 DWELLINGS /ACRE• D 1.76 0.47 0.50 75 13.08 1 3.82 13.08 2.649 0.47( 0.23) 0.50 1.8 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 2 3.19 11.89 2.804 0.47( 0.23) 0.50 1.4 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) _ 3.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION PAT/0 TOTAL AREA(ACRESI = 1.76 PEAK FLOW RATE(CFS) = 3.82 CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •• FLOW PROCESS FROM NODE 255.00 TO NODE 255.00 IS CODE = 1 STREAM Q Tc Intensity Fp(Fm) Op Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HP.( )INCH /HR) (ACRES) NODE »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <a 1 6.82 13.08 2.649 0.47( 0.24) 0.50 3.1 0.00 ________ _ ______________= = 2 6.89 11.89 2.804 0.47) 0.24) 0.50 3.0 0.00 TOTAL NUMBER OP STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TIME OF CONCENTRATION(MIN.) s 13.08 PEAK FLOW RATE(CFSI = 6.89 Tc(MIN.1 = 11.89 RAINFALL INTENSITY(INCH /HR) s 2.65 EFFECTIVE AREA(ACRES) = 2.98 AREA - AVERAGED Fm(INCH /HR) s 0.24 AREA - AVERAGED Fm(INCM /HR) = 0.23 AREA - AVERAGED Fp(INCH/HR( = 0.47 AREA- AVERAGED Ap = 0.50 mi Ns am ma ow um ,-..-.„-" ro:." rri am =I lim ma um sal sisl mi Ns mil Date: 11/07/00 File name: FC25AB.RES Page 49 Date: 11/07/00 File name: FC25AB.RES Page 50 TOTAL AREA1ACRES) . 3.14 TIME OF CONCENTRATION(MIN.) = 11.61 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 255.00 = 560 00 FEET RAINFALL INTENSITYUNCH/HR) = 2 85 AREA-AVERAGED Fm1INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.47 FLOW PROCESS FROM NODE 255.00 TO NODE 260.00 IS CODE . 31 AREA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.21 >>.» PIPE-FLOW TRAVEL TIME THRU SUBAPEA<<c« TOTAL STREAM AREA(ACRES) = 2.21 >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<e< PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.19 ELEVATION DATA UPSTREAM(FEET) = 46.57 DOWNSTREAM(FEET1 = 45.50 .. CONFLUENCE DATA •• FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES NUMBER ICES) (MIN.) 1INCH/MB) (INCH/MR) (ACRES) NODE PIPE-FLOW VELOCITY1FEET/SEC.1 = 4.29 1 6.82 14.13 2.529 0.47) 0.24) 0.50 3.1 0.00 ESTIMATED PIPE DIAMETER(INCH) . 21.00 NUMBER OF PIPES = 1 1 6.89 12.94 2.666 0.471 0.24) 0.50 3.0 0.00 PIPE-FLOW(CFS) . 6.89 2 5.19 11.61 2.845 0.47( 0.23) 0.50 2.2 0.00 PIPE TRAVEL TIME(M/N.) . 1.05 TcIMIN.1 = 12.94 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 260.00 = 830.00 FEET. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 1 " PEAK FLOW RATE TABLE == STREAM Q Tc Intensity Fp1Fm1 Ap Ae HEADWATER >>>.»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< NUMBER ICES) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ...-......_=. 1 11.73 12.94 2.666 0.471 0 24) 0.50 5.2 0.00 TOTAL NUMBER OF STREAMS = 2 2 11.39 14.13 2.529 0.471 0.24) 0.50 5.3 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE 3 11.83 11.61 2.845 0.47( 0.24) 0.50 4.9 0.00 TIME OF CONCENTRATION(MIN.) = 12 94 RAINFALL INTENSITY(INCH/HR) = 2.67 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA-AVERAGED Fm)/NCH/HR) = 0.24 PEAK FLOW RATE(CFS) = 11.83 Tc(MIN.1 = 11.61 AREA-AVERAGED Fp1INCH/HR) = 0.47 EFFECTIVE AREAIACRES) = 4.88 AREA-AVERAGED Fm(INCH/HRI . 0.24 AREA-AVERAGED Ap . 0.50 AREA-AVERAGED Fp1/NCH/HR) = 0.47 AREA-AVERAGED Ap . 0.50 EFFECTIVE STREAM AREA(ACRES) . 2.98 TOTAL AREAIACRES) = 5.35 TOTAL STREAM AREA(ACRES) = 3.14 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 260.00 = 830.00 FEET. PEAK FLOW RATE1CFS) AT CONFLUENCE = 6.89 FLOW PROCESS FROM NODE 260.00 TO NODE 270.00 IS CODE = 31 FLOW PROCESS FROM NODE 0.00 TO NODE 260.00 IS CODE = 21 A 3 , PIPE-FLOW TRAVEL TIME TFIRU SUBAREA«<« »,..>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« >› COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< »USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = ... === .. ... .... ELEVATION DATA' UPSTREAM(FEET) . 45.48 DOWNSTREAM(FEET) = 45.35 INITIAL SUBAREA FLOW-LENGTH(FEET) = 460.00 FLOW LENGTH1FEET) . 30.00 MANNING'S N = 0.013 ELEVATION DATA UPSTREAM(FEET) = 56,40 DOWNSTREAM(FEET) . 52.29 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.04 Tc = K.11LENGTH“ 3.00)/)ELEVATION CHANGEW ESTIMATED PIPE DIAMETER1INCH) . 24.00 NUMBER OF PIPES = 1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.1 . 11.610 PIPE-FLOW(CFS) = 11.83 • 25 YEAR RAINFALL INTENSITY1INCH/HR) . 2.845 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(M/N.1 = 11.71 SUBAREA Tc AND LOSS RATE DATA1AMC III: LONGEST FLOWPATH FROM NODE 0.00 TO NODE 270.00 . 860.00 FEET. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) IINCH/HP.) (DECIMAL) CM (WIN.) RESIDENTIAL FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE . 1 "5-7 DWELLINGS/ACRE* D 2.21 0.47 0.50 75 11.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, FWINCH/HR) . 0.47 '""DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap (:( 0.50 . ..._. . = SUBAREA RUNOFF(CFS) = 5.19 TOTAL NUMBER OF STREAMS = 3 TOTAL AREA(ACRES) . 2.21 PEAK FLOW RATE(CFS) = 5.19 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.1 = 11.71 RAINFALL INTENSITY(INCH/HR) . 2.83 FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 1 AREA-AVERAGED Fm(INCH/HR) . 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.47 >>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< AREA-AVERAGED Ap = 0.50 »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« EFFECTIVE STREAM AREA(ACRES) = 4.88 . .. ...........=.........m..-=..........-........_...... . TOTAL STREAM AREA(ACRES) = 5.35 TOTAL NUMBER OF STREAMS = 2 PEAK FLOW RATE(CFS) AT CONFLUENCE . 11.83 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ....._ ® 1 ® alll 1 ® ® ® ® ® ® 1 Date: 11/07/00 File name: FC25AB.RES Page 51 Date: 11/07/00 File name: FC25AB.RES Page 52 ,, COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< FLOW PROCESS FROM NODE 0.00 TO NODE 270.00 IS CODE = 21 A - -- _ -- ___ - -- TOTAL NUMBED. OF STREAMS = 3 »»'RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 11.73 RAINFALL INTENSITY(INCH /HR) = 2.83 INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 AREA - AVERAGED Fm(INCH/HP.) = 0 23 ELEVATION DATA: UPSTREAM(FEET) = 55.10 DOWNSTREAM(FEET) = 52.26 AREA- AVERAGED Fp)INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 Tc = K 3.001 /(ELEVATION CHANGE)I• EFFECTIVE STREAM AREA(ACRES) = 1.56 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.495 TOTAL STREAM AREA(ACRES) = 1.56 • 25 YEAR RAINFALL INTENSITYIINCH /HRI = 2.862 PEAK FLOW P.ATE(CFS1 AT CONFLUENCE = 3.64 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc "• CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER RESIDENTIAL NUMBED. (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE '5 -7 DWELLINGS /ACRE' D 0.76 0.47 0.50 75 11.50 1 11.73 13.04 2.654 0.47( 0.24) 0.50 5.2 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 1 11.39 14.23 2.518 0 47) 0.24) 0.50 5.3 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 11.83 11.71 2.831 0.47( 0.24) 0.50 4.9 0.00 SUBAREA RUNOFF(CFS) = 1.80 2 1.80 11.50 2.862 0.47) 0.23) 0.50 0.8 0.00 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) . 1 80 3 3.64 11.73 2.828 0.47) 0.23) 0.50 1.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 CONFLUENCE FORMULA USED FOR 3 STREAMS. » »"DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEc< « < •• PEAK FLOW RATE TABLE •" _ STREAM 0 Tc Intensity Fp)Fm) Ap Ae HEADWATER TOTAL NUMBER OF STREAMS = 3 NUMBER ICES) (MIN.1 )INCH /HR) (INCH /HP.) (ACRES) NODE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 17.17 11.50 2.862 0.471 0.24) 0.50 7.1 0.00 TIME OF CONCENTRATION(MIN.) = 11.50 2 17.25 11.71 2.831 0.47( 0.24) 0.50 7,2 0.00 RAINFALL INTENSITY(INCH /HR) = 2.86 3 16.78 13.04 2.654 0.47( 0.23) 0.50 7.5 0.00 AREA- AVERAGED Fm(INCH /HR) = 0.23 4 16.15 14.23 2.518 0.47) 0.24) 0.50 7.7 0.00 AREA - AVERAGED Fm(INCH /HRI = 0.47 5 17.24 11.73 2.828 0.47) 0.23) 0.50 7.2 0.00 AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0 76 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 17.25 Tc(MIN.) = 11.71 PEAK FLOW RATE)CFS1 AT CONFLUENCE = 1.80 EFFECTIVE AREA(ACRES) = 7.20 AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fm(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.67 FLOW PROCESS FROM NODE 0.00 TO NODE 270.00 IS CODE = 21 A- S LONGEST FLOWPATH FROM NODE 0.00 TO NODE 270.00 = 860.00 FEET. »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 270.00 TO NODE 280.00 IS CODE s 31 INITIAL SUBAREA FLOW- LENGTH(FEET) = 480.00 »»'COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 56.60 DOWNSTREAM(FEET) = 52.16 » »"USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< = Tc = K•((LENGTH 3.00) /(ELEVATION CHANGE)I••0.20 ELEVATION DATA: UPSTREAM(FEET) _ 45.32 DOWNSTREAM(FEET) = 43.23 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.728 FLOW LENGTH(FEET1 = 520.00 MANNING'S N = 0.013 ' 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.828 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES SUBAREA Tc AND LOSS RATE DATA(AMC II): PIPE -FLOW VELOCITY(FEET /SEC.) a 5.32 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PIPE- FLOW(CFS) = 17.25 RESIDENTIAL PIPE TRAVEL TIME(MIN.1 = 1.63 Tc(MIN.) a 13.34 '5 -7 DWELLINGS /ACRE' D 1.56 0.47 0.50 75 11.73 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 280.00 = 1380.00 FEET. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.64 FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 TOTAL AREA(ACRES) - 1.56 PEAK FLOW RATE(CFS) = 3.64 »»"DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««a FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «c« TIME OF CONCENTRATION)MIN.) = 13.34 111111 lime moll Imo Inn Irmcm, 171 11E91 111111 111111 111111 111111 111111 111111 111111 111111 111111 Date: 11/07/00 File name: FC25AB.RES Page 53 Date: 11,07/00 File name: FC25AB.RES Page 54 RAINFALL INTENSITY(INCH/HR) . 2.62 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA-AVERAGED Fm(INCH/HR) . 0.24 SUBAREA RUNOFF(CFS) = 3.39 AREA-AVERAGED Fp(INCH/HR) = 0.47 TOTAL AREA(ACRES) = 1.59 PEAK FLOW RATE(CFS) = 3.39 AREA-AVERAGED Ap . 0.50 EFFECTIVE STREAM AREA(ACRES) . 7 20 TOTAL STREAM AREA(ACRES) = 7.67 FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.25 >»,>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE s..»,AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES.e.«= FLOW PROCESS FROM NODE 0.00 TO NODE 280.00 IS CODE = 21 „di 6 . = . TOTAL NUMBER OF STREAMS . 3 »»=RATIONAL METHOD INITIAL SUBAREA ANALYSIS===« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: "USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.( . 13.45 ===......... ......,....=...__. = RAINFALL INTENS/TY(INCH/HR) . 2.61 INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 AREA-AVERAGED Fm(INCH/HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 51.44 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0 50 Tc . K.[(LENGTH 3.00)/(ELEVATION CHANGE)) EFFECTIVE STREAM AREA(ACRES) = 1.59 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.445 TOTAL STREAM AREA(ACRES) = 1.59 • 25 YEAR RAINFALL INTENSITY(INCN/HR) = 2.605 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.39 SUBAREA Tc AND LOSS RATE DATA(AMC I/) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc .. CONFLUENCE DATA == LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity FpIFm( Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) 1/NCH/HR) (INCH/HR) (ACRES) NODE ' 5-7 DWELLINGS/ACRE" D 1.71 0.47 0.50 75 13.45 1 17.17 13.13 2.643 0.47( 0.24) 0.50 7.1 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) . 0.47 1 17.25 13.34 2.618 0.47( 0.24) 0.50 7.2 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.50 1 16.78 14.67 2.472 0.47) 0.23) 0.50 7.5 0.00 SUBAREA RUNOFF(CFS) = 3.65 1 16.15 15.87 2.359 0.47) 0.24) 0.50 7.7 0.00 TOTAL AREA(ACRES) . 1.71 PEAK FLOW RATE(CFS) = 3.65 1 17.24 13.36 2.616 0.47( 0.23) 0.50 7.2 0.00 2 3.65 13.45 2.605 0.47) 0.23) 0.50 1.7 0.00 3 3.39 13.45 2.605 0.47( 0.23) 0.50 1.6 0.00 FLOW PROCESS FROM NODE 280.00 TO NODE 280 00 IS CODE = 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO , ,,'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE, CONFLUENCE FORMULA USED FOR 1 STREAMS. TOTAL NUMBER OF STREAMS . 3 .. PEAK FLOW PATE TABLE .. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TIME OF CONCENTRATION1MIN.) . 13.45 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE RAINFALL INTENS/TY(INCH/HR) . 2.61 1 24.15 13.13 2.643 0.47( 0.24) 0.50 10.3 0.00 AREA-AVERAGED Fm(/NCH/HR) . 0.23 2 24.27 13.34 2.618 0.47( 0.23) 0.50 10.5 0.00 AREA-AVERAGED Fp(INCH/HR( . 0.47 3 24.27 13.36 2.616 0.47( 0.23) 0.50 10.5 0.00 AREA-AVERAGED Ap . 0.50 4 24.25 13.45 2.605 0.47( 0.23) 0.50 10.5 0.00 EFFECTIVE STREAM AREA(ACRES) = 1.71 5 23.42 14.67 2.472 0.47) 0.23) 0.50 10.8 0.00 TOTAL STREAM AREAIACRES) = 1.71 6 22.46 15.87 2.359 0.47) 0.24) 0.50 11.0 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE . 3.65 7 24.25 13.45 2.605 0.47( 0.231 0.50 10.5 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: FLOW PROCESS FROM NODE 0.00 TO NODE 280.00 IS CODE = 21 ,04..7 PEAK FLOW RATE(CFS) = 24.27 Tc(MIN.) = 13.36 EFFECTIVE AREA(ACRES) = 10.49 AREA-AVERAGED Fm(INCH/HR) = 0.24 =»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS====. AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.50 »USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TOTAL AREA(ACRES) ... 10.97 . . ......= . . LONGEST FLOWPATH FROM NODE 0,00 TO NODE 280.00 . 1380.00 FEET. INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 51.44 FLOW PROCESS FROM NODE 280.00 TO NODE 330.00 IS CODE = 31 Tc = K.[(LENGTH“ 3.00)/(ELEVATION CHANGE)1“0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) a 13.445 =»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA" • 25 YEAR RAINFALL INTENSITY(INCH/HR) . 2.605 »,»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<=.« SUBAREA Tc AND LOSS RATE DATA(AMC II): - == a a . . = ==.___....................=.......... DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC ELEVATION DATA: UPSTREAM(FEET) a 43.20 DOWNSTREAM(FEET) . 40.88 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) FLOW LENGTH(FEET) . 600.00 MANNING'S N . 0.013 RESIDENTIAL DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES ' 5-7 DWELLINGS/ACRE ' D 1.59 0.47 0.50 75 13.45 PIPE-FLOW VELOCITY(FEET/SEC.) . 5.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 ESTIMATED PIPE D/AMETER(INCHI a 33.00 NUMBER OF PIPES = 1 ® 1 1 O 11119 IITI IIT1 111, 111111 ® 1 1 111111 111111 111111 111111 111111 111111 Date: 11/07/00 File name: FC25AB.RES Page 55 Date: 11/07/00 File name: FC25AB.P.ES Page 56 PIPE- FLOW(CFS) = 24.27 '5 -7 DWELLINGS /ACRE" D 2.52 0,47 0.50 75 13.77 PIPE TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 15.08 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HRI = 0.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1980.00 FEET. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.29 TOTAL AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) = 5 29 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 10 »»,MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK 4 3 «« < FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 » » INDEPENDENT STREAM FOR CONFLUENCE« .< A ^ // »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «<c< FLOW PROCESS FROM NODE 0.00 TO NODE 310.00 IS CODE _ 21 = _ ___________________ TOTAL NUMBER OF STREAMS = 2 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSI S'c« < CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 13.77 _____ _________________ ----- _________ _ . RAINFALL INTENSITY(INCHIHR) = 2.57 INITIAL SUBAREA AW- LENGTH(FEET) = 730.00 AREA - AVERAGED Fm(INCH /HRI = 0.23 ELEVATION DATA: UPSTREAM(FEET) = 55.50 DOWNSTREAM(FEETI = 50.63 AREA - AVERAGED FpIINCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 Tc = K•((LENGTH 3.00) /(ELEVATION CHANGEI( EFFECTIVE STREAM AREA(ACRES) = 2.52 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.806 TOTAL STREAM AREA(ACRES) = 2.52 • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.459 PEAK FLOW RATEICFSI AT CONFLUENCE = 5.29 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc •• CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE ' 5 -7 DWELLINGS /ACRE' 0 2.63 0.47 0.50 75 14.91 1 5.26 14.81 2.459 0.47) 0.231 0.50 2.6 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HRI = 0.47 2 5.29 13.77 2.568 0.47( 0.23) 0.50 2.5 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO TOTAL AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) = 5.26 CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •• FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE » »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 1 10.31 14.81 2.459 0.47) 0.231 0.50 5.2 0.00 _________= x == _ ___ 2 10.43 13.77 2.568 0.47( 0.23) 0.50 5.0 0.00 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TIME OF CONCENTRATION(MIN.) = 14.81 PEAK FLOW RATE(CFS) = 10.43 TC(MIN.( = 13.77 RAINFALL INTENSITY(INCH /HRI = 2.46 EFFECTIVE AREA(ACRES) = 4.97 AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA - AVERAGED Fm(INCH/HR) _ 0.23 AREA- AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 AREA - AVERAGED Fp)INCH /HRI = 0.47 TOTAL AREA(ACRES) = 5.15 AREA - AVERAGED Ap = 0.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 310.00 = 730.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 2.63 TOTAL STREAM AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) AT CONFLUENCE _ 5.26 FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 31 »» ,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< FLOW PROCESS FROM NODE 0.00 TO NODE 310.00 IS CODE = 21 440 »»,USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<c«c »»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ELEVATION DATA: = = UPSTREAMIFEET) = 44 02 DOWNSTREAMIFEET) = 42 69 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 __ =___ ____= DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES INITIAL SUBAREA FLOW- LENGTH(FEETI = 660.00 PIPE -FLOW VELOCITYIFEET /SEC.) = 4.20 ELEVATION DATA: UPSTREAM(FEET) = 55.80 DOWNSTREAM(FEET) = 50.63 ESTIMATED PIPE DIAMETER(INCH) a 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 10.43 Tc = K•((LENGTH 3.00) /(ELEVATION CHANGE) ] •• 0. 20 PIPE TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 15.56 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.1 a 13.771 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 320.00 = 1180.00 FEET. • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.568 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL »»,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <c «< ® ® 1 ® w i■n 111111 111111 111111 111111 111111 111111 111111 111111 111111 Date: 11/07/00 File name: FC25AB.RES Page 57 Date: 11/07/00 File name: FC25AB.P.ES Page 58 _ ______ :__= s= == = = = =s = === LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: '5 -7 DWELLINGS /ACRE' D 2.46 0.47 0.50 75 13.02 TIME OF CONCENTPATION(MIN.) = 15.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 RAINFALL INTENSITY(INCM /HR) = 2.39 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA- AVERAGED Fm)INCH /HP.) = 0.23 SUBAREA RUNOFF(CFS) = 5.15 AREA - AVERAGED Fp(INCH/HR) = 0.47 TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) = 5.15 AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.97 TOTAL STREAM AREA(ACRES) = 5.15 FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.43 a, » INDEPENDENT STREAM FOR CONFLUENCE« «< ,,,,,AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< FLOW PROCESS FROM NODE 0.00 TO NODE 320.00 IS CODE = 21 13 = _ TOTAL NUMBER OF STREAMS = 3 " "aRATIONAL METHOD INITIAL SUBAREA ANALYSIS' «« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: „USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTP.ATION(MIN.) = 13 02 _ = == == RAINFALL INTENSITY(INCH/HR) = 2.56 INITIAL SUBAREA FLOW-LENGTH(FEET) = 640.00 AREA- AVERAGED Fm)INCH /HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET) = 54.80 DOWNSTREAM(FEET) = 49.18 , AREA- AVERAGED Fp(INCH /HRI = 0 47 AREA- AVERAGED Ap = 0.50 Tc = K 3.00) /(ELEVATION CHANGEII• EFFECTIVE STREAM AREA(ACRES) = 2.46 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 13.296 TOTAL STREAM AREAIACRES) = 2 46 • 25 YEAR RAINFALL INTENSITY(INCH /HRI = 2.623 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.15 SUBAREA Tc AND ' SS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc " CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /HRI (DECIMAL) CN (MIN.) STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH/HR) (INCH /HR) (ACRES) NODE ' 5 -1 DWELLINGS /ACRE' D 2.73 0.47 0.50 75 13.30 1 10.31 16.60 2.296 0.41) 0.23) 0.50 5.2 0.00 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 1 10.43 15.56 2.387 0.47) 0.23) 0.50 5.0 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 2 5.87 13.30 2.623 0.47) 0.23) 0.50 2.7 0.00 SUBAREA RUNOFF(CFS) = 5.87 3 5.15 13.82 2.562 0.47) 0.23) 0 50 2.5 0.00 TOTAL AREA(ACRES) = 2.73 PEAK FLOW RATE(CFS) = 5.87 40 RAINFALL INTENSITY A54) TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 •• PEAK FLOW RATE TABLE •• , INDEPENDENT STREAM FOR CONFLUENCE« <c< STREAM Q Tc Intensity Fp(Fm) Ap Ike HEADWATER ____ NUMBER (CFS) (MIN.) )INCH /HRI (INCH /HR) (ACRES) NODE TOTAL NUMBER OF STREAMS = 3 1 20.84 13.30 2.623 0.411 0.231 0.50 9.3 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 2 20.48 15.56 2.387 0.471 0.23) 0.50 10.2 0.00 TIME OF CONCENTRATIONIMIN.) = 13.30 3 19.94 16.60 2.296 0.47) 0.231 0.50 10.3 0.00 RAINFALL INTENSITY(INCH/HR1 = 2.62 4 20.90 13.82 2.562 0.47( 0.23) 0.50 9.6 0.00 AREA- AVERAGED Fm)INCH /HR) = 0 23 AREA - AVERAGED Fp(INCH/HR) = 0 47 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA - AVERAGED Ap = 0.50 PEAK FLOW PATE(CFS) a 20.90 Tc(MIN.) = 13.82 EFFECTIVE STREAM AREA(ACRES) = 2.73 EFFECTIVE AREA(ACRES) = 9.60 AREA - AVERAGED Fm)INCH /HR) = 0.23 TOTAL STREAM AREA(ACRES) = 2.73 AREA- AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 PEAK FLOW RATEICFS) AT CONFLUENCE = 5.87 TOTAL AREA(ACRES) = 10.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 320.00 s 1180.00 FEET. FLOW PROCESS FROM NODE 0.00 TO NODE 320.00 IS CODE = 21 44../17( FLOW PROCESS FROM NODE 320.00 TO NODE 330.00 IS CODE s 31 , »RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< "USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« „ » PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< __ =-- -s - - -s ,» »USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW1c « <c INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 =___: _ _ = = == =s = = == ELEVATION DATA: UPSTREAM(FEET) = 53.00 DOWNSTREAM(FEET) s 49.19 ELEVATION DATA: UPSTREAM(FEET) = 42.66 DOWNSTREAM(FEET) = 41.50 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 Tc = K•((LENGTH 3.001 /(ELEVATION CHANGEI) DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.825 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.14 • 25 YEAR RAINFALL INTENSITY(INCH /HR1 = 2.562 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 SUBAREA Tc AND LOSS RATE DATA(AMC II): PIPE- FLOWICFS) - 20.90 DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS Tc PIPE TRAVEL TIMEIMIN.) = 0.36 Tc(MIN.) = 14.19 111111 111111 111111 111111 111111 II!, Fri Irmi irmi m Elle mill mile mille Elm 111111 111111 111111 Date: 11/07/00 File name: FC25AB.RES Page 59 Date: 11/07/00 File name: FC25AB.P.ES Page 60 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335 00 FEET CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTPATION(MIN.) = 15.06 RAINFALL INTENSITY(INCH /HP,) = 2.43 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 I5 CODE = 11 AREA - AVERAGED Fm(INCH /HP.) = 0.23 AREA - AVERAGED Fp)INCH /HR) = 0.47 » »> CONFLUENCE MEMORY BANK 8 3 WITH THE MAIN- STP.EAM MEMOPY <«< APEA- AVERAGED Ap = 0.50 _ -. EFFECTIVE STREAM AREAIACRES) = 20.36 TOTAL STREAM AREA(ACPES) = 21.31 •• MAIN STREAM CONFLUENCE DATA •" PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.95 STREAM Q Tc Intensity Fp(Fm1 Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 20.84 13.66 2.581 0.47( 0.23) 0.50 9.3 0.00 FLOW PROCESS FROM NODE 0.00 TO NODE 330.00 IS CODE = 21 #014/.. 9 2 20.90 14.19 2.523 0.47( 0.23) 0.50 9.6 0.00 3 20.48 15.92 2.354 0.47) 0.23) 0.50 10.2 0.00 » »,RATIONAL METHOD INITIAL SUBAREA ANALYSIS <c«< 4 19.94 16.96 2.266 0.47( 0.23) 0.50 10.3 0.00 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA=. LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET. _ _ _ -. a = == INITIAL SUBAREA FLOW- LENGTH(FEET) = 660.00 •• MEMORY BANK 1 3 CONFLUENCE DATA •• ELEVATION DATA UPSTREAMIFEET) = 53.80 DOWNSTREAM(FEET) = 49.83 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE Tc = K•))LENGTH•• 3.00) /(ELEVATION CHANGE)) "•0.20 1 24.15 14.91 2.449 0.47) 0.24) 0.50 10.3 0.00 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 14.518 2 24.27 15.06 2.434 0.471 0.23) 0.50 10.5 0.00 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.488 3 24.27 15.08 2.432 0.47( 0.23) 0.50 10.5 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC I1): 4 24.25 15.17 2.424 0.47( 0.23) 0.50 10.5 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 5 24.25 15.17 2.424 0.47( 0.23) 0.50 10.5 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 6 23.42 16.46 2.308 0.47( 0.23) 0.50 10.8 0.00 RESIDENTIAL 7 22.46 17.66 2.212 0.47) 0.24) 0 50 11.0 0.00 '5 -7 DWELLINGS /ACRE' D 2.14 0.47 0.50 75 14.52 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 0.00 FEET. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 •• PEAK FLOW RATE TABLE •• SUBAREA RUNOFF(CFS) = 4.34 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREAIACRES) = 2.14 PEAK FLOW RATE(CFS) = 4.34 NUMBER (CFS( (MIN.) (INCH /HP.) (INCH /HR) (ACRES) NODE 1 44.29 1 13.66 2.581 0.47( 0.23) 0.50 18.8 0.00 2 44.65 14.19 2.523 0.471 0.24) 0.50 19 4 0.00 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 3 44.25 15.92 2.354 0.471 0.23) 0.50 20.8 0.00 4 42.95 16 96 2 266 0.47( 0.23) 0.50 21.2 0.00 »»'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < 5 44.88 14.91 2.449 0.47( 0.23) 0.50 20.1 0.00 »»,AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES.=«« 6 44.95 15.06 2.434 0.47( 0.23) 0 50 20.4 0.00 = _____ _ ____ ______..... 7 44.95 15.08 2.432 0.47) 0.23) 0.50 20 4 0.00 TOTAL NUMBER OF STREAMS = 2 8 44.91 15.17 2.424 0.47( 0.23) 0.50 20.4 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 9 44.91 15.17 2.424 0.47( 0.23) 0.50 20.4 0.00 TIME OF CONCENTRATION(MIN.) = 14.52 10 43.62 16.46 2.308 0.47( 0.231 0.50 21.1 0.00 RAINFALL INTENSITY(INCH /HR) = 2.49 11 41.86 17.66 2.212 0.47) 0.24) 0.50 21.3 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.23 TOTAL AREA(ACRES) = 21.31 AREA- AVERAGED Fp)INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: EFFECTIVE STREAM AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) = 44.95 Tc(MIN.) = 15.061 TOTAL STREAM AREA(ACRES) = 2.14 EFFECTIVE AREAIACRES) = 20.36 AREA - AVERAGED Fm(INCH /HR( = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.34 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 21.31 •• CONFLUENCE DATA •• LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET. STREAM Q Tc Intensity Fp(Pml Ap he HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 44.29 13.66 2.581 0.471 0.23) 0.50 18.8 0.00 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 12 1 44.65 14.19 2.523 0.471 0.24) 0.50 19.4 0.00 1 44.25 15.92 2.354 0.47( 0.23) 0.50 20.8 0.00 ,»»CLEAR MEMORY BANK 1 3 <se« 1 42.95 16.96 2.266 0.471 0.23) 0.50 21.2 0.00 ___ >____________ __ _____________ _= 1 44.88 14.91 2.449 0.47( 0.23) 0.50 20.1 0.00 1 44.95 15.06 2.434 0.47) 0.23) 0.50 20.4 0.00 1 44.95 15.08 2.432 0.47( 0.23) 0.50 20.4 0.00 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 1 44.91 15.17 2.424 0.47( 0.23) 0.50 20.4 0.00 1 44.91 15.17 2.424 0.471 0.23) 0.50 20.4 0.00 » » INDEPENDENT STREAM FOR CONFLUENCE « «e 1 43.62 16.46 2.308 0.47( 0.231 0.50 21.1 0.00 - - 41.86 .56 2.212 .47( 0.241 0.50 21.3 0.00 TOTAL NUMBER OF STREAMS = 2 2 4.34 14.52 2.488 0.471 0.23) 0.50 2.1 0.00 111111 111111 ® 1 1 111111 4,1$ 111111 1115 Iles 111111 111111 1 1 111111 111111 111111 111111 111111 Date: 11/07/00 File name: FC25AB.RES Page 61 Date: 11/07/00 File name: FC25AB.RES Page 62 INITIAL SUBAREA FLOW-LENGTH(FEET) = 280.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ELEVATION DATA: UPSTREAMIFEETI = 52.20 DOWNSTREAM(FEET) = 49.54 CONFLUENCE FORMULA USED FOR 2 STREAMS. Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGE)I••0.20 •` PEAK FLOW RATE TABLE •• SUBAREA ANALYSIS USED MINIMUM Tc(MIN.1 = 9 403 STREAM ( 2 Tc Intensity Fp>Fm) Ap Ae HEADWATEP • 25 YEAR RAINFALL INTENSITY(INCH /HR( = 3.229 NUMBER (CFS) (MIN.) (INCH /HP) (INCH /HR) (ACRES) NODE SUBAREA Tc AND LOSS PATE DATA(AMC III: 1 48.54 13.66 2.581 0.47( 0.24) 0.50 20.8 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 2 48.96 14.19 2.523 0.47( 0.23) 0.50 21 5 0.00 LAND USE GROUP (ACRES) (INCH /HP.) (DECIMAL) CN (MIN.) 3 49.14 14.91 2.449 0.47( 0.23) 0.50 22.3 0.00 RESIDENTIAL 4 49.19 15.06 2.434 0.47) 0.23) 0.50 22 5 0.00 "5 -7 DWELLINGS /ACRE" D 0.69 0.47 0.50 75 9.40 5 49.18 15.08 2.432 0.47( 0.23) 0.50 22.5 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ 0.47 6 49.13 15.17 2.424 0.47) 0.23) 0.50 22.6 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 7 49.13 15.17 2.424 0.47( 0.231 0.50 22.6 0.00 SUBAREA RUNOFF(CFS) = 1.86 8 48.33 15.92 2.354 0.47( 0.231 0.50 23.0 0.00 TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 1.86 9 47.61 16.46 2.308 0.471 0.23) 0.50 23.2 0.00 10 46.87 16.96 2.266 0.47( 0.23) 0.50 23 4 0.00 11 45.67 17.66 2.212 0.47( 0.24) 0.50 23.4 0.00 FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 12 49.09 14.52 2.488 0.47( 0.24) 0.50 21.9 0.00 »»,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: »»,AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <c < PEAK FLOW RATE(CFS) = 49.19 Tc(MIN.1 = 15.06 _ _-_ ____ EFFECTIVE AREAIACRES( '= 22.50 AREA - AVERAGED Fm(INCH /HR) = 0.23 TOTAL NUMBER. OF STREAMS = 2 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TOTAL AREA(ACRES) = 23.45 TIME OF CONCENTRATION(MIN.) = 9.40 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET. RAINFALL INTENSITY(INCH /HR) = 3.23 AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA - AVERAGED Fp(INCH /HRI = 0.47 FLOW PROCESS FROM NODE 330.00 TO NODE 335.00 IS CODE = 31 AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREAIACRES) = 0.69 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <c «< TOTAL STREAM AREAIACRES) = 0.69 »»,USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «c« PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.86 = ELEVATION DATA: UPSTREAM(FEET) = 40.70 DOWNSTREAM(FEET) = 39.91 •• CONFLUENCE DATA •• FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.5 INCHES NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE PIPE -FLOW VELOCITY(FEET /SEC.) _ 6.82 1 48,54 14.17 2.524 0.47( 0.24) 0.50 20.8 0.00 ESTIMATED PIPE DIAMETER(INCH) _ 42.00 NUMBER OF PIPES = 1 1 48.96 14.70 2.469 0.47( 0.23) 0.50 21.5 0.00 PIPE- FLOW(CFS) = 49.19 1 49.14 15.42 2.400 0.47( 0.23) 0.50 22.3 0.00 PIPE TRAVEL TIME(MIN.) = 0.51 Tc)MIN.) = 15.57 1 49.19 15.57 2.385 0.47) 0.231 0.50 22.5 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 335.00 = 1545.00 FEET. 1 49.18 15.59 2.384 0.47( 0.23) 0.50 22.5 0.00 1 49.13 15.68 2.376 0.47( 0.23) 0.50 22.6 0.00 1 49.13 15.68 2.376 0.471 0.231 0.50 22.6 0.00 FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 1 48 33 16.44 2.310 0.47) 0.23) 0.50 23.0 0.00 1 47.61 16.99 2.264 0.47( 0.23) 0.50 23.2 0.00 » »,.DESIGNATE INDEPENDENT STREAM FOR. CONFLUENCE « «c 1 46.87 17 49 2.225 0,47( 0.23) 0.50 23.4 0.00 _____ _ 1 45.67 18.19 2.173 0.47( 0.241 0.50 23.4 0.00 TOTAL NUMBER OF STREAMS = 2 1 49.09 15.03 2.437 0.47( 0.24) 0.50 21.9 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 2 1.86 9 40 3.229 0.47( 0.23) 0.50 0.7 0.00 TIME OF CONCENTRATION(MIN.) = 15.57 RAINFALL INTENSITY(INCH /HR) = 2 39 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO AREA - AVERAGED Fm(INCH /HR) = 0.23 CONFLUENCE FORMULA USED FOR 2 STREAMS. AREA - AVERAGED Fp)INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 •• PEAK FLOW RATE TABLE •• EFFECTIVE STREAM AREA(ACRES) = 22.50 STREAM 0 Tc Intensity Fp)Fm) Ap Ae HEADWATER TOTAL STREAM AREA {ACRES( = 23.45 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.19 1 49.96 14.17 2.524 0.47( 0.24) 0.50 21.5 0.00 2 50.34 14.70 2.469 0.47( 0.23) 0.50 22.2 0.00 3 50.46 15.03 2.437 0.47( 0.241 0.50 22.6 0.00 FLOW PROCESS FROM NODE 0.00 TO NODE 335.00 IS CODE = 21 A -/G ./ 4 50.49 15.42 2.400 0.47( 0.23) 0.50 23.0 0.00 5 50.52 15.57 2.385 0.47( 0.23) 0.50 23.2 0.00 »»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS «==c 6 50.52 15.59 2.184 0.471 0.23) 0.50 23.2 0.00 ,,USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 7 50.46 15.68 2.376 0.471 0.23) 0.50 23.3 0.00 ____________________ ______________________________: ________________= 8 50.46 15.68 2.376 0.471 0.23) 0.50 23.3 0.00 111111 ® ® 1 1 ® e 1 1 ® ® 1 Date. 11/07/00 File name: FC2SAB P.ES Pag6 63 Date: 11/07/00 File name: FC25AB.RES Page 64 9 49.62 16.44 2.310 0.47) 0.231 0.50 23.7 0.00 NUMBER (CFS) )MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE 10 48.87 16.99 2.264 0.47( 0.231 0 50 23.9 0.00 1 70.49 9.49 3 211 0.47) 0.24) 0 50 23.7 0.00 11 48 10 17.49 2.225 0.47) 0.231 0.50 24 0 0 00 2 80.48 14.26 2 515 0 47) 0.23) 0.50 35 4 0.00 12 46.68 18 19 2.173 0.47( 0 24) 0.50 24.1 0 00 3 81.24 14.78 2.461 0.47) 0.241 0 55 36.6 0.00 13 43.97 9.40 3.229 0 47) 0.24) 0.50 14.5 0 00 4 81 45 15.12 2.429 0 47( 0.24) 0.50 37.2 0.00 5 81.47 15.50 2 192 0 47( 0 231 0.50 37.9 0.00 COMPUTED CONFLUENCE ESTIMATES APE AS FOLLOWS: 6 81.50 15.66 2.378 0 47( 0.23) 0.50 39.2 0.00 PEAK FLOW RATE(CFS) = 50.52 Tc(MIN.1 = 15.57 7 R1.50 15.68 2.376 0.47( 0.23) 0.50 38.2 0.00 EFFECTIVE AREA(ACRES) = 23.19 AREA- AVERAGED Fm(INCH /HP.1 = 0.23 8 81 44 15 76 2.36R 0.47( 0.231 0.50 38.4 0.00 AREA- AVERAGED Fp)INCH /HRI = 0.47 AREA - AVERAGED Ap = 0.50 9 81.44 15.76 2.368 0.47( 0.23) 0.50 38.4 0 00 TOTAL AREA(ACRES) = 24.14 10 80.58 16.52 2.303 0.47) 0.23) 0.50 39.2 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 335.00 = 1545.00 FEET 11 79.82 17.07 2.258 0.47( 0.23) 0.50 39.8 0.00 12 78.87 17.58 2.218 0.47( 0.23) 0.50 40 2 0.00 13 77.41 18.27 2.167 0.47( 0.24) 0.50 40 6 0.00 FLOW PROCESS FROM NODE 335.00 TO NODE 340.00 IS CODE = 31 14 81.36 14.90 2.450 0.47( 0.24) 0.50 36.8 0.00 15 81.40 14.96 2.443 0.47( 0.24) 0.50 37.0 0.00 »» 'COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 16 79.81 17.08 2.257 0.47( 0.241 0.50 39.8 0.00 »"USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< 17 77.09 18.43 2.156 0.47( 0.24) 0.50 40.7 0.00 ' 18 75.92 18.94 2.121 0 47( 0.24) 0.50 40.8 0.00 ELEVATION DATA: UPSTREAM(FEET) = 39.89 DOWNSTREAMIFEET) = 39.75 TOTAL AREA(ACRES) = 40.85 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.4 INCHES COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PIPE -FLOW VELOCITYIFEET /SEC.) = 7.03 PEAK FLOW RATE(CFS) = 81.50 Tc(MIN.) = 15.658 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 EFFECTIVE AREA(ACRES) = 38.20 AREA- AVERAGED Fm(INCH /HR) = 0.24 PIPE- FLOW(CFS) = 50.52 AREA- AVERAGED Fp(IHCH /HRI = 0.47 AREA - AVERAGED Ap = 0.50 PIPE TRAVEL TIME(MIN.) = 0.08 Tc)MIN.) = 15.66 TOTAL AREA(ACRES) = 40.85 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1580 00 FEET. LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1580.00 FEET. FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 I5 CODE = 11 FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 12 »»'CONFLUENCE MEMORY BANK 4 2 WITH THE MAIN- STREAM MEMORY« «< > »'CLEAR MEMORY BANK 4 2 « «< MAIN STREAM CONFLUENCE DATA '• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 340.00 TO NODE 345.00 IS CODE = 31 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HRI (ACRES) NODE 1 43.97 9.49 3.211 0.47( 0.24) 0.50 14.5 0.00 »»'COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< 2 49.96 14.26 2.515 0.47) 0.241 0.50 21.5 0.00 '» »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 3 50.34 14.78 2.461 0.47( 0.231 0.50 22.2 0.00 = ____ 4 50.46 15.12 2.429 0.47( 0.24) 0.50 22.6 0.00 ELEVATION DATA: UPSTREAM(FEET1 = 39.70 DOWNSTREAM(FEET) = 39.66 5 50.49 15.50 2.392 0.47( 0.231 0.50 23.0 0 00 FLOW LENGTH(FEETI = 15.00 MANNING'S N = 0.013 6 50.52 15.66 2.378 0.47( 0.23) 0.50 23.2 0.00 DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.1 INCHES 7 50.52 15.68 2.176 0.47( 0.23) 0.50 23.2 0.00 PIPE -FLAW VELOCITY(FEET /SEC.) = 6.65 8 50.46 15.76 2.368 0.47) 0.23) 0.50 23.3 0.00 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER. OF PIPES = 1 9 50.46 15.76 2.368 0.47( 0.231 0.50 23.3 0.00 PIPE- FLOW(CFS) = 81.50 10 49.62 16.52 2.303 0.47( 0.23) 0.50 23.7 0 00 PIPE TRAVEL TIME(MIN.1 = 0.04 TC(MIN.) = 15.70 11 48.87 17.07 2.258 0.47( 0.23) 0.50 23.9 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 345.00 = 1595.00 FEET. 12 48.10 17.58 2.218 0.47( 0.231 0.50 24.0 0.00 11 46.88 27 2.167 0.47( 0.24) 0.50 24.1 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1580.00 FEET. FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 1 •• MEMORY BANK 4 2 CONFLUENCE DATA •` » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER = _ NUMBER ICFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL NUMBER OF STREAMS = 2 1 30.98 14.90 2.450 0.47( 0.24) 0.50 14.5 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE' 2 31 00 14.96 2.443 0.471 0.24) 0.50 14.6 0.00 TIME OF CONCENTPATION(MIN.1 = 15.70 3 30.95 17.08 2.257 0.47) 0.241 0.50 15.9 0.00 RAINFALL INTENSITY(INCH /HR1 = 2.37 4 30.47 18.43 2.156 0.47( 0.23) 0.50 16.6 0.00 AREA - AVERAGED Fm)INCH /HP.) • 0.24 5 30.16 18.94 2.121 0.47( 0.24) 0.50 16.7 0.00 AREA- AVERAGED Fp(INCH /HR) = 0.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 0.00 FEET. AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 38.20 •• PEAK FLOW RATE TABLE •• TOTAL STREAM AREA(ACRES) = 40.85 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER PEAK FLOW RATE(CFS) AT CONFLUENCE = 81.50 Date: 11/07/00 File name: FC25AB. P.ES Page 65 Date: 11/07/00 __ File name: FC25AB.RES Page 66 CONFLUENCE FORMULA USED FOR 2 STREAMS FLOW PROCESS FROM NODE 0.00 TO NODE 345.00 IS CODE = 21 A - / 5 •• PEAK FLOW RATE TABLE •• STREAM 0 Tc Intensity Fp)Fml Ap Ae HEADWATER » »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS «< < NUMBER (CFS) (MIN.) (INCH /HP.) (INCH /HR) (ACRES) NODE "USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 1 75.39 9.53 3.203 0.47( 0.24) 0 50 25.6 0.00 2 85.24 14.29 2.511 0.47( 0 23) 0.50 37.7 0.00 INITIAL SUBAREA FLOW- LENGTH(FEETI = 480.00 3 85.88 14.82 2.457 0 47) 0.24) 0.50 38.9 0.00 ELEVATION DATA: UPSTREAM(FEET) = 53.20 DOWNSTREAM(FEET) = 49.33 4 85.98 14.94 2.446 0.47( 0.241 0 50 39.2 0.00 5 86.01 15.00 2.440 0.47) 0 24) 0.50 39.3 0.00 Tc = K 3.00) /)ELEVATION CHANGEII••0.20 6 86.03 15.15 2.425 0.47( 0.24) 0.50 39.6 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN ) = 12.055 7 85.97 15.54 2.389 0.47( 0.23) 0.50 40.2 0.00 • 25 YEAR. RAINFALL INTENSITY(INCH /HR) = 2.782 8 85.97 15.70 2.374 0.47( 0.23) 0.50 40.5 0.00 SUBAREA Tc AND LOSS RATE DATAIAMC II): 9 85.96 15.71 2.373 0.47( 0.23) 0.50 40.5 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 10 85.88 15 80 2.365 0.47) 0.23) 0.50 40.7 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN ) 11 85.88 15 80 2.365 0.47) 0.23) 0.50 40.7 0.00 RESIDENTIAL 12 84.89 16.56 2.299 0.47( 0.23) 0.50 41.6 0.00 '5 -7 DWELLINGS /ACRE' D 2.32 0.47 0.50 75 12.05 13 84.04 17.11 2.255 0.47( 0.23) 0.50 42.1 0.00 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH /HR) = 0.47 14 84.02 17.12 2.254 0 47) 0.24) 0.50 42.1 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 15 83.01 17.61 2.216 0.47( 0.23) 0.50 42.5 0.00 SUBAREA RUNOFFICFS) = 5.32 16 81.43 18.31 2.165 0.47( 0.24) 0.50 42.9 0.00 TOTAL AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) = 5.32 17 81.09 18.47 2.154 0.47) 0.24) 0.50 43.0 0.00 18 79.85 18.98 2.119 0.47( 0 24) 0.50 43.2 0.00 19 81.11 12.05 2.782 0.47( 0.23) 0.50 32.2 0.00 FLOW PROCESS FROM NODE 345.00 TO NODE 345 00 IS CODE = 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: » »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< PEAK FLOW RATE(CFS) = 86.03 Tc(MIN.) = 15.15 ,» "AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «« < EFFECTIVE AREA(ACRES) = 39.56 AREA-AVERAGED Fm(INCH /HP.) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 TOTAL NUMBER OF STREAMS = 2 TOTAL AREAIACRES) = 43.17 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: LONGEST FLOWPATH FROM NODE 0.00 TO NODE 345.00 = 1595.00 FEET. TIME OF CONCENTRATION(MIN.) = 12.05 RAINFALL INTENSITY(INCH /HR) = 2.78 AREA- AVERAGED Fm(INCH /HR) = 0.23 FLOW PROCESS FROM NODE 345.00 TO NODE 350.00 IS CODE = 31 AREA - AVERAGED Fp4INCH /HRI = 0 47 AREA- AVERAGED Ap = 0.50 ""=COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< EFFECTIVE STREAM AREA(ACRES) = 2.32 »»'USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «= TOTAL STREAM AREAIACRES) = 2 32 = PEAK FLOW RATE(CFS) AT CONFLUENCE = 5 32 ELEVATION DATA: UPSTREAMIFEET) = 39.64 DOWNSTREAM(FEET) = 39.58 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 •• CONFLUENCE DATA •• DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.9 INCHES STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER PIPE -FLOW VELOCITY)FEET /SEC.) = 7.05 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ESTIMATED PIPE DIAMETER)INCH) = 51.00 NUMBER OF PIPES = 1 1 70.49 9.53 3.203 0.474 0.24) 0.50 23.7 0.00 PIPE- FLOW(CFS) = 86.03 1 80.48 14.29 2.511 0.47) 0 23) 0.50 35.4 0.00 PIPE TRAVEL TIMEIMIN.) = 0.05 Tc(MIN.) = 15.20 1 81.24 14.82 2.457 0.47( 0.24) 0.50 36.6 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 350.00 = 1615.00 FEET. 1 81.45 15.15 2.425 0.47( 0.24) 0.50 37.2 0.00 1 81.47 15.54 2.389 0.47( 0.23) 0.50 37.9 0.00 1 81.50 15.70 2.374 0.47) 0.23) 0.50 38.2 0 00 FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 1 81.50 15.71 2.373 0.47) 0 23) 0.50 38.2 0 00 1 81.44 15.80 2.365 0 47( 0.23) 0.50 38.4 0.00 >» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< 1 81.44 15.80 2.365 0 47( 0.23) 0.50 38.4 0.00 = - 1 80.58 16.56 2.299 0.47( 0.23) 0.50 39.2 0.00 TOTAL NUMBER OF STREAMS = 2 1 79.82 17.11 2.255 0.471 0.23) 0.50 39 R 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 78.87 17.61 2.216 0.47) 0.23) 0.50 40.2 0.00 TIME OF CONCENTPATION(MIN.) = 15.20 1 77.41 18.31 2.165 0.47( 0.24) 0.50 40.6 0.00 RAINFALL INTENSITYIINCH /HP.) = 2.42 1 81.36 14.94 2.446 0.47( 0.24) 0.50 36.8 0.00 AREA - AVERAGED Fm)INCH /HRI = 0.24 1 81.40 .00 2.440 0.47( 0.24) 0.50 37.0 0.00 AREA - AVERAGED Fp(INCH /HRI = 0.47 1 79.81 17.12 2.254 0.471 0.24) 0.50 39.8 0.00 AREA - AVERAGED Ap = 0.50 1 77.09 18.47 2.154 0.47) 0.24) 0.50 40.7 0.00 EFFECTIVE STREAM AREAIACRES) = 39.56 1 75.92 18.98 2.119 0.47) 0.241 0.50 40.8 0.00 TOTAL STREAM AREA(ACRESI = 43.17 2 5.32 12.05 2.782 0.47( 0.23) 0.50 2.3 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 86.03 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO • • • • ® ® ® s MN e ® ® ® Ns Date: 11/07/00 File name: FC25AB RES Page 67 Date: 11/07/00 File name: FC25AB.RES Page 68 _ FLOW PROCESS FROM NODE 0.00 TO NODE 350.00 IS CODE = 21 A - / v . Z -- •• PEAK FLOW PATE TABLE •• » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS= «« STREAM Q Tc Intensity Fp(Fm) Ap Ac HEADWATER »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« NUMBER (CFS) (MIN.) (INCH /HP.) (INCH /HP.) (ACRES) NODE 1 70.83 9.58 3.194 0.47) 0.24) 0.50 26.9 0.00 INITIAL SUBAREA FLOW- LENGTH(FEET) = 470.00 2 84.77 12.10 2.775 0.47( 0.23) 0.50 33.8 0.00 ELEVATION DATA: UPSTREAM(FEET) = 53.30 DOWNSTREAM(FEET) = 49.34 3 88.51 14.34 2 507 0 47) 0 24) 0.50 39.3 0.00 4 89.08 14.87 2.453 0.47) 0.24) 0.50 40.5 0.00 Tc = K•[(LENGTH•• 3.00) /(ELEVATION CHANGE))••0.20 5 R9 16 14.98 2.442 0 47( 0.24) 0.50 40.8 0 00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.849 6 89 10 15.05 2.435 0.47( 0.24) 0.50 40.9 0.00 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2 611 7 89.17 15 20 2.420 0.47( 0.24) 0.50 41.2 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 8 89.06 15.59 2.384 0.47( 0.23) 0 50 41.8 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 9 89.05 15.74 2.370 0.47) 0.24) 0.50 42.1 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 10 89.03 15.76 2 368 0.471 0.24) 0.50 42.1 0.00 RESIDENTIAL 11 88.94 15 85 2.360 0.47) 0 241 0.50 42.3 0.00 '5 -7 DWELLINGS /ACRE' D 1.60 0.47 0.50 75 11.85 12 88.94 15.85 2 360 0.47( 0.24) 0.50 42.3 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HRI = 0.47 13 87.85 16.60 2.296 0.47) 0.24) 0.50 43.2 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 14 86.94 17.16 2.251 0.47) 0.24) 0.50 43.7 0.00 SUBAREA RUNOFF(CFS) = 3.71 15 86.92 17.17 2.250 0.47( 0.24) 0.50 43.7 0.00 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 3.71 16 85.86 17.66 2.212 0 47( 0.23) 0.50 44.1 0.00 17 84.21 18.36 2.161 0.47( 0.24) 0.50 44.5 0.00 18 83.85 18.51 2.150 0.47) 0.24) 0.50 44.6 0.00 FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 19 82.56 19.03 2.115 0.47) 0.24) 0.50 44.8 0.00 20 84.24 11.85 2.811 0.47) 0.23) 0.50 33.2 0.00 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< "AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««, COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 89.18 Tc(MIN.) = 15.05 TOTAL NUMBER OF STREAMS = 2 EFFECTIVE AREA(ACRES) = 40.89 AREA- AVERAGED Fm(INCH /HR) = 0.24 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA - AVERAGED Ap = 0.50 TIME OF CONCENTRATION(MIN.) = 11.85 TOTAL AREA(ACRES) = 44.77 RAINFALL INTENSITY(INCH /HP.) = 2.81 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 350.00 = 1615.00 FEET. AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 FLOW PROCESS FROM NODE 350.00 TO NODE 360.00 IS CODE = 31 EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA', «< PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.71 »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW), «« •• CONFLUENCE DATA •• ELEVATION DATA: UPSTREAMIFEET) = 39.57 DOWNSTREAM(FEET) = 37.45 STREAM Q Tc Intensity Fp(Fm) Ap Ac HEADWATER FLOW LENGTH(FEET) = 605.00 MANNING'S N = 0.013 NUMBER (CFS) (MIN.) (INCH /HR) )INCH /HP.) (ACRES) NODE DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.3 INCHES 1 75.39 9.58 3.194 0.47( 0.24) 0.50 25.6 0.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.60 1 85.24 14.34 2.507 0.47( 0.23) 0.50 37 7 0.00 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 1 85 88 14.87 2.453 0.47( 0.24) 0.50 38.9 0 00 PIPE- FLOW(CFS) = 89.18 1 85 98 14.98 2.442 0.47) 0.241 0.50 39 2 0.00 PIPE TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 16.37 1 86.01 15.05 2.435 0.47) 0.24) 0.50 39.3 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 360.00 = 2220.00 FEET. 1 86.03 15.20 2.420 0.471 0.24) 0.50 39.6 0.00 1 85.97 15.59 2.384 0.47( 0.23) 0.50 40.2 0.00 1 85.97 15.74 2.370 0.47( 0.23) 0.50 40.5 0.00 FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE - 1 1 85.96 15.76 2.368 0.47( 0.23) 0.50 40.5 0.00 1 85.88 15 85 2.360 0.47) 0.23) 0.50 40.7 0.00 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE,,,<, 1 85.88 15.85 2.360 0.47( 0.23) 0.50 40.7 0.00 _ - -- 1 84.89 16.60 2.296 0.471 0.23) 0.50 41.6 0.00 TOTAL NUMBER OF STREAMS = 2 1 84.04 17.16 2.251 0.47( 0.23) 0.50 42.1 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 84.02 17.17 2.250 0.47( 0.24) 0.50 42.1 0.00 TIME OF CONCENTRATION(MIN.) = 16.37 1 83.01 17.66 2.212 0.47) 0.23) 0.50 42.5 0.00 RAINFALL INTENSITY(INCH /HR) = 2.31 1 81.43 18.36 2.161 0.47( 0.24) 0.50 42.9 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.24 1 81.09 18.51 2.150 0.47) 0.24) 0.50 43.0 0.00 AREA- AVERAGED Fp(INCH /HR) = 0.47 1 79.85 19.03 2.115 0.47) 0.24) 0.50 43.2 0.00 AREA - AVERAGED Ap = 0.50 1 81.11 12.10 2.775 0.47( 0.23) 0.50 32.2 0.00 EFFECTIVE STREAM AREA(ACRES) = 40.89 2 3.71 11.85 2.811 0.47) 0.24) 0.50 1.6 0.00 TOTAL STREAM AREA(ACRES) = 44.77 PEAK FLOW PATE(CFS) AT CONFLUENCE = 89.18 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. IMI =Ill • ® • NM t" 3 WTI MI ® ® Ell MI • ® - ME MI NMI Date: 11/07/00 File nameFC25AB.RES ______ _ _ __ Page 69 Date: 11/07/00 File name: FC25AB.RES Page 70 FLOW PROCESS FROM NODE. 0.00 TO NODE 360 00 IS CODE = 21 A - /7 CONFLUENCE FORMULA USED FOR 2 STREAMS. »» ,RATIONAL METHOD INITIAL SUBAREA ANALYSIS «c<< •• PEAK FLOW RATE TABLE •• »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CES) (MIN.) (INCH /HR) (INCH /HP.) (ACRES) NODE INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 1 01.23 10 95 2 946 0.47( 0 24) 0.50 27.8 0.00 ELEVATION DATA: UPSTREAM(FEET) = 50.77 DOWNSTREAM(FEET) = 40.42 2 06 79 13 10 2.636 0.47) 0.23) 0.50 34.3 0.00 3 R7 33 13.44 2.606 0.47) 0.23) 0.50 35.0 0.00 Tc = K•I(LENGTH•• 3.00) /(ELEVATION CHANGE)1••0 20 4 91 21 15.67 2.377 0.47) 0.24) 0.50 40.7 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.415 5 91 R1 16.20 2.330 0.47( 0.24) 0.50 42.0 0.00 • 25 YEAR PAINFALL INTENSITY)INCH /HR) = 2.311 6 91 90 16.31 2.320 0 47( 0.24) 0.50 42.2 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 7 91 92 16.37 2.315 0.47( 0.24) 0.50 42.4 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 8 91.91 16.53 2.302 0.47) 0.24) 0.50 42.6 0.00 LAND USE GROUP (ACRES) )INCH /HRI (DECIMAL) CN (MIN.) 9 91.75 16.91 2.270 0.47( 0.23) 0 50 43.3 0.00 RESIDENTIAL 10 91.72 17.07 2 258 0.47( 0.24) 0 50 43.6 0.00 ' 5 -7 DWELLINGS /ACRE' D 1.47 0.47 0.50 75 16.42 11 91 71 17.09 2.256 0.471 0.24) 0.50 43.6 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 12 91.61 17.18 2 249 0.47( 0.24) 0.50 43.7 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 13 91.61 17.18 2.249 0.47( 0.24) 0.50 43.7 0.00 SUBAREA RUNOFF(CFS) = 2.75 14 90.44 17.93 2.192 0.47) 0.24) 0.50 44.6 0.00 TOTAL AREA(ACRES) = 1.47 PEAK FLOW RATE(CFS) = 2.75 15 89.48 18.49 2.152 0.47( 0.24) 0.50 45.2 0.00 16 89.46 18.50 2.152 0.47( 0.24) 0 50 45.2 0.00 17 80.35 18.99 2.118 0.47( 0.23) 0.50 45.6 0.00 FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 18 86.64 19.69 2.072 0.47) 0.24) 0.50 46.0 0.00 19 86.27 19.85 2.062 0.471 0.24) 0.50 46.1 0.00 »,»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< 20 84.93 20.37 2.031 0.47) 0.24) 0.50 46.2 0.00 "AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< 21 91.92 16.42 2.311 0.47) 0.24) 0.50 42.4 0.00 TOTAL NUMBER OF STREAMS = 2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: PEAK FLOW RATE(CFS) = 91.92 Tc(MIN.) = 16.42 TIME OF CONCENTRATION(MIN.) = 16 42 EFFECTIVE AREA(ACRES) = 42.43 AREA-AVERAGED Fm(INCH /HP.) = 0.24 RAINFALL INTENSITYIINCH /HRI = 2.31 AREA- AVERAGED Fp)INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 AREA - AVERAGED Fm(INCH /HR) = 0.23 TOTAL AREA(ACRES) = 46.24 AREA - AVERAGED Fp(INCH /HR) = 0.47 LONGEST FLOWPATH FRO,SJODE 0.00 TO NODE 360.00 = 2220.00 FEET. AREA - AVERAGED Ap = 0 50 EFFECTIVE STREAM AREA(ACRES) = 1.47 TOTAL STREAM AREA(ACRES) = 1.47 FLOW PROCESS FROM NODE 360.00 TO NODE 390.00 IS CODE = 31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2 75 » COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <c «, •• CONFLUENCE DATA •• » »,USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)a« « STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER. __ _ __ NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ELEVATION DATA: UPSTREAM(FEET) = 37.47 DOWNSTREAM(FEET) = 36.19 1 78.83 10 95 2 946 0.47) 0.24) 0.50 26.9 0.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 1 84.77 13.44 2.606 0.47( 0.23) 0.50 33.8 0.00 DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.3 INCHES 1 88.51 15.67 2.377 0.47( 0.24) 0.50 39.3 0.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 14.91 1 89.08 16.20 2.330 0.47( 0.24) 0.50 40.5 0.00 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 1 89 16 16.31 2.320 0.47) 0.24) 0.50 40.8 0.00 PIPE- FLOW(CFS) = 91.92 1 89.18 16.37 2.315 0.47) 0.24) 0.50 40.9 0.00 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 16.48 1 89.17 16.53 2.302 0.47( 0.24) 0.50 41.2 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 390.00 = 2280.00 FEET. 1 89.06 16.91 2.270 0.47( 0.23) 0.50 41.8 0.00 1 89.05 17.07 2.258 0.47( 0.24) 0.50 42.1 0.00 1 89.03 17.09 2.256 0.47) 0.24) 0.50 42.1 0.00 FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 1 88.94 17.18 2.249 0.47( 0.24) 0.50 42.3 0.00 1 88.94 17.18 2.249 0.47( 0.24) 0.50 42.3 0.00 »»'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE,,,,, 1 87.85 17.93 2.192 0.47( 0.24) 0.50 43.2 0.00 = 1 86.94 18 49 2.152 0.47) 0.24) 0.50 43.7 0.00 TOTAL NUMBER OF STREAMS = 3 1 86.92 18.50 2.152 0.47) 0.24) 0.50 43.7 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 APE: 1 85.86 18.99 2.118 0.47) 0.23) 0.50 44.1 0.00 TIME OF CONCENTPATION(MIN.) = 16.48 1 84.21 19.69 2.072 0.47( 0.24) 0.50 44.5 0.00 PAINFALL INTENSITY(INCH /HP.) = 2.31 1 83.85 19.85 2.062 0.47) 0.24) 0.50 44.6 0.00 AREA - AVERAGED Fm(INCH /HP.) = 0.24 1 82.56 20.37 2.031 0.47( 0.24) 0.50 44.8 0.00 AREA-AVERAGED Fp(INCH /HP.) = 0.47 1 84.24 13.18 2.636 0.47) 0.23) 0.50 33.2 0.00 AREA - AVERAGED Ap = 0.50 2 2.75 16.42 2.311 0.47) 0.23) 0.50 1.5 0.00 EFFECTIVE STREAM AREA(ACRES) = 42.43 TOTAL STREAM AREA(ACRES) = 46.24 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO PEAK FLOW RATE(CFS) AT CONFLUENCE = 91.92 on so as s s ® s s s ss s s we r s me Date: 11/07/00 File name: FC2SAB.RES Page 71 Date: 11/07/00 File name: FC25AB.RES Page 72 FLOW VELOCITYIFEET /SEC.) = 2 50 DEPTH•VELOCITYIFT•FT /SEC.1 = 1 36 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 390.00 = 1020.00 FEET. FLOW PROCESS FROM NODE 0.00 TO NODE 380.00 IS CODE = 21 A 4� » » =RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _ •__ »»'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< INITIAL SUBAREA FLOW-LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM)FEET) = 49.86 TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE, Tc = K•(ILENGTH 3.00) /)ELEVATION CHANGE))• "0.20 TIME OF CONCENTRATIONIMIN.) = 16.72 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 14.001 RAINFALL INTENSITY(INCH/HR) = 2.29 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.543 AREA- AVERAGED Fm(INCH/HR) = 0.23 SUBAREA Tc AND LOSS RATE DATA(AMC II): AREA - AVERAGED Fp(INCH/HR) = 0.47 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TI AREA- AVERAGED Ap = 0.50 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN )MIN.) EFFECTIVE STREAM AREA(ACRES) = 6.19 RESIDENTIAL TOTAL STREAM AREA(ACRES) = 6.19 "5 -7 DWELLINGS /ACRE" D 3.03 0.47 0.50 75 14.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 6.29 FLOW PROCESS FROM NODE 0.00 TO NODE 390.00 IS CODE = 21 A As TOTAL AREA(ACRES) - 3.03 PEAK FLOW RATE(CFS) = 6.29 » » =RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 380.00 TO NODE 390.00 IS CODE = 61 A. -2o ___ ____ _ _ _____ INITIAL SUBAREA FLOW- LENGTH(FEET) = 550.00 »» ,COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< ELEVATION DATA: UPSTREAMIFEET) = 50.36 DOWNSTREAM)FEET) = 48.10 »»»(STANDARD CURB SECTION USED) « «< _ . Tc = K•(ILENGTH•• 3.00) /(ELEVATION CHANGEII••0.20 UPSTREAM ELEVATION(FEET) = 49.80 DOWNSTREAM ELEVATION(FEET) = 47.78 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 14.566 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.483 STREET HALFWIDTH(FEET) = 22.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKIFEETI = 17.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 RESIDENTIAL OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 "5 -7 DWELLINGS /ACRE" D 0.84 0.47 0.50 75 14.57 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 SUBAREA RUNOFF(CFS) = 1.70 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 TOTAL AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) = 1.70 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "'TRAVEL TIME COMPUTED USING ESTIMATED FLOWICFS) = 9.21 FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 '> »"DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«< « HALFSTREET FLOOD WIDTHIFEET) = 19.93 » > =AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.39 _ --_ __ PRODUCT OF DEPTH&VELOCITY(FT•FT /SEC.1 = 1.23 TOTAL NUMBER OF STREAMS = 3 STREET FLOW TRAVEL TIME(MIN.) = 2.72 Tc)MIN.) = 16.72 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.286 TIME OF CONCENTPATION(MIN.) = 14.57 SUBAREA LOSS RATE DATA(AMC II): RAINFALL INTENSITY(INCH/HR) = 2.48 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS AREA - AVERAGED Fm(INCH/HR) = 0.23 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN AREA- AVERAGED Fp(INCH/HR) = 0.47 RESIDENTIAL AREA- AVERAGED Ap = 0.50 "5 -7 DWELLINGS /ACRE" D 3.16 0.47 0.50 75 EFFECTIVE STREAM AREA(ACRES) = 0.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 TOTAL STREAM AREA(ACRES) = 0.84 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.70 SUBAREA AREA(ACRES) - 3.16 SUBAREA RUNOFF(CFS) = 5.83 EFFECTIVE AREA(ACRES) = 6.19 AREA- AVERAGED Pm(INCH /HP.) = 0.23 •• CONFLUENCE DATA •• AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) • 6.19 PEAK FLAW RATE(CFS) = 11.43 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 81.23 11.02 2.935 0.47( 0.24) 0.50 27.8 0.00 END OF SUBAREA STREET FLOW HYDRAULICS: 1 86.79 13.25 2.628 0.47( 0.23) 0.50 34.3 0.00 DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 23.25 1 87.33 13.50 2.599 0.47( 0.23) 0.50 35.0 0.00 111111 111111 111111 111111 111111 ® 111111 _ ® 111111 ® s ® - ® ® - ® 1 Date: 11/07/00 File name: FC25AB.RES Page 73 Date: 11/07/00 File name: FC25AB.RES Page 74 1 91.21 15.74 2.371 0.47( 0.24) 0.50 40.7 0 00 ELEVATION DATA: UPSTPEAMIFEET) = 36.19 DOWNSTREAM(FEET) = 35 52 1 91.81 16.26 2.324 0.47( 0.24) 0.50 42.0 0.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 1 91.90 16.38 2.315 0.47( 0.24) 0.50 42.2 0.00 DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.9 INCHES 1 91.92 16.44 2.309 0.47) 0.24) 0.50 42.4 0 00 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.33 1 91.91 16.59 2.296 0.47( 0.24) 0.50 42.6 0.00 ESTIMATED PIPE DIAMETERIINCH) = 54.00 NUMBER OF PIPES = 1 1 91.75 16.98 2.265 0.47( 0.23) 0.50 43.3 0.00 PIPE- FLOWICFS) = 104.87 1 91.72 17.14 2.252 0.47( 0.24) 0.50 43.6 0.00 PIPE TRAVEL TIMEIMIN.) = 0.34 Tc)MIN.1 = 16.93 1 91 71 17.15 2.251 0 47( 0.24) 0.50 43.6 0 00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 2450.00 FEET 1 91 61 17.24 2.244 0 47( 0.24) 0.50 43.7 0.00 = _ 1 91.61 17.24 2.244 0.47( 0.24) 0.50 43.7 0.00 XS END OF STUDY SUMMARY: 1 90.44 18.00 2.187 0.47( 0.24) 0 50 44.6 0.00 TOTAL AREA(ACRES) = 53.27 TC(MIN.) = 16.93 1 89.48 18.55 2.148 0.471 0.24) 0.50 45.2 0.00 EFFECTIVE AREA(ACRES) = 49.62 AREA - AVERAGED Fm1INCH /HR)= 0.23 1 89.46 18.56 2.147 0.471 0.24) 0.50 45.2 0.00 AREA - AVERAGED Fp)INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 1 88.35 19.06 2.113 0.47( 0.23) 0.50 45.6 0.00 PEAK FLOW RATEICFS) = 104.87 1 86.64 19.76 2.068 0.47( 0.24) 0.50 46.0 0.00 1 86.27 19.92 2.058 0.47( 0.24) 0.50 46.1 0.00 •. PEAK FLOW RATE TABLE •• 1 84.93 20.43 2.027 0.47( 0.24) 0.50 46.2 0.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1 91.92 16.48 2.306 0.47) 0.241 0.50 42.4 0.00 NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE 2 11.43 16.72 2.286 0.47( 0.23) 0.50 6.2 0.00 1 92.69 11.37 2.880 0.47) 0.23) 0.50 32.6 0.00 3 1.70 14.57 2.483 0.47( 0.23) 0.50 0.8 0.00 2 99.01 13.60 2.587 0.47( 0.24) 0.50 40.0 0.00 3 99 63 13.85 2.559 0.47) 0.23) 0.50 40.8 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 4 101.78 14.91 2.449 0.471 0.23) 0.50 44.0 0.00 CONFLUENCE FORMULA USED FOR 3 STREAMS. 5 104.03 16.08 2.340 0.47) 0.24) 0.50 47.4 0.00 6 104.71 16.60 2.296 0.471 0.23) 0.50 48.8 0.00 •• PEAK FLOW RATE TABLE •• 7 104.82 16.72 2.286 0.47( 0.24) 0.50 49.1 0.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 8 104.85 16.78 2.281 0.47) 0.24) 0.50 49.3 0.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 9 104.86 16.82 2.278 0.47) 0.24) 0.50 49.4 0.00 1 92.69 11.02 2.935 0.47( 0.23) 0.50 32.6 0.00 10 104.87 16.93 2.269 0.47) 0.24) 0.50 49.6 0.00 2 99.01 13.25 2.628 0.47) 0.24) 0.50 40.0 0.00 11 104.84 17.06 2.259 0.47( 0.24) 0.50 49.9 0.00 3 99.63 13.50 2.599 0.47) 0.23) 0.50 40.9 0.00 12 104.60 17.32 2.238 0.47( 0.23) 0.50 50.3 0.00 4 104.03 15.74 2.371 0.47( 0.24) 0.50 47.4 0.00 13 104.49 17.48 2.226 0.47( 0.24) 0.50 50.6 0.00 5 104.71 16.26 2.324 0.47( 0.23) 0.50 48.8 0.00 14 104.46 17.50 2.225 0.47( 0.24) 0.50 50.6 0.00 6 104.82 16.38 2.315 0.47( 0.24) 0.50 49.1 0.00 15 104.32 17.58 2.218 0.47( 0.24) 0.50 50.8 0.00 7 104.85 16.44 2.309 0 47( 0.24) 0.50 49.3 0.00 16 104.32 17.58 2.218 0.47( 0.24) 0.50 50.8 0.00 8 104.86 16.48 2 306 0.47) 0.24) 0.50 49.4 0.00 17 102.79 18.34 2.163 0.47( 0.24) 0.50 51.7 0.00 9 104.87 16.59 2.296 0.471 0.24) 0.50 49.6 0.00 18 101.58 18.90 2.124 0.47( 0.24) 0.50 52.2 0.00 10 104.84 16.72 2.286 0.47( 0.24) 0.50 49.9 0.00 19 101.56 18.90 2.124 0.47) 0.24) 0.50 52.2 0.00 11 104.60 16.98 2.265 0.47( 0.23) 0.50 50.3 0.00 20 100.23 19.41 2.090 0.47( 0.23) 0.50 52.6 0.00 12 104.49 17.14 2.252 0.47( 0.24) 0.50 50.6 0.00 21 98.23 20.11 2.046 0.47( 0.24) 0.50 53.0 0.00 13 104.46 17.15 2.251 0.47) 0.24) 0.50 50.6 0.00 22 97.80 20.27 2.037 0.47) 0.24) 0.50 53.1 0.00 14 104.32 17.24 2.244 0.471 0.24) 0.50 50.8 0.00 23 96.27 20.78 2.006 0.47) 0.24) 0.50 53.3 0.00 15 104.32 17.24 2.244 0.47) 0.24) 0.50 50.8 0.00 =_____ _ ____ :___________ __ :______ ._________ 16 102.79 18.00 2.187 0.47( 0.24) 0.50 51.7 0.00 =_ _ ____ ___ _____________ ___ 17 101.58 18.55 2 148 0.47( 0.24) 0.50 52.2 0.00 END OF RATIONAL METHOD ANALYSIS 18 101.56 18.56 2.147 0.47( 0.24) 0.50 52.2 0.00 19 100.23 19.06 2.113 0.47( 0.23) 0.50 52.6 0.00 1 20 98.23 19.76 2.068 0.47( 0.24) 0.50 53.0 0.00 ilko L i LEO FoR Al XOR0 Loo / AT mojm t 53c, 21 97.80 19.92 2.058 0.47( 0.24) 0.50 53.1 0.00 22 96.27 20.43 2.027 0.47( 0.24) 0.50 53.3 0.00 23 101.78 14.57 2.483 0.47( 0.23) 0.50 44.0 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW P.ATEICFS) = 104.87 Tc(MIN.) = 16.59 EFFECTIVE AREA(ACRES) = 49.62 AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA - AVEPAGED Fp(INCH /HRI = 0.47 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 53.27 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 390.00 = 2280.00 FEET. FLOW PROCESS FROM NODE 390.00 TO NODE 410.00 IS CODE = 31 '> "COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»'USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLAW) « «< T Sycamore Hills Storm Drain Basis of Design Technical Appendix A 25 -year Developed Condition Hydrology Hydrology to Node 530 (Empire Center Blvd) ® s IMM 071 en e __ n ® ® e Date: 11/09/00 ^ File name: FC25C.RES Page 1 Date: 11/09/00 File name: FC25C.RES Page 2 »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE x a = = = = =_ (Reference, 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) TOTAL NUMBER OF STREAMS = 2 (c) Copyright 1983 -99 Advanced Engineering Software (aes) CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: Ver. 8.0 Release Date: 01/01/99 License ID 1264 TIME OF CONCENTRATION(MIN.) = 13.42 RAINFALL INTENSITY(INCH/HR) = 2.61 Analysis prepared by: AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA - AVERAGED Fp(INCH /HR) = 0.47 Robert Hein, William Frost & Associates AREA- AVERAGED Ap = 0.50 14725 Alton Parkway EFFECTIVE STREAM AREA(ACRES) = 2.14 Irvine, CA 92618 TOTAL STREAM AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.57 DESCRIPTION OP STUDY • Sycamore Hills - Forecast Homes JN 15- 100187 • FLOW PROCESS FROM NODE 0.00 TO NODE 400.00 IS CODS = 21 0 41.22 . • 25 -year Rational Method Hydrology at Node 530 • October 2000 /hjb • » »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FILE NAME: FC\PC25C.DAT INITIAL SUBAREA FLOW - LENGTH(FEET) a 570.00 TIME /DATE OP STUDY: 11:37 11/08/2000 ELEVATION DATA: UPSTREAM(FEET) = 52.30 DOWNSTREAM(FEET) a 48.09 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: Tc a K•((LENGTH•• 3.00) /(ELEVATION CHANGE)1••0.20 ________ _ - -_= a a -- SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.141 -- • TIME -OF- CONCENTRATION MODEL.-- • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.641 SUBAREA Tc AND LOSS RATE DATA(AMC II): USER SPECIFIED STORM EVENT(YEAR) = 25.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc SPECIFIED MINIMUM PIPE SIZE(INCH) a 18.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE a 0.90 RESIDENTIAL *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL• '5 -7 DWELLINGS /ACRE' D 2.01 0.47 0.50 75 13.14 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.920 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.330 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 COMPUTED RAINFALL INTENSITY DATA: SUBAREA RUNOFF(CFS) = *1 4.35 STORM EVENT a 25.00 1 -HOUR INTENSITY(INCN /HOUR) a 1.0620 TOTAL AREA(ACRES) _ '2.01 PEAK FLOW RATE(CFS) a 4.35 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD. FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES < «« FLOW PROCESS FROM NODE 0.00 TO NODE 400.00 IS CODE a 21 A . 2/ = - - -= a - - -x x ___ = a TOTAL NUMBER OF STREAMS a 2 » »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 13.14 a = a a RAINFALL INTENSITY(INCH /HR) = 2.64 INITIAL SUBAREA FLOW-LENGTH(FEET) = 590.00 AREA - AVERAGED Fm(INCH /HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET) = 52.30 DOWNSTREAM(FEET) = 48.09 AREA- AVERAGED FO/NCH/HR) = 0.47 AREA - AVERAGED Ap = 0.50 Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGE)1••0.20 EFFECTIVE STREAM AREA(ACRES) = 2.01 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) a 13.415 TOTAL STREAM AREA(ACRES) = 2.01 • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.609 PEAK FLOW RATE(CFS) AT CONFLUENCE a 4.35 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc •• CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE '5 -7 DWELLINGS /ACRE' D 2.14 0.47 0.50 75 13.42 1 4.57 13.42 2.609 0.47( 0.23) 0.50 2.1 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 2 4.35 13.14 2.641 0.47( 0.23) 0.50 2.0 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.57 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO TOTAL AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) = 4.57 CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK PLOW RATE TABLE •• PLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE a 1 STREAM CO Tc Intensity Fp(Fm) Ap Ae HEADWATER 111111 111111 ® ® ® 111111 Irrl Erg 117.1 Date: 11/09/00 File name: FC25C.RES Page 3 Date: 11/09/00 File name: FC25C.RE5 Page 4 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 8.87 13.42 2.609 0.47( 0.23) 0.50 4.2 0.00 TIME OF CONCENTRATION(MIN.) = 16.93 2 8.89 13.14 2.641 0.47( 0.23) 0.50 4.1 0.00 RAINFALL INTENSITY(INCH /HR) = 2.27 AREA - AVERAGED Fm(INCH /HR) = 0.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA- AVERAGED Fp(INCH /HR) = 0.47 PEAK FLOW RATE(CFS) = 8.89 Tc(MIN.) = 13.14 AREA- AVERAGED Ap = 0.50 EFFECTIVE AREA(ACRES) = 4.11 AREA - AVERAGED Fm)INCH /HR) = 0.23 EFFECTIVE STREAM AREA(ACRES) = 49.62 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 TOTAL STREAM AREA(ACRES) : 53.27 TOTAL AREA(ACRES) = 4.15 PEAK FLOW RATE(CFS1 AT CONFLUENCE = 104.87 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 400.00 = 590.00 FEET. •• CONFLUENCE DATA •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 31 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 8.87 13.54 2.595 0.471 0.23) 0.50 4.2 0.00 »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< 1 8.89 13.26 2.627 0.47( 0.23) 0.50 4.1 0.00 »»»USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< 2 104.87 16.93 2.269 0.47( 0.23) 0.50 49.6 0.00 ELEVATION DATA: UPSTREAM(FEET) = 41.21 DOWNSTREAM(FEET) = 38.04 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 CONFLUENCE FORMULA USED FOR 2 STREAMS. ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES •• PEAK FLOW RATE TABLE •` PIPE -FLOW VELOCITY(FEET /SEC.) = 10.92 STREAM 0 Tc Intensity Pp(Fm) Ap Ae HEADWATER ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 NUMBER (CFS) (MIN.) (INCH/HR) (INCH /HR) (ACRES) NODE PIPE- FLOW(CFS) = 8.89 1 105.50 13.26 2.627 0.47( 0.23) 0.50 43.0 0.00 PIPE TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 13.26 2 106.15 13.54 2.595 0.47( 0.23) 0.50 43.8 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 670.00 FEET. 3 112.51 16.93 2.269 0.47( 0.23) 0.50 53.8 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 PEAK FLOW RATE(CFS) = 112.51 Tc(MIN.) = 16.93 EFFECTIVE AREA(ACRES) = 53.77 AREA - AVERAGED Fm(INCH /HR) = 0.23 > »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 = = =a == 5 _-___= TOTAL AREA(ACRES) = 57.42 TOTAL NUMBER OF STREAMS = 2 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 670.00 FEET. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.26 RAINFALL INTENSITY(INCH /HR) a 2.63 FLOW PROCESS FROM NODE 410.00 TO NODE 415.00 IS CODE = 31 AREA - AVERAGED Fm(INCH /HR) . 0.23 AREA- AVERAGED Fp(INCH /HR) = 0.47 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< AREA - AVERAGED Ap = 0.50 »»USING COMPUTTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< EFFECTIVE STREAM AREA(ACRES) = 4.11 = ___._ TOTAL STREAM AREA(ACRES) = 4.15 ELEVATION DATA: UPSTREAM(FEET) = 35.52 DOWNSTREAM(FEET) = 34.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.89 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.3 INCHES PIPS -FLOW VELOCITY(FEET /SEC.) = 8.41 FLOW PROCESS FROM NODE 0.00 TO NODE 410.00 IS CODE = 7 0A1;44 FOR IA iD p ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OP PIPES = 1 �7 PIPE- FLOW(CFS) = 112.51 »» »USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< A r Ne Pe 'I/O PIPE TRAVEL TIME(MIN.) = 0.59 TC(MIN.) = 17.52 _- - - -___ _ = LONGEST FLOWPATH FROM NODE 0.00 TO NODE 415.00 = 970.00 FEET. USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 16.93 RAINFALL INTENSITY(INCH /HR) a 2.27 EFFECTIVE AREA(ACRES) s 49.62 FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 1 TOTAL AREA(ACRES) = 53.27 PEAK PLOW RATE(CFS) = 104.87 AREA - AVERAGED Fm)INCH /HR) . 0.23 AREA - AVERAGED Fp(INCH /HR) = 0.47 »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< AREA - AVERAGED Ap = 0.50 =_________ ___ _ NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTTING AREA FOR ALL TOTAL NUMBER OF STREAMS = 2 CONFLUENCE ANALYSES. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) . 17.52 RAINFALL INTENSITY(INCH /HR) = 2.22 PLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA - AVERAGED Fp(INCH /HR) = 0.47 » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< AREA- AVERAGED Ap = 0.50 » »> >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< EFFECTIVE STREAM AREA(ACRES) = 53.77 =x = =ae.s = =.. =asx =.= =.. =a'- =ea== _ =2= = ==== TOTAL STREAM AREA(ACRES) = 57.42 TOTAL NUMBER OF STREAMS = 2 PEAK PLOW RATE(CFS) AT CONFLUENCE = 112.51 111191 111111 111111 1771 Ir., 11r1 111111 111111 111111 111111 111111 111111 111111 111111 111111 111111 Date: 11/09/00 File name: FC25C.RES Page 5 Date: 11/09/00 File name: FC25C.RES Page 6 FLOW PROCESS FROM NODE 0.00 TO NODE 415.00 IS CODE = 21 A _ FLOW PROCESS FROM NODE 415.00 TO NODE 420.00 IS CODE = 56 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< L• »»> COMPUTE TRAPEZOIDAL CHANNEL FLAW« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« »»>TRAVELTIME THRU SUBAREA « «< = = INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) a 34.33 DOWNSTREAM(FEET) = 33.60 ELEVATION DATA: UPSTREAM(FEET) a 48.52 DOWNSTREAM(FEET) = 47.48 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0024 GIVEN CHANNEL BASE(FEETI = 5.00 CHANNEL FREEBOARD(FEETI = 1.0 Tc = K 3.00) /(ELEVATION CHANGE))••0.20 'Z' FACTOR = 3.000 MANNING'S FACTOR = 0.030 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.481 ESTIMATED CHANNEL HEIGHT(FEET) a 3.65 • 25 YEAR RAINFALL INTENSITY(INCH/NR) = 3.435 CHANNEL FLOW THRU SUBAREA(CFS) = 113.61 SUBAREA Tc AND LOSS RATE DATA(AMC II): FLOW VELOCITY(FEET /SEC) = 3.31 FLOW DEPTH(FEET) = 2.65 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 19.03 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 1270.00 FEET. COMMERCIAL 0 0.56 0.47 0.10 75 8.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Pp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 10 SUBAREA RUNOFF(CFS) = 1.71 TOTAL AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) a 1.71 »> »MAIN - STREAM MEMORY COPIED ONTO MEMORY BANK M 1 <<<<< FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 1 FLOW PROCESS FROM NODE 0.00 TO NODE 450.00 IS CODE = 7 DATA Ati i9 FRAM >» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< I-I� » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES <«« » SPECIFIED HYDROLOGY INFORMATION AT NODE ««< A ReA No.* TN of _ _- -_ __ _ a ______ ANA AVE TOTAL NUMBER OF STREAMS = 2 USER - SPECIFIED VALUES ARE AS FOLLOWS: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TC(MIN.) = 18.41 RAINFALL INTENSITY(INCH/NR) = 2.16 TIME OP CONCENTRATION(MIN.) = 8.48 EFFECTIVE AREA(ACRES) = 64.09 RAINFALL INTENSITY(INCH/HR) = 3.44 TOTAL AREA(ACRES) = 70.70 PEAR FLOW RATE(CFS) = 114.74 AREA - AVERAGED Fp(INCH/HR) a 0.05 AREA - AVERAGED Fp(INCH/HR) = 0.37 AREA - AVERAGED Fp(INCH/HR) = 0.45 AREA - AVERAGED Fp(INCN/HR) = 0,47 AREA- AVERAGED Ap = 0.83 AREA - AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL EFFECTIVE STREAM AREA(ACRES) = 0.56 CONFLUENCE ANALYSES. TOTAL STREAM AREA(ACRES) = 0.56 PEAR FLOW RATE(CFS) AT CONFLUENCE = 1.71 PLOW PROCESS FROM NODE 450.00 TO NODE 460.00 IS CODE = 9 p.. ' •• CONFLUENCE DATA "• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER » COMPUTE 'V' GUTTER FLOW TRAVEL TIME THRU SUBAREA « «< NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE _ _ ____ = = == =s= == = = == =_________ 1 105.50 13.86 2.558 0.47( 0.23) 0.50 43.0 0.00 UPSTREAM NODE ELEVATION(FEET) = 57.88 1 106.15 14.14 2.528 0.47( 0.23) 0.50 43.8 0.00 DOWNSTREAM NODE ELEVATION(FEET) = 51.52 1 112.51 17.52 2.222 0.47( 0.23) 0.50 53.8 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 2 1.71 8.48 3.435 0.47( 0.05) 0.10 0.6 0.00 'V' GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150 RAINFALL INTENSITY AND TIME OP CONCENTRATION RATIO PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 CONFLUENCE FORMULA USED FOR 2 STREAMS. MAXIMUM DEPTH(FEET) = 5.00 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.964 •• PEAR FLOW RATE TABLE •• SUBAREA LOSS RATE DATA(AMC II): STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 1 106.77 13.86 2.558 0.47( 0.23) 0.49 43.5 0.00 COMMERCIAL D 8.32 0.47 0.10 75 2 107.41 14.14 2.528 0.47( 0.23) 0.49 44.4 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 3 113.61 17.52 2.222 0.47( 0.23) 0.50 54.3 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 4 90.63 8.48 3.435 0.47( 0.23) 0.49 26.9 0.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 121.91 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 6.92 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AVERAGE FLOW DEPTH(FEET) a 1.49 FLOOD WIDTH(FEET) = 19.33 PEAK FLOW RATE(CFS) = 113.61 Tc(MIN.) a 17.52 'V' GUTTER FLOW TRAVEL TIME(MIN.) = 3.13 Tc(MIN.) = 21.54 EFFECTIVE AREA(ACRES) a 54.33 AREA - AVERAGED Pm(INCH /HR) = 0.23 SUBAREA AREA(ACRES) = 8.32 SUBAREA RUNOFF(CFS) = 14.35 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 EFFECTIVE AREA(ACRES) = 72.41 AREA - AVERAGED Fm(INCH/NR) = 0.34 TOTAL AREA(ACRES) = 57.98 AREA - AVERAGED Fp(INCH /HR) = 0.45 AREA - AVERAGED Ap = 0.75 LONGEST FLOWPATH FROM NODS 0.00 TO NODE 415.00 = 970.00 FEET. TOTAL AREA(ACRES) = 79.02 PEAK FLOW RATE(CFS) = 114.74 111111 111111 111111 111111 111111 111111 11111 irn 111111 1 111111 111111 111111 111111 111111 111111 111111 111111 Date: 11/09/00 File name: FC25C.RES Page 7 Date: 11/09/00 File name: FC25C.RES Page 8 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE TOTAL AREA(ACRESI = 70.28 PEAK FLOW RATE(CFS) = 124.04 AREA - AVERAGED Fp(INCH/HR) = 0.22 AREA - AVERAGED Fp(INCH/HR) = 0.47 END OF SUBAREA 'V' GUTTER HYDRAULICS: AREA- AVERAGED Ap = 0.47 DEPTH(FEET) = 1.45 FLOOD WIDTH(FEET) = 18.94 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL FLOW VELOCITY(F£ET. .C.) = 6.81 DEPTH`VELOCITY(FT`FT /SEC) = 9.90 CONFLUENCE ANALYSES. LONGEST FLOWPATH FROM NODE 0.00 TO NODE 460.00 = 2570.00 FEET. FLOW PROCESS FROM NODE 182.00 TO NODE 500.00 IS CODE = 56 FLOW PROCESS FROM NODE 460.00 TO NODE 500.00 IS CODE = 9 A - 2 »» »COMPUTE TRAPEZOIDAL CHANNEL FLAW ««< » » »COMPUTE 'V' GUTTER FLOW TRAVEL TIME THRU SUBAREA « «< » THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 51.52 z - ELEVATION DATA: UPSTREAM(FEET) = 36.84 DOWNSTREAM(FEET) = zx 36.50 DOWNSTREAM NODE ELEVATION(FEET) = 36.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0023 CHANNEL LENGTH THRU SUBAREA(FEET) = 1380.00 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 1.0 ' V' GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.800 'Z' FACTOR = 3.000 MANNING'S FACTOR = 0.030 PAVEMENT LIP(FEET) = 0.400 MANNING'S N = .0150 ESTIMATED CHANNEL HEIGHT(FEET) = 3.80 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 CHANNEL FLOW THRU SUBAREA(CFS) = 124.04 MAXIMUM DEPTH(FEET) = 5.00 FLOW VELOCITY(FEET /SEC) = 3.30 FLOW DEPTH(FEET) = 2.80 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.854 TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 18.65 SUBAREA LOSS RATE DATA(AMC II): LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 410.00 FEET. DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 12.24 0.47 0.10 75 FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap a 0.10 » INDEPENDENT STREAM FOR CONFLUENCE « «< TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 124.69 »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 10.59 AVERAGE FLOW DEPTH(FEET) = 2.04 FLOOD WIDTH(FEET) = 13.43 TOTAL NUMBER OP STREAMS = 2 'V' GUTTER FLOW TRAVEL TIME(MIN.) = 2.17 Tc(MIN.) = 23.71 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: SUBAREA AREA(ACRES) = 12.24 SUBAREA RUNOFF(CFS) = 19.90 TIME OF CONCENTRATION(MIN.) = 18.65 EFFECTIVE AREA(ACRES) = 84.65 AREA - AVERAGED Fp(INCH/HR) = 0.29 RAINFALL INTENSITY(INCH/HR) = 2.14 AREA- AVERAGED Fp(INCH/HR) = 0.45 AREA- AVERAGED Ap = 0.65 AREA - AVERAGED Fp(INCH/HR) = 0.22 TOTAL AREA(ACRES) = 91.26 PEAK FLOW RATE(CFS) = 118.81 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.47 END OF SUBAREA 'V' GUTTER HYDRAULICS: EFFECTIVE STREAM AREA(ACRES) = 69.60 DEPTH(FEET) = 2.01 FLOOD WIDTH(FEET) = 13.10 TOTAL STREAM AREA(ACRES) = 70.28 FLOW VELOCITY(FEET /SEC.) = 10.49 DEPTH•VELOCITY(FT`FT /SEC) = 21.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 124.04 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 3950.00 FEET. `• CONFLUENCE DATA •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 118.81 23.71 1.854 0.45( 0.29) 0.65 84.6 0.00 >»»> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «c« 2 124.04 18.65 2.141 0.47( 0.22) 0.47 69.6 0.00 TOTAL NUMBER OF STREAMS = 2 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: CONFLUENCE FORMULA USED FOR 2 STREAMS. TIME OF CONCENTRATION(MIN.) = 23.71 RAINFALL INTENSITY(INCH /HR) x 1.85 •• PEAK FLOW RATE TABLE •• AREA - AVERAGED Fp(INCH/HR) = 0.29 STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER AREA- AVERAGED Fp(INCH /HR) = 0.45 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE AREA- AVERAGED Ap = 0.65 1 224.28 23.71 1.854 0.46( 0.26) 0.57 154.3 0.00 EFFECTIVE STREAM AREA(ACRES) = 84.65 2 234.69 18.65 2.141 0.46( 0.26) 0.56 136.2 0.00 TOTAL STREAM AREA(ACRES) = 91.26 PEAK FLOW RATE(CFS) AT CONFLUENCE a 118.81 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 234.69 Tc(MIN.) = 18.65 EFFECTIVE AREA(ACRES) = 136.17 AREA - AVERAGED Fm(INCN /HR) = 0.26 FLOW PROCESS FROM NODE 0.00 TO NODE 182.00 IS CODE = 7 AREA- AVERAGED Fp(INCH /HR) = 0.46 AREA- AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 161.54 » >a>USER SPECIFIED HYDROLOGY INFORMATION AT NODE <c «< LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 3950.00 FEET. - =x -=s- 7272 =- == = =Z = -- x572= -== x==72====--- x- szx- =-- x==z: = = -- =x =__- __ - - -- USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 17.89 RAINFALL INTENSITY(INCH/HR) = 2.20 FLOW PROCESS FROM NODE 500.00 TO NODE 420.00 IS CODE x 9 A _3 EFFECTIVE AREA(ACRES) 5 69.60 111111 111111 111111 111111 111111 11771 Irmi 11r1 Irrl 1r71 If!, If!, 111111 111111 111111 111111 111111 111111 111111 Date: 11/09/00 File name: FC25C.RES Page 9 Date: 11/09/00 File name: FC25C.RES Page 10 >»» »COMPUTE 'V' GUTTER FLOW TRAVEL TIME THRU SUBAREA « «< SUBAREA RUNOFF(CFS) = 16.15 _ ' TOTAL AREA(ACRES) = 6.58 PEAK FLOW RATE(CFS) = 16.35 UPSTREAM NODE ELEVATION(FEET) = 36.50 DOWNSTREAM NODE ELEVATION(FEET) = 33.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 720.00 FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 1 'V' GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.800 PAVEMENT LIP(FEET) = 0.400 MANNING'S N = '.0150 »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««« PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 »»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««« MAXIMUM DEPTH(FEET) = 5.00 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.044 TOTAL NUMBER OF STREAMS = 2 SUBAREA LOSS RATE DATA(AMC II): CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TIME OF CONCENTRATION(MIN.) = 11.87 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RAINFALL INTENSITY(INCH /HR) = 2.81 COMMERCIAL D 12.23 0.47 0.10 75 AREA - AVERAGED Fm(INCH /HR) = 0.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 AREA- AVERAGED Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 AREA- AVERAGED Ap = 0.10 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 245.68 EFFECTIVE STREAM AREA(ACRES) = 6.58 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY)FEET /SEC.) = 7.97 TOTAL STREAM AREA(ACRES) = 6.58 AVERAGE FLOW DEPTH(FEET) = 3.07 FLOOD WIDTH(FEET) = 23.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.35 'V' GUTTER FLOW TRAVEL TIME(MIN.) = 1.51 TC(MIN.) = 20.15 SUBAREA AREA(ACRES) = 12.23 SUBAREA RUNOFF(CFS) = 21.98 •• CONFLUENCE DATA •• EFFECTIVE AREA(ACRES) = 148.40 AREA - AVERAGED Fm(INCH/HR) = 0.24 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER AREA - AVERAGED Fp(INCH/HR) = 0.46 AREA - AVERAGED Ap = 0.52 NUMBER (CFS) (KIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL AREA(ACRES) = 173.77 PEAK FLOW RATE(CFS) = 240.96 1 230.81 25.23 1.786 0.46( 0.25) 0.54 166.5 0.00 1 240.96 20.15 2.044 0.46( 0.24) 0.52 148.4 0.00 END OF SUBAREA •V' GUTTER HYDRAULICS: 2 16.35 11.87 2.807 0.47( 0.05) 0.10 6.6 0.00 DEPTH(FEET) = 3.05 FLOOD WIDTH(FEET) = 23.49 FLOW VELOCITY(FEET /SEC.) = 7.94 DEPTH•VELOCITY(FT•FT /SEC) = 24.22 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •• FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 1 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE » »,'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <c <c< 1 252.79 20.15 2.044 0.46( 0.23) 0.50 155.0 0.00 ___ = 2 241.11 25.23 1.786 0.46( 0.24) 0.52 173.1 0.00 TOTAL NUMBER OF STREAMS = 2 3 218.39 11.87 2.807 0.46( 0.23) 0.49 94.0 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 20.15 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RAINFALL INTENSITY(INCH /HR) = 2.04 PEAK FLOW RATE(CFS) = 252.79 Tc(MIN.) = 20.15 AREA - AVERAGED Fm(INCH/HR) = 0.24 EFFECTIVE AREA(ACRES) = 154.98 AREA - AVERAGED Fm(INCH/HR) = 0.23 AREA - AVERAGED Fp(INCH/HR) = 0.46 AREA- AVERAGED Fp(INCH/HR) = 0.46 AREA- AVERAGED Ap = 0.50 AREA- AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 180.35 EFFECTIVE STREAM AREA(ACRES) = 148.40 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. TOTAL STREAM AREA(ACRES) = 173.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 240.96 FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 11 FLOW PROCESS FROM NODE 0.00 TO NODE 420.00 IS CODE = 21 p L/ > » ,'» »CONFLUENCE MEMORY BANK K 1 WITH THE MAIN- STREAM MEMORY « «< _ » »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<cc<« »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREAc< •• MAIN STREAM CONFLUENCE DATA •• _ ___= STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ELEVATION DATA UPSTREAM(FEET) = 51.49 DOWNSTREAM(FEET) = 40.49 1 218.39 11.87 2.807 0.46( 0.23) 0.49 94.0 0.00 2 252.79 20.15 2.044 0.46( 0.23) 0.50 155.0 0.00 Tc = K•1(LENGTH•• 3.00) /(ELEVATION CHANGE/1..0.20 3 241.11 25.23 1.786 0.46( 0.24) 0.52 173.1 0.00 SUBAREA ANALYSIS USED MINIMM TC(MIN.) = 11.874 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.807 SUBAREA Tc AND LOSS RATE DATA)AMC II): •• MEMORY BANE 4 1 CONFLUENCE DATA •• DEVELOPMENT TYPE / SCS SOIL AREA Pp Ap SCS Tc STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE COMMERCIAL D 6.58 0.47 0.10 75 11.87 1 90.63 10.08 3.097 0.47( 0.23) 0.49 26.9 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 2 106.77 15.40 2.402 0.47( 0.23) 0.49 43.5 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 3 107.41 15.67 2.377 0.47( 0.23) 0.49 44.4 0.00 111111 111111 111111 ® ® 1 1111/ 111111 111111 111111 111111 Date: 11/09/00 File name: FC25C.RES Page 11 Date: 11/09/00 File name: FC25C.RES Page 12 4 113.61 19.03 2.115 0.47( 0.23) 0.50 54.3 0.00 LONGEST FLOWPATH PROM NODE 0.00 TO NODE 420.00 = 0.00 FEET. » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW........ - 2C22........22.2.2 •• PEAK FLOW RATE TABLE •• MAINLINE TC(MIN) = 22.45 = s STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.915 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA LOSS RATE DATA(AMC III: 1 314.47 11.87 2.807 0.46( 0.23) 0.49 126.5 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 2 362.10 20.15 2.044 0.46( 0.23) 0.50 209.3 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 3 334.85 25.23 1.786 0.46( 0.24) 0.51 227.4 0.00 COMMERCIAL D 9.44 0.47 0.10 75 4 296.85 10.08 3.097 0.46( 0.23) 0.49 106.7 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 5 339.79 15.40 2.402 0.46( 0.23) 0.50 163.5 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 6 341.55 15.67 2.377 0.46( 0.23) 0.50 166.3 0.00 SUBAREA AREA(ACRES) = 9.44 SUBAREA RUNOFF(CFS) = 15.87 7 361.75 19.03 2.115 0.46( 0.23) 0.50 201.1 0.00 EFFECTIVE AREA(ACRES) = 231.70 AREA - AVERAGED Fm(INCH/HR) = 0.21 TOTAL AREA(ACRES) = 238.33 AREA- AVERAGED Fp(INCH /HR) = 0.46 AREA- AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 260.72 PEAK FLOW RATE(CFS) = 362.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE PEAK FLOW RATE(CFS) = 362.10 TC(MIN.) = 20.154 = . a= a =a ==== EFFECTIVE AREA(ACRES) s 209.31 AREA - AVERAGED Fm(INCH/HR) = 0.23 Ye END OF STUDY SUMMARY: AREA- AVERAGED Fp(INCH/MR) = 0.16 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 260.72 TC(MIN.) = 22.45 TOTAL AREA(ACRES) = 238.33 EFFECTIVE AREA(ACRES) = 231.70 AREA - AVERAGED Fm(INCH/HR1= 0.21 LONGEST FLOWPATH FR(tt^ VODE 0.00 TO NODE 420.00 = 4670.00 FEET. AREA - AVERAGED Fp(INCH /HR) = 0.46 AREA - AVERAGED Ap = 0.46 PEAK PLOW RATE(CFS) = 362.10 FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 12 •• PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER » » >CLEAR MEMORY BANK 1 1 ««< NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ________'_ __"_ _'________ = 1 296.85 12.51 2.721 0.46( 0.20) 0.42 129.1 0.00 2 314.47 14.26 2.515 0.46( 0.20) 0.43 148.9 0.00 3 339.79 17.73 2.207 0.46( 0.21) 0.15 185.9 0.00 FLOW PROCESS FROM NODE 420.00 TO NODE 530.00 IS CODE = 51 4 341.55 18.00 2.187 0.46( 0.21) 0.45 188.7 0.00 5 361.75 21.34 1.975 0.46( 0.21) 0.46 223.5 0.00 >» »COMPUTE TRAPEZOIDAL CHANNEL FLOW« «< 6 362.10 22.45 1.915 0.46( 0.21) 0.46 231.7 0.00 » »>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< 7 334.85 27.58 1.693 0.46( 0.22) 0.48 249.8 0.00 = _ ELEVATION DATA: UPSTREAM(FEET) = 33.60 DOWNSTREAM(FEET) = 32.60 =e = = == = = = = = =5 e = CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0020 END OF RATIONAL METHOD ANALYSIS CHANNEL BASE(FEET) a 15.00 •Z• FACTOR = 5.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 5.00 1 CHANNEL FLOW THRU SUBAREA(CFS) = 362.10 FLOW VELOCITY(FEET /SEC) = 3.62 FLOW DEPTH(FEET) = 3.22 D �'� -` S �/ r ` TRAVEL TIME(MIN.) = 2.30 Tc (MIN.) = 22.45 " ,o F0 /R ,4W4 y . /S To mob 6 311. 0 / LONGEST FLOWPATH FROM NODE 0.00 TO NODS 530.00 = 5170.00 FEET. FLOW PROCESS FROM NODE 0.00 TO NODE 530.00 IS CODE = 81 f -,5-- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «. MAINLINE TC(MIN) = 22.45 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.915 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 12.95 0.47 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 12.95 SUBAREA RUNOFF(CFS) = 21.77 EFFECTIVE AREA(ACRES) a 222.26 AREA - AVERAGED Fm(INCH /HR) = 0.22 AREA - AVERAGED Fp(INCH/HR) a 0.46 AREA- AVERAGED Ap = 0.48 TOTAL AREA(ACRESI = 251.28 PEAK FLOW RATE(CFS1 = 362.10 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 0.00 TO NODE 530.00 IS CODE = 81 4, 6, Sycamore Hills Storm Drain Basis of Design Technical Appendix A 25 -year Developed Condition Hydrology Hydrology to Node 311.01 (Sierra Avenue) . ® W.. 1 ... :... _ ® s 11s Date: 11/09/00 File name: FC25D.RES Page 1 Date: 11/09/00 File name: FC25D.RES Page 2 >»» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« . < » »»(STANDARD CURB SECTION USED) « «< RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE _ (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) UPSTREAM ELEVATION(FEET) = 1061.00 DOWNSTREAM ELEVATION(FEET) = 1053.00 (c( Copyright 1983 -99 Advanced Engineering Software (aes) STREET LENGTH(FEET) = 950.00 CURB HEIGHT)INCHES) = 8.0 Ver. 8.0 Release Date: 01/01/99 License ID 1264 STREET HALFWIDTH(FEET) = 28.00 Analysis prepared by: DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 Robert Bein, William Frost & Associates OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 14725 Alton Parkway Irvine, CA 92618 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetf low Section(curb -to -curb) = 0.0149 DESCRIPTION OF STUDY Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 • Sycamore Hills - Forecast Homes JN: 10 - 100470 • • 25 -year Rational Method Hydrology at Node 311.01 • "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.84 • skg /rhe June 2000 �‘ • •' STREETFLOW MODEL RESULTS USING ESTIMATED PLOW: y !! - Y . • F4'(P.E�. 4s?N.Pt1so� $ STREET FLOW DEPTH(FEET) = 0.40 S 4Y1711o4,44 y 04+P FRoM NAI4S /VA RAW HALFSTREET FLOOD WIDTH (FEET) = 11.96 FILE NAME: FC \PC25D.DAT 5147/•1 Folk Ev►'I>'llte LENRSR Ton SUISAILOAS AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.37 TIME /DATE OF STUDY: 14:55 11/08/2000 00J/ PRODUCT OF DEPTH &VELOCITY(FT•FT /SEC.) = 0.94 _ ____ _____= STREET FLOW TRAVEL TIME(MIN.) = 6.68 Tc(MIN.) = 16.84 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.277 __ _____ _= SUBAREA LOSS RATE DATA(AMC II): -- • TIME -OP- CONCENTRATION MODEL " -- She A4 st SyC,A Vhome WlLL., DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS NYD*ol -.Cry MAP LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN USER SPECIFIED STORM EVENT(YEAR) = 25.00 COMMERCIAL B 1.60 0.75 0.10 56 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Pp(INCH /HR) = 0.75 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 . USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL• SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.17 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.920 EFFECTIVE AREA(ACRES) = 2.43 AREA - AVERAGED Fm(INCH /HR) = 0.07 100 -YEAR STORM 60- MINUTE INTENSITY(INCN /HOUR) = 1.330 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 COMPUTED RAINFALL INTENSITY DATA: TOTAL AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) = 4.82 STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.0620 SLOPE OF INTENSITY DURATION CURVE = 0.6000 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.22 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD. FLOW VELOCITY(FEET /SEC.) = 2.49 DEPTH•VELOCITY(FT "FT /SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 430.02 = 1500.00 FEET. FLOW PROCESS FROM NODE 430.20 TO NODE 227.01 IS CODE = 21 1430.1 FLOW PROCESS FROM NODE 430.02 TO NODE 430.02 IS CODE = 1 »» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »» »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = ____ _ = ______ _ _______= TOTAL OF STREAMS a 2 INITIAL SUBAREA FLAW- LENGTH(FEET) = 550.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ELEVATION DATA: UPSTREAM(FEET) = 1065.00 DOWNSTREAM(FEET) = 1061.00 TIME OF CONCENTRATION(MIN.) = 16.84 RAINFALL INTENSITY(INCH /HR) = 2 -28 Tc a K•1(LENGTH•• 3.00) /(ELEVATION CHANGE)1• "0.20 AREA - AVERAGED Fm(INCH /HR) = 0.07 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.155 AREA- AVERAGED Fp(INCH/HR) = 0.75 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.083 AREA- AVERAGED Ap = 0.10 SUBAREA Tc AND LOSS RATE DATA(AMC II): EFFECTIVE STREAM AREA(ACRES) a 2.43 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc TOTAL STREAM AREA(ACRES) = 2.43 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PEAR FLOW RATE(CFS) AT CONFLUENCE = 4.82 COMMERCIAL B 0.83 0.75 0.10 56 10.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap a 0.10 PLOW PROCESS PROM NODE 432.00 TO NODE 229.01 IS CODE = 21 Li'3Z SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 0.83 PEAR FLOW RATE(CFS) = 2.25 »» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OP- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = = FLOW PROCESS FROM NODE 227.01 TO NODE 430.02 IS CODE = 61 � INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1063.00 DOWNSTREAM(FEET) = 1060.50 Imo Mimi Imo - A !l 111111 111111 1115111 Mil Date: 11/09/00 File name: FC25D.RES Page 3 Date: 11/09/00 File name: FC25D.RES Page 4 TIME OF CONCENTRATION(MIN.) = 15.93 Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGE))••0.20 RAINFALL INTENSITY(INCN/HR) = 2.35 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.536 AREA - AVERAGED Fm(INCH /HR) = 0.07 • 25 YEAR RAINFALL INTENSITY(INCH/HR) a 3.016 AREA - AVERAGED Fp(INCH /HR) = 0.75 SUBAREA Tc AND LOSS RATE DATA(AMC II): AREA- AVERAGED Ap = 0.10 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc EFFECTIVE STREAM AREA(ACRES) = 2.36 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CM (MIN.) TOTAL STREAM AREA(ACRES) = 2.36 COMMERCIAL B 0.91 0.75 0.10 56 10.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap a 0.10 •• CONFLUENCE DATA •• SUBAREA RUNOFF(CFS) a 2.41 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) = 2.41 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 4.82 16.84 2.277 0.75( 0.07) 0.10 2.4 130.20 2 4.84 15.93 2.354 0.75( 0.07) 0.10 2.4 432.00 FLOW PROCESS FROM NODE 229.01 TO NODE 430.02 IS CODE a 61 143 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO » » »COMPUTE STREET FLOW TRAVEL TIME TNRU SUBAREA« «< CONFLUENCE FORMULA USED FOR 2 STREAMS. »» »(STANDARD CURB SECTION USED) « « < •• PEAK FLOW RATE TABLE •• UPSTREAM ELEVATION(FEET) = 1060.50 DOWNSTREAM ELEVATION(FEET) a 1053.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER STREET LENGTH(FEET) a 800.00 CURB HEIGHT(INCNES) = 8.0 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /NR) (ACRES) NODE STREET HALFWIDTH(FEET) = 28.00 1 9.49 16.84 2.277 0.75( 0.07) 0.10 4.8 430.20 2 9.56 15.93 2.354 0.75( 0.07) 0.10 4.7 432.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INSIDE STREET CROSSFALL(DECIMAL) a 0.020 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 PEAK FLOW RATE(CFS) a 9.56 Tc(MIN.) = 15.93 EFFECTIVE AREA(ACRES) = 4.66 AREA - AVERAGED Fm(INCH/HR) = 0.07 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF a 1 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA - AVERAGED Ap = 0.10 STREET PARKWAY CROSSFALL(DECIMAL) a 0.020 TOTAL AREA(ACRES) = 4.79 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0119 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 430.02 = 1500.00 FEET. Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 ..TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.90 FLOW PROCESS FROM NODE 430.02 TO NODE 432.12 IS CODE = 31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 »» >COMPUTTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «< «< HALFSTREET FLOOD WIDTH(FEET) = 11.78 » COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< AVERAGE FLOW VELOCITY(FEET /SEC.) a 2.47 s___a a a = =a PRODUCT OP DEPTH &VELOCITY(FT•FT /SEC.) = 0.97 ELEVATION DATA: UPSTREAM(FEET) = 1046.20 DOWNSTREAM(FEET) = 1041.75 STREET FLOW TRAVEL TIME(MIN.) = 5.39 Tc(MIN.) a 15.93 FLOW LENGTH(FEET) = 690.00 MANNING'S N = 0.013 • 25 YEAR RAINFALL INTENSITY(INCH/HR) a 2.354 DEPTH OF PLOW IN 21.0 INCH PIPE IS 14.1 INCHES SUBAREA LOSS RATE DATA(AMC II): PIPE -FLOW VELOCITY(FEET /SEC.) = 5.57 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES a 1 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PIPE- FLOW(CFS) = 9.56 COMMERCIAL B 1.45 0.75 0.10 56 PIPE TRAVEL TIME(MIN.) a 2.07 Tc(MIN.) = 17.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/NR) = 0.75 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 432.12 = 2190.00 FEET. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) a 2.97 EFFECTIVE AREA(ACRES) = 2.36 AREA - AVERAGED Fm(INCH/HR) = 0.07 FLOW PROCESS FROM NODE 432.10 TO NODE 432.12 IS CODE a 81 11251.1 AREA - AVERAGED Fp(INCH/NR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) a 2.36 PEAK FLOW RATE(CFS) a 4.84 » » »ADDITION OP SUBAREA TO MAINLINE PEAK FLOW «<c< = END OF SUBAREA STREET FLOW HYDRAULICS: MAINLINE Tc(MIN) = 17.99 DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(PEET) = 12.95 • 25 YEAR RAINFALL INTENSITY(INCH /HR) a 2.188 FLOW VELOCITY(FEET /SEC.) = 2.59 DEPTH•VELOCITY(FT•FT /SEC.) a 1.08 SUBAREA LOSS RATE DATA(AMC II): LONGEST FLOWPATH FROM NODE 432.00 TO NODE 430.02 = 1300.00 FEET. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 1.20 0.75 0.10 56 FLOW PROCESS FROM NODE 430.02 TO NODE 430.02 IS CODE a 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 » INDEPENDENT STREAM FOR CONFLUENCEc « c< SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.28 »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «c« EFFECTIVE AREA(ACRES) a 5.86 AREA - AVERAGED Pm(INCH /HR) = 0.07 sas=s a a aaasa.a=aaa =aaaaaa: a-- a= _aaaaa == =sax AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA - AVERAGED Ap = 0.10 TOTAL NUMBER OF STREAMS a 2 TOTAL AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) a 11.14 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: MIMI 111111 lel MI = rn cm, rn um III, um 111111 alms Imre Imo 4 IMO Date: 11/09/00 File name: FC25D.RES Page 5 Date: 11/09/00 File name: FC25D.RES Page 6 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.01 = 3220.00 FEET. FLOW PROCESS FROM NODE 431.10 TO NODE 432.12 IS CODE = 81 143f (' • 1 »»»ADDITION OP SUBAREA TO MAINLINE PEAK FLOW« «< FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 81 L/33 . f MAINLINE Tc(MIN) = 17.99 > »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <c< • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2:188 SUBAREA LOSS RATE DATA(AMC II): MAINLINE Tc(MIN) = 20.37 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Al, SCS • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.031 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SUBAREA LOSS RATE DATA(ANC II): COMMERCIAL B 1.20 0.75 0.10 56 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 COMMERCIAL B 1.30 0.75 0.10 56 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 EFFECTIVE AREA(ACRES) = 7.06 AREA - AVERAGED Fm(INCH /HR) = 0.07 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.29 TOTAL AREA(ACRES) a 7.19 PEAK FLOW RATE(CFS) = 13.42 EFFECTIVE AREA(ACRES) = 12.26 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.39 PEAK FLOW RATE(CFS) = 21.58 FLOW PROCESS FROM NODE 132.12 TO NODE 434.01 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TINE THRU SUBAREA««< FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 81 lit 31-1. / » »> USING COMPUTER-ESTIMATED PIPESIZE (NON- PRESSURE FLAW) « «< J aaa _ »»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ELEVATION DATA: UPSTREAM(FEET) = 1041.75 DOWNSTREAM(FEET) = 1037.30 - - -_ _ == =c FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 MAINLINE Tc(MIN) = 20.37 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.8 INCHES • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.031 PIPE -FLOW VELOCITY(FEET /SEC.) a 8.00 SUBAREA LOSS RATE DATA(AMC II): ESTIMATED PIPE DIAMETER(INCH) a 21.00 NUMBER OF PIPES = 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS PIPE - FLOW(CFS) = 13.42 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 18.68 COMMERCIAL B 1.80 0.75 0.10 56 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 434.01 = 2520.00 FEET. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 . SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 �f SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) a 3.17 FLOW PROCESS FROM NODE 434.00 TO NODE 434.01 IS CODE = 81 1 434.. EFFECTIVE AREA(ACRES) = 14.06 AREA - AVERAGED Fm(INCH/HR) = 0.07 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 »>» »ADDITION OF SUBAREA TO MAINLINE PEAK FLAW « « < TOTAL AREA(ACRES) = 14.19 PEAK FLOW RATE(CFS) a 24.75 = = MAINLINE Tc(MIN) = 18.68 ,,/I.. • 25 YEAR RAINFALL INTENSITY(INCH/HR) a 2.139 FLAW PROCESS FROM NODE 433.20 TO NODE 433.01 IS CODE a 81 Y 33. Z SUBAREA LOSS RATE DATA(AMC II1: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS »» »ADDITION OF SUBAREA TO MAINLINE PEAK FLAW «c« LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN = _ _ COLMMERCIAL B 3.90 0.75 0.10 56 MAINLINE Tc(MIN) a 20.37 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 • 25 YEAR RAINFALL INTENSITY(INCH/HR) a 2.031 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap a 0.10 SUBAREA LASS RATE DATA(AMC II): SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 7.24 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS EFFECTIVE AREA(ACRES) = 10.96 AREA - AVERAGED Fm(INCH/HR) = 0.07 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 COMMERCIAL B 1.20 0.75 0.10 56 TOTAL AREA(ACRES) = 11.09 PEAK FLOW RATE(CFS) = 20.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) a 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.11 FLOW PROCESS FROM NODE 434.01 TO NODE 433.01 IS CODE = 31 EFFECTIVE AREA(ACRES) = 15.26 AREA - AVERAGED Fm(INCH /HR) a 0.07 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap a 0.10 > »»COMPUTE PIPE -FLAW TRAVEL TIME THRU SUBAREA « «< TOTAL AREA(ACRES) = 15.39 PEAK PLOW RATE(CFS) = 26.86 »»»USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)< «« ELEVATION DATA: UPSTREAM(FEET) a 1037.30 DOWNSTREAM(FEET) = 1032.40 FLAW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 1 FLOW LENGTH(FEET) a 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.7 INCHES »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< PIPE -FLOW VELOCITY(FEET /SEC.) = 6.91 = a= =a= == _ _ _ _______ ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 TOTAL NUMBER OF STREAMS a 2 PIPE- FIOW(CFS) = 20.36 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: PIPE TRAVEL TIME(M1N.) = 1.69 Tc(MIN.) a 20.37 TIME OF CONCENTRATION(MIN.) = 20.37 111111 111111 111111 mrs r", rewl omit mili tom mile NMI 111111 111111 Date: 11/09/00 File name: FC25D.RES Page 7 Date: 11/09/00 File name: FC25D.RES Page 8 RAINFALL INTENSITY(INCH /HR) a 2.03 •• PEAK FLOW RATE TABLE •• AREA - AVERAGED Fm(INCH/HR) = 0.07 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER AREA - AVERAGED Fp(INCH/HR) = 0.75 NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE AREA - AVERAGED Ap = 0.10 1 376.62 20.37 2.031 0.46( 0.20) 0.44 227.1 432.00 EFFECTIVE STREAM AREA(ACRES) = 15.26 2 381.24 21.29 1.978 0.46( 0.20) 0.44 236.8 430.20 TOTAL STREAM AREA(ACRES) = 15.39 3 387.46 22.61 1.906 0.46( 0.20) 0.44 250.9 530.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.86 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 387.46 Tc(MIN.) = 22.64 FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 7 pi414 ;.Opyi Am4 15 EFFECTIVE AREA(ACRES) = 250.89 AREA - AVERAGED Fm(INCH/HR) = 0.20 re GD E � 3 AREA- AVERAGED Fp(INCN/HR) = 0.46 AREA- AVERAGED Ap = 0.44 » »»USER SPECIFIED HYDROLOGY INFORMATION AT NODE «« < TOTAL AREA(ACRES) = 276.11 _ __ =__= LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.01 = 3220.00 FEET. USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 22.45 RAINFALL INTENSITY(INCN /HR) = 1.92 EFFECTIVE AREA(ACRES) = 235.50 FLOW PROCESS FROM NODE 433.01 TO NODE 433.02 IS CODE = 31 TOTAL AREA(ACRES) = 260.72 PEAK FLOW RATE(CFS) = 362.10 AREA - AVERAGED Fm(INCH /HR) = 0.21 AREA - AVERAGED Fp(INCH/HR) = 0.46 »> »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< AREA - AVERAGED Ap = 0.46 » COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ELEVATION DATA: UPSTREAM(FEET) = 1032.10 DOWNSTREAM(FEET) = 1032.20 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 102.0 INCH PIPE IS 72.3 INCHES FLOW PROCESS FROM NODE 530.00 TO NODE 433.01 IS CODE = 31 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.00 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 >» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< PIPE- FLOW(CFS) = 387.46 » »»USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 22.83 _ = LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.02 = 3320.00 FEET. ELEVATION DATA: UPSTREAM(FEET) = 32.60 DOWNSTREAM(FEET( = 32.40 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 96.0 INCH PIPE IS 73.7 INCHES FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.75 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 » » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< PIPE - FLOW(CFS) = 362.10 = = -- -a - - -a PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 22.64 TOTAL NUMBER OF STREAMS = 3 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 433.01 = 1400.00 FEET. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.83 RAINFALL INTENSITY(INCH /HR) = 1.90 FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 1 AREA - AVERAGED Fm(INCH/HR) = 0.20 AREA - AVERAGED Fp(INCH/HR) = 0.46 » INDEPENDENT STREAM FOR CONFLUENCE ««< AREA- AVERAGED Ap = 0.44 >» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «a« EFFECTIVE STREAM AREA(ACRES) = 250.89 = TOTAL STREAM AREA(ACRES) = 276.11 TOTAL NUMBER OF STREAMS = 2 PEAK FLOW RATE(CFS) AT CONFLUENCE = 387.46 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.64 RAINFALL INTENSITY(INCH /HR) = 1.91 FLAW PROCESS FROM NODE 434.20 TO NODE 435.01 IS CODE = 21 40/ AREA - AVERAGED Fm(INCH /HR) = 0.21 AREA - AVERAGED Fp(INCH /HR) = 0.46 »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< AREA - AVERAGED Ap = 0.46 »>USE TIME -OP- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« EFFECTIVE STREAM AREA(ACRES) = 235.50 TOTAL STREAM AREA(ACRES) = 260.72 INITIAL SUBAREA FLOW - LENGTH(FEET) = 450.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 362.10 ELEVATION DATA: UPSTREAM(FEET) = 1056.00 DOWNSTREAM(FEET) = 1051.00 •• CONFLUENCE DATA •• Tc a K•((LENGTH•• 3.00) /(ELEVATION CHANGE)1•'0.20 STREAM Q Tc Intensity Fp(Pm) Ap Ae HEADWATER SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) a 8.610 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE • 25 YEAR RAINFALL INTENSITY(INCH /HR) a 3.104 1 26.36 21.29 1.978 0.75( 0.07) 0.10 15.4 430.20 SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 26.86 20.37 2.031 0.75( 0.07) 0.10 15.3 432.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 2 362.10 22.64 1.906 0.46( 0.21) 0.46 235.5 530.00 LAND USE GROUP (ACRES) (INCH /HRI (DECIMAL) CN (MIN.) COMMERCIAL B 0.70 0.75 0.10 56 8.61 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 CONFLUENCE FORMULA USED FOR 2 STREAMS. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) a 2.10 111111 111111 111111 gill 411111 UM inli it!, irm, At imillip UN 111111 OM Nal SIN1 111111 111111 11E1 Date: 11/09/00 File name: FC25D.RES Page 9 Date: 11/09/00 File name: FC25D.RES Page 10 TOTAL AREA(ACRES) s 0.70 PEAK FLOW RATE(CFS) = 2.10 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 435.01 TO NODE 433.02 IS CODE = 61 L/34 INITIAL SUBAREA FLOW- LENGTH(FEET) = 700.00 = ___ __ ELEVATION DATA: UPSTREAM(FEET) • 1052.00 DOWNSTREAM(FEET( = 1048.50 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »» (STANDARD CURB SECTION USED) « «< Tc a K•((LENGTH•• 3.00) /(ELEVATION CHANGE))••0.20 ______ -s - -: _______ - -_ SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) a 12.054 UPSTREAM ELEVATION(FEET) = 1051.00 DOWNSTREAM ELEVATION(FEET) = 1048.50 • 25 YEAR RAINFALL INTENSITY)INCH /HR) = 2.782 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) a 8.0 SUBAREA Tc AND LOSS RATE DATA(AMC 3I): STREET HALFWISYTH(FEET) a 28.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 COMMERCIAL B 2.10 0.75 0.10 56 12.05 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 5.12 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 5.12 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Plow Section = 0.0200 FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.77 »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «<« STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: >» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< STREET FLOW DEPTH(FEET) = 0.36 = == ==z = = = == _______ = = = =s= = =s = === =_____ HALFSTREET FLOOD WIDTH(FEET) = 9.99 TOTAL NUMBER OF STREAMS = 3 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.33 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: PRODUCT OF DEPTHLVELOCITY(FT•FT /SEC.) = 0.83 TIME OF CONCENTRATION(MIN.) = 12.05 STREET FLOW TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) a 10.40 RAINFALL INTENSITY(INCH /HR) = 2.78 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.040 AREA - AVERAGED Fm(INCH/HR) = 0.07 SUBAREA LOSS RATE DATA(AMC II): AREA- AVERAGED Fp(INCH/HR) = 0.75 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS AREA- AVERAGED Ap = 0.10 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN EFFECTIVE STREAM AREA(ACRES) = 2.10 COMMERCIAL B 0.50 0.75 0.10 56 TOTAL STREAM AREA(ACRES) = 2.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.12 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.33 •• CONFLUENCE DATA •• EFFECTIVE AREA(ACRES) = 1.20 AREA - AVERAGED Fm(INCH /HR) = 0.07 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 3.20 1 376.62 20.56 2.019 0.46( 0.20) 0.44 227.1 432.00 1 381.24 21.48 1.967 0.46( 0.20) 0.44 236.8 430.20 END OF SUBAREA STREET FLOW HYDRAULICS: 1 387.46 22.83 1.897 0.46( 0.20) 0.44 250.9 530.00 DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTR(FEET) = 10.62 2 3.20 10.40 3.040 0.75( 0.07) 0.10 1.2 434.20 FLOW VELOCITY(FEET /SEC.) = 2.43 DEPTR /SEC.) = 0.90 3 5.12 12.05 2.782 0.75( 0.07) 0.10 2.1 435.10 LONGEST FLOWPATH FROM NODE 434.20 TO NODE 433.02 = 700.00 FEET. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 •• PEAK FLOW RATE TABLE •• » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ___ _____ .___'= ___= NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL NUMBER OF STREAMS = 3 1 305.51 10.40 3.040 0.47( 0.20) 0.43 117.9 434.20 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 2 382.40 20.56 2.019 0.47( 0.20) 0.43 230.4 432.00 TIME OF CONCENTRATION(MIN.) a 10.40 3 386.86 21.48 1.967 0.47( 0.20) 0.43 240.1 430.20 RAINFALL INTENSITY(INCH /HR) = 3.04 4 392.87 22.83 1.897 0.46( 0.20) 0.43 254.2 530.00 AREA - AVERAGED Fm(INCH/HR) = 0.07 5 318.51 12.05 2.782 0.47( 0.20) 0.43 136.5 435.10 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA - AVERAGED Ap = 0.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: EFFECTIVE STREAM AREA(ACRES) = 1.20 PEAR FLOW RATE(CFS) = 392.87 Tc(MIN.) = 22.83 TOTAL STREAM AREA(ACRES) = 1.20 EFFECTIVE AREA(ACRES) = 254.19 AREA - AVERAGED Fm(INCH/HR) a 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.20 AREA - AVERAGED Fp(INCH/HR) = 0.46 AREA- AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 279.41 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.02 a 3320.00 FEET. PLOW PROCESS FROM NODE 435.10 TO NODE 433.02 IS CODE a 21 135• 011111 OW Oil 111111 4111111 41111 111111 111111 1 M 111111 in911 11E11 111111 Date: 11/09/00 File name: FC25D.RES Page 11 FLOW PROCESS FROM NODE 433.02 TO NODE 311.01 IS CODE = 31 »» , COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« » COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLAW) « «c = ELEVATION DATA: UPSTREAM(FEET) = 1032.20 DOWNSTREAM(FEET) = 1031.00 FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 102 ' INCH PIPE IS 75.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.71 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE- FLOW(CF5) = 392.87 PIPE TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 24.07 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 311.01 = 3970.00 FEET. FLOW PROCESS FROM NODE 312.00 TO NODE 311.01 IS CODE = 81 312 » >ADDITION OF SUBAREA TO MAINLINE PEAR FLAW « «< MAINLINE Tc(MIN) = 24.07 • 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.837 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 5.10 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap x 0.10 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 8.09 EFFECTIVE AREA(ACRES) x 259.29 AREA - AVERAGED Fp(INCH/HP) = 0.20 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 284.51 PEAK FLAW RATE(CFS) = 392.87 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF STUDY SUMMARY 4.1 TOTAL AREA(ACRES) = 284.51 TC(MIN.) = 24.07 EFFECTIVE AREA(ACRES) = 259.29 AREA - AVERAGED Fp(INCH/HR)= 0.20 AREA - AVERAGED Fp(INCH/NR) = 0.47 AREA- AVERAGED Ap = 0.43 PEAK FLOW RATE(CFS) = 392.87 •• PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /NR) (INCH /HR) (ACRES) NODE 1 305.51 11.74 2.826 0.47( 0.19) 0.41 123.0 434.20 2 318.51 13.37 2.614 0.47( 0.19) 0.42 141.6 435.10 3 382.40 21.81 1.949 0.47( 0.20) 0.42 235.5 432.00 4 386.86 22.72 1.902 0.47( 0.20) 0.43 245.2 430.20 5 392.87 24.07 1.837 0.47( 0.20) 0.43 259.3 530.00 s END OF RATIONAL METHOD ANALYSIS 1 Sycamore Hills Storm Drain Basis of Design Technical Appendix A 100 -year Developed Condition Hydrology Area North of Santa Ana Avenue Street flow at Intersection of Santa Ana Ave and Tamarind Ave Hydrology to Node 410 Hydrology to Node 530 (Empire Center Blvd) Hydrology to Node 311.01 (Sierra Avenue) • Sycamore Hills Storm Drain Basis of Design Technical Appendix A 100 -year Developed Condition Hydrology Area North of Santa Ana Avenue ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1264 li Analysis prepared by: Robert Bein, William Frost & Associates I 14725 Alton Parkway Irvine, CA 92618 II * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Sycamore Hills - Forecast Homes JN 15- 100187 * * 100 -year Rational Method Hydrology - Area North of Santa Ana Avenue * * Data from "Master Plan Study for Empire Center" dated Jan 22, 1992 * S E 14'10)01,00y intV FRoM " pi4sia ?cA FILE NAME: EMPMAIN.DAT Fog ire) PiRF. CENTER • FOR Sv SAREAS Aan /4mi il TIME /DATE OF STUDY: 14:30 05/04/2000 CfULLY DEvELOPio Co&o,roa) li USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 ri SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.920 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.340 1; COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = 0.6000 1: *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** : FLOW PROCESS FROM NODE 208.01 TO NODE 208.01 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE« « < USER - SPECIFIED VALUES ARE AS FOLLOWS: u1 /O0 1t20 M w M A sup Paw TC(MIN.) = 16.18 RAINFALL INTENSITY(INCH /HR) = 2.94 EFFECTIVE AREA(ACRES) = 42.34 I TOTAL AREA(ACRES) = 46.10 PEAK FLOW RATE(CFS) = 106.60 AREA- AVERAGED Fm(INCH /HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.37 AREA- AVERAGED Ap = 1.00 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL II CONFLUENCE ANALYSES. ********************************************* * * * * * *. * * * * * * * * * * * * * * * * * * * * * * ** li FLOW PROCESS FROM NODE 208.01 TO NODE 214.0 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< II I; II ELEVATION DATA: UPSTREAM(FEET) = 1052.50 DOWNSTREAM(FEET) = 1051.40 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.013 II DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.80 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 106.60 1 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 16.62 LONGEST FLOWPATH FROM NODE 208.01 TO NODE 214.01 = 235.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< = II TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.62 RAINFALL INTENSITY(INCH /HR) = 2.89 II AREA- AVERAGED Fm(INCH /HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.37 AREA- AVERAGED Ap = 1.00 ii EFFECTIVE STREAM AREA(ACRES) = 42.34 . TOTAL STREAM AREA(ACRES) = 46.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 106.60 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 213.00 TO NODE 213.01 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) = 1075.00 DOWNSTREAM(FEET) = 1066.60 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.054 I; * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.072 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.) i: RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 8.80 0.75 0.50 56 15.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 li SUBAREA RUNOFF(CFS) = 21.37 TOTAL AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) = 21.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 213.01 TO NODE 214.01 IS CODE = 61 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STANDARD CURB SECTION USED) « «< 11 UPSTREAM ELEVATION(FEET) = 1066.60 DOWNSTREAM ELEVATION(FEET) = 1065.20 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 il STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 II OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 li I/ li SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 II STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 II * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.37 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.62 II HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.00 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.)= 1.25 I STREET FLOW TRAVEL TIME(MIN.) = 5.40 Tc(MIN.) = 20.46 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.555 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 8.80 AREA- AVERAGED Fm(INCH /HR) = 0.37 II AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.80 PEAK FLOW TE(CFS) = 21.37 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALE II END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET /SEC.) = 2.00 DEPTH *VELOCITY(FT *FT /SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.01 = 1550.00 FEET. I; FLOW PROCESS FROM NODE 214.00 TO NODE 214.01 IS CODE = 81 I; » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 20.46 I: * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.555 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 1: RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 4.80 0.75 0.50 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 I: SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 9.42 EFFECTIVE AREA(ACRES) = 13.60 AREA- AVERAGED Fm(INCH/HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.60 PEAK FLOW RATE(CFS) = 26.70 ii FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 II » » >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.) = 20.46 RAINFALL INTENSITY(INCH /HR) = 2.56 I AREA - AVERAGED Fm(INCH/HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 13.60 II TOTAL STREAM AREA(ACRES) = 13.60 II d 1 II PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.70 ** CONFLUENCE DATA ** li STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 106.60 16.62 2.894 0.37( 0.37) 1.00 42.3 208.01 2 26.70 20.46 2.555 0.75( 0.37) 0.50 13.6 213.00 II RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE II 1 131.67 16.62 2.894 0.41( 0.37) 0.90 53.4 208.01 2 118.99 20.46 2.555 0.42( 0.37) 0.88 55.9 213.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I PEAK FLOW RATE(CFS) = 131.67 Tc(MIN.) = 16.62 EFFECTIVE AREA(ACRES) = 53.39 AREA- AVERAGED Fm(INCH /HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.41 AREA- AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 59.70 li LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.01 = 1550.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** fl FLOW PROCESS FROM NODE 214.01 TO NODE 214.02 IS CODE = 31 li » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » »>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « < E = E LEVATION DATA: UPSTREAM(FEET) = 1051.40 DOWNSTREAM(FEET) = 1050.40 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.93 i ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 131.67 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 17.07 1: LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.02 = 1790.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 214.01 TO NODE CE I: N 214.01 «< IS CODE = 1 »> »DESIGNATE INDEPENDENT STREAM FOR CONFLUE « ii TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.07 RAINFALL INTENSITY(INCH /HR) = 2.85 I AREA- AVERAGED Fm(INCH/HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.41 AREA- AVERAGED Ap = 0.90 EFFECTIVE STREAM AREA(ACRES) = 53.39 II TOTAL STREAM AREA(ACRES) = 59.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 131.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IL FLOW PROCESS FROM NODE 405.00 TO NODE 214.01 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< li »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« II li INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1067.00 DOWNSTREAM(FEET) = 1060.50 li Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.880 I * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.868 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.) II RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 7.00 0.75 0.50 56 16.88 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 I SUBAREA RUNOFF(CFS) = 15.71 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 15.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< li TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I TIME OF CONCENTRATION(MIN.) = 16.88 RAINFALL INTENSITY(INCH /HR) = 2.87 AREA- AVERAGED Fm(INCH/HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.75 II AREA- AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 7.00 TOTAL STREAM AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.71 I: ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 131.67 17.07 2.848 0.41( 0.37) 0.90 53.4 208.01 1 118.99 20.92 2.521 0.42( 0.37) 0.88 55.9 213.00 2 15.71 16.88 2.868 0.75( 0.37) 0.50 7.0 405.00 II 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 1 147.26 17.07 2.848 0.44( 0.37) 0.85 60.4 208.01 I 2 132.52 20.92 2.521 0.44( 0.37) 0.84 62.9 213.00 3 146.92 16.88 2.868 0.44( 0.37) 0.85 59.8 405.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: II PEAK FLOW RATE(CFS) = 147.26 Tc(MIN.) = 17.07 EFFECTIVE AREA(ACRES) = 60.39 AREA- AVERAGED Fm(INCH /HR) = 0.37 AREA- AVERAGED Fp(INCH /HR) = 0.44 AREA- AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 66.70 II LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.01 = 1790.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 214.02 TO NODE 404.01 IS CODE = 31 ii I/ li • » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < il » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < = ______ = II ELEVATION DATA: UPSTREAM(FEET) = 1050.40 DOWNSTREAM(FEET) = 1048.00 FLOW LENGTH(FEET) = 525.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.60 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 147.26 II PIPE TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 17.98 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 404.01 = 2315.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 404.00 TO NODE 404.01 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « << II MAINLINE Tc(MIN) = 17.98 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.761 SUBAREA LOSS RATE DATA(AMC II): il 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" B 4.00 0.75 0.50 56 II SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 8.59 EFFECTIVE AREA(ACRES) = 64.39 AREA- AVERAGED Fm(INCH /HR) = 0.37 I AREA- AVERAGED Fp(INCH /HR) = 0.45 AREA- AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 70.70 PEAK FLOW RATE(CFS) = 147.26 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 404.01 TO NODE 402.01 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1048.00 DOWNSTREAM(FEET) = 1047.20 li FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.51 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 147.26 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 18.28 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 402.01 = 2485.00 FEET. II END OF STUDY SUMMARY : 1 1N ryT Dar o lr iIOdt TOTAL AREA(ACRES) 70.70 TC(MIN.) = 18.28 EFFECTIVE AREA(ACRES) = 64.39 AREA- AVERAGED Fm(INCH /HR)= 0.37 AS0 FOR " 1111)AoL06Y AREA - AVERAGED Fp(INCH /HR) = 0.45 AREA- AVERAGED Ap = 0.83 S 3 O PEAK FLOW RATE(CFS) 147.26 AT )J E' ** PEAK FLOW RATE TABLE ** 1 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 146.92 18.09 2.751 0.45( 0.37) 0.83 63.8 405.00 2 147.26 18.28 2.734 0.45( 0.37) 0.83 64.4 208.01 II 3 132.52 22.16 2.436 0.46( 0.37) 0.82 66.9 213.00 li Sycamore Hills Storm Drain Basis of Design Technical Appendix A 100 -year Developed Condition Hydrology Street flow at Intersection of Santa Ana Ave and Tamarind Ave I I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 II * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Sycamore Hills - Forecast Homes JN: 15- 100187 * * 100 -year Street Flow to Intersection of Santa Ana Ave and Tamarind Ave * * Data from "Master Hydrology Study for Empire Center" dated Jan 28, 1992 * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** S C E ).(YORoL OGY Mere flow, ~ rAns7zR ) Ai-) slu DY FILE NAME: STFLOW.DAT Fot E FIRE Cii4ri t f FOR S) aRAEAS A NO WOES TIME /DATE OF STUDY: 14:45 05/04/2000 ( F )LLI 7EUELOP(D COP)°Irian)) li USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I; -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 1: SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.920 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.340 ro COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.3400 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 400.00 TO NODE 400.01 IS CODE = 21 » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< II »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1093.00 DOWNSTREAM(FEET) = 1088.00 I Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.902 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.222 II SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) NCH /HR) (DECIMAL) CN (MIN.) I COMMERCIAL B 1.30 0.75 0.10 56 13.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.68 1; TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 3.68 w li ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 400.01 TO NODE 401.01 IS CODE = 61 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) « «< II UPSTREAM ELEVATION(FEET) = 1088.00 DOWNSTREAM ELEVATION(FEET) = 1077.80 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 II DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 I OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 li Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.27 li STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.73 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 6.11 Tc(MIN.) = 20.01 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.590 SUBAREA LOSS RATE DATA(AMC II): I; DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 1.40 0.75 0.10 56 I; SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.17 EFFECTIVE AREA(ACRES) = 2.70 AREA- AVERAGED Fm(INCH /HR) = 0.07 1: AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 6.11 END OF SUBAREA STREET FLOW HYDRAULICS: I: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.06 FLOW VELOCITY(FEET /SEC.) = 2.82 DEPTH *VELOCITY(FT *FT /SEC.) = 1.24 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 401.01 = 2000.00 FEET. ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 401.01 TO NODE 402.01 IS CODE = 61 I >>», >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>(STANDARD CURB SECTION USED) « «< = = UPSTREAM ELEVATION(FEET) = 1077.80 DOWNSTREAM ELEVATION(FEET) = 1058.00 II STREET LENGTH(FEET) = 2970.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 3.00 II INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 li li li Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 li * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 li HALFSTREET FLOOD WIDTH(FEET) = 17.31 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.58 PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 1.30 STREET FLOW TRAVEL TIME(MIN.) = 19.20 Tc(MIN.) = 39.20 II * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 1.730 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN II COMMERCIAL B 2.80 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) = 2.80 SUBAREA RUNOFF(CFS) = 4.17 EFFECTIVE AREA(ACRES) = 5.50 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 8.19 li END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 17.26 FLOW VELOCITY(FEET /SEC.) = 2.59 DEPTH *VELOCITY(FT *FT /SEC.) = 1.30 Iri LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.01 = 4970.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 1 1; » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< = TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 39.20 RAINFALL INTENSITY(INCH /HR) = 1.73 AREA- AVERAGED Fm(INCH/HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.50 li TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** li FLOW PROCESS FROM NODE 405.01 TO NODE 402.01 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ___ == IF INITIAL SUBAREA FLOW - LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1060.00 DOWNSTREAM(FEET) = 1058.00 II Tc = K*[(LENGTH** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.017 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.705 II 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 0.83 0.75 0.10 56 11.02 li SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 II li li SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.71 TOTAL AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) = 2.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < = =_= TOTAL NUMBER OF STREAMS = 3 II CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.02 RAINFALL INTENSITY(INCH /HR) = 3.70 AREA- AVERAGED Fm(INCH /HR) = 0.07 I AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.83 TOTAL STREAM AREA(ACRES) = 0.83 I: PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I: FLOW PROCESS FROM NODE 403.20 TO NODE 405.01 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 1067.00 DOWNSTREAM(FEET) = 1060.50 1: Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.650 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.781 SUBAREA Tc AND LOSS RATE DATA(AMC II): i: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL B 1.20 0.75 0.10 56 10.65 I: SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 H SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.00 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.00 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 405.01 TO NODE 402.01 IS CODE = 61 li » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) « «< = = UPSTREAM ELEVATION(FEET) = 1060.50 DOWNSTREAM ELEVATION(FEET) = 1058.00 II STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 = OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 II SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 li II li II * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.11 PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 3.95 Tc(MIN.) = 1 II * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.129 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN II COMMERCIAL B 1.20 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 II SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.30 EFFECTIVE AREA(ACRES) = 2.40 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 6.60 II END OF SUBAREA STREET FLOW HYDRAULICS: 7 t' DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.80 FLOW VELOCITY(FEET /SEC.) = 2.19 DEPTH *VELOCITY(FT *FT /SEC.) = 1.08 I: LONGEST FLOWPATH FROM NODE 403.20 TO NODE 402.01 = 1200.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 1 Si >>> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< l i TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.60 ', RAINFALL INTENSITY(INCH /HR) = 3.13 AREA- AVERAGED Fm(INCH /HR) = 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 ri EFFECTIVE STREAM AREA(ACRES) = 2.40 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.60 I: ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE li 1 8.19 39.20 1.730 0.75( 0.07) 0.10 5.5 400.00 2 2.71 11.02 3.705 0.75( 0.07) 0.10 0.8 405.01 3 6.60 14.60 3.129 0.75( 0.07) 0.10 2.4 403.20 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** 1 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 13.68 11.02 3.705 0.75( 0.07) 0.10 4.2 405.01 2 13.00 39.20 1.730 0.75( 0.07) 0.10 8.7 400.00 II 3 14.51 14.60 3.129 0.75( 0.07) 0.10 5.3 403.20 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: li PEAK FLOW RATE(CFS) = 14.51 Tc(MIN.) = 14.60 li EFFECTIVE AREA(ACRES) = 5.28 AREA - AVERAGED Fm(INCH/HR) = 0.07 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 I TOTAL AREA(ACRES) = 8.73 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.01 = 4970.00 FEET. END OF STUDY SUMMARY: ® TOTAL AREA(ACRES) = 8.73 TC(MIN.) = 14.60 ® EFFECTIVE AREA(ACRES) = 5.28 AREA- AVERAGED Fm(INCH /HR)= 0.07 AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 14.51 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 11 2 13.68 11.02 3.705 0.75( 0.07) 0.10 4.2 405.01 2 14.51 14.60 3.129 0.75( 0.07) 0.10 5.3 403.20 3 13.00 39.20 1.730 0.75( 0.07) 0.10 8.7 400.00 END OF RATIONAL METHOD ANALYSIS DPrrA OSLO rz Noo£ io2.o) 1 C� SYC13 rho2 1Ai1.L HYotoLo S' MAP E 1 I Sycamore Hills Storm Drain Basis of Design Technical Appendix B Storm Drain Hydraulics 100 -year (Existing System - DeClez Channel to Santa Ana Avenue) 100 -year (Proposed System - Sierra Avenue through Tract) 100 -year (Temporary Channels) Sycamore Hills Storm Drain Basis of Design Technical Appendix A 100 -year Developed Condition Hydrology Hydrology to Node 410 Date: 11/07/00 File name: FC100AB.RES Page 1 Date: 11/07/00 File name: FC100AB.RES Page 2 ,,»,COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE >,>,>ISTANDARD CURB SECTION USED) ««< (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -99 Advanced Engineering Software (aes) UPSTREAM ELEVATIONIFEET) = 57.02 DOWNSTREAM ELEVATION(FEET( = 54 34 Ver. 8.0 Release Date: 01/01/99 License ID 1264 STREET LENGTHIFEET) = 520.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHIFEET) = 18.00 Analysis prepared by: DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKIFEET) = 13.00 .bert Hein, William Frost & Associates INSIDE STREET CPOSSFALLIDECIMAL) = 0.020 14725 Alton Parkway OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Irvine, CA 92618 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 DESCRIPTION OF STUDY Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 • Sycamore Hills - Forecast Homes JN 15- 100187 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 • 100 -year Rational Method Hydrology at Node 182 and 410 ' • October 2000 /hjb . .TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.64 .. .STREET FLOW SPLITS OVER STREET-CROWN... FULL DEPTH(FEET) = 0.49 FLOOD WIDTHIFEET) = 18.00 FILE NAME: FC \FC100AB.DAT FULL HALF- STREET VELOCITY(FEET /SEC.) = 2.29 TIME /DATE OF STUDY: 15:18 11/07/2000 SPLIT DEPTH(FEET) = 0.28 SPLIT FLOOD WIDTH(FEET) = 7.46 SPLIT FLOW(CFS) = 0.94 SPLIT VELOCITY(FEET /SEC.) = 1.40 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: _ = STREET FLOW DEPTHIFEET) = 0.49 -- MODEL' -- HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.29 USER SPECIFIED STORM EVENTIYEAR) = 100.00 PRODUCT OF DEPTH &VELOCITY(FT'FT /SEC.1 = 1.12 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 STREET FLOW TRAVEL TIMEIMIN.) = 3.78 Tc(MIN.1 = 18.88 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0 90 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.662 'USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL' SUBAREA LOSS PATE DATAIAMC II): 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR( = 0.920 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.330 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMPUTED RAINFALL INTENSITY DATA: RESIDENTIAL ' STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.3300 '5 -7 DWELLINGS /ACRE" D 1.04 0.47 0 50 75 SLOPE OF INTENSITY DURATION CURVE = 0.6000 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HP.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 'ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD' SUBAREA AREAIACRES) = 1.04 SUBAREA RUNOFFICFSI = 2.27 EFFECTIVE AREA(ACRES) = 4.01 AREA- AVERAGED Fm(INCH/HR) = 0.23 AREA- AVERAGED Fp(INCH/HR) = D.47 AREA - AVERAGED Ap = 0.50 TOTAL AREAIACRES) = 4.01 PEAK FLOW RATE(CFS) = 8.76 FLOW PROCESS FROM NODE 0.00 TO NODE 10.00 IS CODE = 21 413..9. , END OF SUBAREA STREET FLOW HYDRAULICS: » „ >PATIONAL METHOD INITIAL SUBAREA ANALYSIS «c« DEPTHIFEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 SOUSE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW VELOCITY(FEET /SEC.) = 2.29 DEPTH'VELOCITYIFT /SEC.) = 1.12 = LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1280.00 FEET. • INITIAL SUBAREA FLOW- LENGTH)FEET) = 760.00 ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAM(FEET) = 55 52 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 Tc = K 3.00) /(ELEVATION CHANGE)) " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.101 »» INDEPENDENT STREAM FOR CONFLUENCE« «< • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.043 SUBAREA Tc AND LOSS PATE DATA(AMC III: TOTAL NUMBER OF STREAMS = 3 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: LAND USE GROUP (ACRES) (INCH /HP.) (DECIMAL) CN (MIN.) TIME OF CONCENTRATION(MIN.) = 18.88 RESIDENTIAL RAINFALL INTENSITY(INCH /HP.) = 2.66 "5 -7 DWELLINGS /ACRE' D 2.97 0.47 0.50 75 15.10 AREA- AVERAGED Fm(INCH/HR) = 0.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 AREA - AVERAGED Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA- AVERAGED Ap = 0.50 SUBAREA RUNOFF)CFSI = 7.51 EFFECTIVE STREAM AREA(ACRES) = 4.01 TOTAL AREAIACRES) = 2.97 PEAK FLOW RATE(CFS) = 7.51 TOTAL STREAM AREAIACRES) = 4.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.76 FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 61 0 - 9 .2_ Date: 11/07/00 File name: FC100AB RES Page 3 Date: 11/07/00 File name: FC100AB.RES Page 4 - FLQW PROCESS FROM NODE 0.00 TO NODE 10.00 IS CODE = 21 /3 -/0. / SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCE SOIL AREA Fp Ap SCS Tc >»"RATIONAL METHOD INITIAL SUBAREA ANALYSISe«e< LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) "USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« RESIDENTIAL ----------------- e= . "5-7 DWELLINGS/ACRE" D 3.72 0 47 0.50 75 14 31 INITIAL SUBAREA FLOW-LENGTH(FEET) = 760.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) e 0.47 ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAM(FEET) = 55.52 SUBAREA AVEPAGE PERVIOUS AREA FRACTION. Ap = 0.50 SUBAREA PMNOFF(CFS1 = 9.74 Tc = K°((LENGTH" 3.00(/(ELEVATION CHANGE)7" TOTAL AREA(ACRES) = 3.72 PEAK FLOW RATE(CFS) = 9.74 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15 101 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.043 SUBAREA Tc AND LOSS RATE DATA(AMC II): FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 DEVELOPMENT TYPE/ SCS SOIL APEA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/NB) (DECIMAL) CN (MIN.) >>>»IDESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«c< RESIDENTIAL >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«,“ ' 5-7 DWELLINGS/ACRE' D 2.06 0.47 0.50 75 15.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HRI = 0.47 TOTAL NUMBER OF STREAMS = 3 SUBAREA AVERAGE AVIOUS AREA FRACTION, Ap = 0.50 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE, SUBAREA RUNOFFICFS) = 5.21 TIME OF CONCENTRATION(MIN.( . 14.31 TOTAL AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) = 5.21 RAINFALL INTENSITY(INCH/HR) = 3.14 AREA-AVERAGED Fm(INCH/HRI = 0.23 AREA-AVERAGED FO/NCH/HR( = 0.47 FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 31 AREA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.72 s>,»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< TOTAL STREAM AREA(ACRES) = 3.72 s»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.74 ELEVATION DATA UPSTREAM(FEET) = 49.24 DOWNSTREAM(FEET) = 47.98 .. CONFLUENCE DATA ." FLOW LENGTH(FEET) e 290.00 MANNING'S N = 0.013 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE PIPE-FLOW VELOCITY(FEET/SEC.( = 4.12 1 8.76 18.88 2.662 0.47) 0.23) 0.50 4.0 0.00 ESTIMATED PIPE DIAMETER(INCH) . 18.00 NUMBER OF PIPES . 1 2 5.21 16.27 2.910 0.47( 0.23) 0.50 2.1 0.00 PIPE-FLOW(CFS) = 5 21 3 9.74 14.31 3.144 0.47( 0.23) 0.50 3.7 0.00 PIPE TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 16.27 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1050.00 FEET. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ". PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER "»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«e« NUMBER (CFS) (MIN.) (INCH/H11) (INCH/HR) (ACRES) NODE e 1 22.48 16.27 2.910 0.47( 0.23) 0.50 9.2 0.00 TOTAL NUMBER OF STREAMS = 3 2 21.61 18.88 2.662 0.47) 0.24) 0.50 9.8 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 3 22.67 14.31 3.144 0.47( 0.23) 0.50 8.6 0.00 TIME OF CONCENTRATION(MIN.( = 16.27 RAINFALL INTENSITY(INCH/HR) = 2.91 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA-AVERAGED Fm(INCH/HR) = 0.23 PEAK FLOW RATE(CFS) . 22.67 Tc(MIN.( = 14.31 AREA-AVERAGED Fp(INCH/HRI = 0.47 EFFECTIVE AREA(ACRES) = 8.57 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Ap . 0.50 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.06 TOTAL AREA(ACRES) = 9.79 TOTAL STREAM AREA(ACRES) = 2.06 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1280.00 FEET. PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.21 FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 IS CODE = 31 FLOW PROCESS FROM NODE 0.00 TO NODE 20.00 IS CODE = 21 040 .2 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<e« ,,,»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« ,,,»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)eeeee "USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREAee ELEVATION DATA: UPSTREAM(FEET) = 47.98 DOWNSTREAM)FEET) = 47.16 INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N . 0.013 ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAM(FEET) = 54.23 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.2 INCHES PIPE-FLOW VELOCITYIFEET/SEC.) = 7.51 Pc . K 3.00(/(ELEVATION CHANGEW.0.20 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) . 14.306 PIPE-FLOW(CFS( . 22.67 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.144 PIPE TRAVEL T/ME(MIN.1 = 0.22 Tc(MIN.) = 14.53 Iiiill Wall gal 10.1 1.11 MI MI LAI La MI IM MI MI MI IMIN IM MI Illa II GM • . . Date: 11/07/00 File name: FC100AB.RES Page 5 Date: 11/07/00 File name: FC100AB.RES Page 6 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 25.00 = 1380.00 FEET. .. CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fml Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE . 1 1 22.48 16.49 2 886 0.47( 0.23) 0.50 9.2 0 00 1 21.61 19.10 2.643 0.47) 0.24) 0 50 9.8 0 00 s».»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE 1 22.67 14.53 3 115 0.47( 0.23) 0.50 8.6 0 00 . 2 14.51 16.31 2.905 0.75) 0.08) 0.10 5.3 402.01 . ---------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOP. INDEPENDENT STREAM 1 APE: RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO TIME OF CONCENTRATION(MIN.) = 14.53 CONFLUENCE FORMULA USED FOR 2 STREAMS. RAINFALL INTENSITY(INCH/HR) = 3.11 AREA-AVERAGED Fm(INCH/HR) a 0.23 .• PEAK FLOW RATE TABLE ." AREA-AVERAGED Fp(INCH/HR1 a 0.47 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER AREA-AVERAGED Ap = 0.50 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE EFFECTIVE STREAM AREA(ACRES) . 8.57 1 36.55 14.53 3.115 0.50) 0.18) 0.36 13.3 0.00 TOTAL STREAM AREA(ACRES) = 9.79 2 36.89 16.49 2.886 0.50) 0.18) 0.35 14.5 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.67 3 34.77 19.10 2.643 0.50( 0.18) 0.36 15.1 0.00 4 37.01 16.31 2.905 0.50( 0.18) 0.35 14.5 402.01 FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 7 pArA A ANDR CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.01 Tc(MIN.) = 16.31 A 7 MTERSeerlool e> »,»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<c«< EFFECTIVE AREAIACRES) . 14.46 AREA-AVERAGED Fm(INCH/HR) . 0.18 AVE '4 a. AREA-AVERAGED Fp(INCH/HR) = 0.50 AREA-AVERAGED Ap .. 0.35 USER-SPECIFIED VALUES ARE AS FOLLOWS: TA MAl21 AID Atia TOTAL AREA(ACRES) = 18.52 TC(MIN.) = 14.60 RAINFALL INTENSITY(INCH/HR) = 3.11 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 25.00 . 1760.00 FEET. EFFECTIVE AREA)) :S1 . 5.28 TOTAL AREA(ACRES) = 8.73 PEAK FLOW RATE(CFS) = 14.51 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR1 . 0.75 FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 31 AREA-AVERAGED Ap . 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL »,»COMPUTE PIPE-FLOW TRAVEL TIME THOU SUBAREA«.<< CONFLUENCE ANALYSES. »,»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<=<=< . . . = ELEVATION DATA: UPSTREAM(FEET) . 46.23 DOWNSTREAM(FEET) a 45.49 FLOW PROCESS FROM NODE 402.01 TO NODE 25.00 IS CODE = 31 FLOW LENGTH(FEET) = 190.00 MANNINO'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.7 INCHES >»"COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«.< PIPE-FLOW VELOCITY(FEET/SEC.1 = 6.35 »,»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ESTIMATED PIPE DIAMETER(INCH) . 36.00 NUMBER OF PIPES . 1 PIPE-FLOW(CFS) . 37.01 ELEVATION DATA: UPSTREAMIFEET) = 53.25 DOWNSTREAM(FEET( = 46.58 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 16.81 FLOW LENGTH(FEET) . 710.00 MANNING'S N = 0.013 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 30.00 = 1950.00 FEET. DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) a 6.90 ESTIMATED PIPE DIAMETER(INCH) a 21.00 NUMBER OF PIPES . 1 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE . 1 PIPE-FLOW(CFS) = 14.51 PIPE TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 16.31 =»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< LONGEST FLOWPATH FROM NODE 402.01 TO NODE 25.00 . 1760.00 FEET. . ======._-============ ...... TOTAL NUMBER OF STREAMS . 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 TIME OF CONCENTRATION(MIN.) = 16.81 RAINFALL INTENSITY(INCH/HR) . 2.85 »s»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<.< AREA-AVERAGED Fm(INCH/HR) = 0.18 s».»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««. AREA-AVERAGED FO/NCH/HR) = 0.50 AREA-AVERAGED Ap . 0.35 TOTAL NUMBER OF STREAMS = 2 EFFECTIVE STREAM AREA(ACRES) = 14.46 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TOTAL STREAM AREA(ACRES) = 18.52 TIME OF CONCENTRATION(MIN.) = 16.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.01 RAINFALL INTENSITY(INCH/HR) = 2.91 AREA-AVERAGED Fm)INCH/HP.) . 0.08 AREA-AVERAGED FOINCH/HR1 = 0.75 FLOW PROCESS FROM NODE 0.00 TO NODE 30.00 IS CODE . 21 As..he AREA-AVERAGED Ap . 0.10 EFFECTIVE STREAM AREA(ACRES) . 5.28 »,»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<c<<< ' TOTAL STREAM AREA(ACRES) = 8.73 »USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.< PEAK FLOW RATEICFS) AT CONFLUENCE - 14.51 =. .=. === - aa aaaaaaa . INITIAL SUBAREA FLOW-LENGTH(FEET) a 790.00 liall MI IM IMI ',7: ' Lai LA La fal LW La Lail lali la ,=, - INIII =I Lia L.All Date: 11/07/00 File name: FC100AB.RES Page 7 Date: 11/07/00 File name: FC100AB.RES Page R ELEVATION DATA: UPSTREAM(FEET) • 58.60 DOWNSTREAM(FEET) = 53 -97 AREA- AVERAGED Fp(INCH /HP.) = 0.47 AREA - AVERAGED Ap = 0.50 Tc = K "((LENGTH 3.001 /(ELEVATION CHANGE)) EFFECTIVE STREAM AREA(ACPES) = 2.44 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.1 = 15.682 TOTAL STREAM AP.EA(ACRESI = 2.44 • 100 YEAR. RAINFALL INTENSITY(INCH /HR) = 2.975 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.11 SUBAREA Tc AND LOSS RATE DATAIANC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc •' CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /MP) (DECIMAL) CN (MIN 1 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HP.) (INCH /HP.) (ACRES) NODE 4 5 -7 DWELLINGS /ACRE' D 2.05 0.47 0.50 75 15.68 1 36.55 15.03 3.052 0.50) 0.18) 0.36 13.3 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 1 36.89 16.99 2.835 0.50) 0.18) 0.35 14.5 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 34.77 19.61 2.602 0.501 0.18) 0.36 15.1 0.00 SUBAREA RUNOFF(CFS) = 5.06 1 37.01 16.81 2.853 0.50( 0.18) 0.35 14.5 402.01 TOTAL AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) = 5.06 2 5.06 15.68 2.975 0.47( 0.23) 0.50 2.0 0.00 3 6.11 15.34 3.015 0.47( 0.23) 0.50 2.4 0.00 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ... .................. _ •• PEAK FLOW RATE TABLE •• TOTAL NUMBER OF STREAMS = 3 STREAM Q Tc Intensity Fp(Fm) Ap Re HEADWATER CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TIME OF CONCENTRATION(MIN.) = 15.68 1 47.59 15.03 3.052 0.49( 0.19) 0.39 17.6 0.00 RAINFALL INTENSITYIINCH /HRI = 2.98 2 47.79 15.68 2.975 0.49( 0.19) 0.39 18.2 0.00 AREA - AVERAGED Fm(INCH /HR) s 0.23 3 47.59 16.81 2.853 0.49( 0.19) 0.39 18.9 402.01 AREA - AVERAGED Fp(INCH/HR) = 0,47 4 47.40 16.99 2.835 0.49( 0.19) 0.39 19.0 0.00 AREA - AVERAGED Ap = 0.50 5 44.33 19.61 2.602 0.49( 0.19) 0.39 19.6 0.00 EFFECTIVE STREAM AREA(ACRES) = 2.05 6 47.75 15.34 3.015 0.49) 0.19) 0.39 17.9 0.00 TOTAL STREAM AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.06 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEICFS) = 47.79 Tc(MIN.) = 15.68 EFFECTIVE AREA(ACRES) = 18.20 AREA - AVERAGED Fm(INCH /HR) = 0.19 FLOW PROCESS FROM NODE 0.00 TO NODE 30.00 IS CODE = 21 45..42: AREA- AVERAGED Fp(INCH /HR) = 0.49 AREA - AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 23.01 » » "RATIONAL ME...OD INITIAL SUBAREA ANALYSIS« «< LONGEST FLOWPATH FROM NODE 402.01 TO NODE 30.00 = 1950.00 FEET. »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) s 760.00 FLOW PROCESS FROM NODE 30.00 TO NODE 37.00 IS CODE = 31 ELEVATION DATA. UPSTREAM(FEETI = 58.60 DOWNSTREAMIFEET) = 53.99 »»"COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« < Tc = K•(ILENGTH 3.001 /(ELEVATION CHANGEII »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW( «« < SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.335 _�______________ _____ _____ _________ _ _ • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.015 ELEVATION DATA UPSTREAM(FEET) = 45.46 DOWNSTREAM(FEET) = 42.84 SUBAREA Tc AND LOSS RATE DATA(AMC II): FLOW LENGTH)FEET) = 980.00 MANNING'S N = 0.013 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.3 INCHES LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PIPE -FLOW VELOCITY(FE£T /SEC.) = 5.84 RESIDENTIAL ESTIMATED PIPE DIAMETERIINCH) = 42.00 NUMBER OF PIPES = 1 ' 5 -7 DWELLINGS /ACRE' D 2.44 0.47 0.50 75 15.34 PIPE- FLOW(CFS) = 47.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 PIPE TRAVEL TIMEIMIN.) = 2.80 Tc(MIN.) = 18.48 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 37.00 = 2930.00 FEET SUBAREA RUNOFF(CFS) = 6.11 TOTAL AREAIACP.ES) = 2.44 PEAK FLOW RATE(CFSI = 6.11 FLOW PROCESS FROM NODE 37.00 TO NODE 37 00 IS CODE = 1 FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 » »"DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < - :_ .. »»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS . 3 _ »»"AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: __________________________ _________.________ = TIME OF CONCENTRATION(MIN.) = 18.48 TOTAL NUMBER OF STREAMS = 3 RAINFALL INTENSITY(INCH /HR) = 2.70 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: AREA - AVERAGED Fm(INCH /HR) = 0.19 TIME OF CONCENTRATION(MIN.) = 15.34 AREA- AVERAGED Fp(INCH /HRI = 0.49 RAINFALL INTENSITYIINCH /HR) = 3,02 AREA- AVERAGED Ap = 0.39 AREA - AVERAGED Fm(INCH /HR) = 0.23 EFFECTIVE STREAM AREA(ACRES) . 18.20 :=r fail/ 161111 SIM 111111 61111 F' Li luAl Lill 11111 111111 111111 WI 16111 Iii111 Date: 11/07/00 File name: FC100AB.R.ES Page 9 Date: 11/07/00 File name: FC100AB.RES Page 10 TOTAL STREAM AREA(ACRES) = 23.01 FLOW PROCESS FROM NODE 35 00 TO NODE 37.00 IS CODE = 61 d er.. / y 2. PEAK FLOW P.ATEICFS) AT CONFLUENCE = 47.79 »»'COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< >»» (STANDARD CURB SECTION USED)<.«< FLOW PROCESS FROM NODE 0.00 TO NODE 37.00 IS CODE = 21 A - 13 = _____ ____ UPSTREAM ELEVATIONIFEET1 = 52.41 DOWNSTREAM ELEVATIONIFEET) = 49 67 » »'RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< STREET LENGTH(FEET) = 720.00 CURB HEIGHT(INCHES) = 6 0 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« STREET HALFWIDTH(FEET1 = 18 00 INITIAL SUBAREA FLOW- LENGTH(FEET) = 910.00 DISTANCE FROM CROWN TO CROSSFALL GPADEBREAK(FEET) = 13.00 ELEVATION DATA: UPSTREAMIFEET) = 53.62 DOWNSTREAMIFEET) = 49.67 INSIDE STREET CROSSFALL(DECIMALI = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Tc = K•I(LENGTH'• 3.001 /)ELEVATION CHANGEII SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 17.622 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 • 100 YEAR RAINFALL INTENSITY(INCH /HRI = 2.774 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 SUBAREA Tc AND LOSS RATE DATA(AMC II): Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.34 "5 -7 DWELLINGS /ACRE" D 2.53 0 47 0 50 75 17.62, ...STREET FLOW SPLITS OVER STREET-CROWN... SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 FULL DEPTH(FEET) = 0.49 FLOOD WIDTHIFEETI = 18.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 FULL HALF - STREET VELOCITY(FEET/SEC.1 = 1.97 SUBAREA RUNOFF(CFS) = 5.78 SPLIT DEPTH(FEET) = 0.27 SPLIT FLOOD WIDTH(FEET) = 7.06 TOTAL AREAIACRES) = 2.53 PEAK FLOW RATE(CFS) = 5.78 SPLIT FLOW(CFS) = 0.72 SPLIT VELOCITY(FEET /SEC.) = 1.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.97 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< PRODUCT OF DEPTH &VELOCITY(FT•FT /SEC.) = 0.96 __ ' =__ - --- STREET FLOW TRAVEL TIME(MIN.1 = 6.09 Tc(MIN.) 18.67 TOTAL NUMBER OF STREAMS = 3 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.680 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: SUBAREA LOSS RATE DATAIAMC II): TIME OF CONCENTRATION(MIN.) = 17.62 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS RAINFALL INTENSITY(INCH /HR) = 2.77 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN AREA - AVERAGED Fm(INCH /HR) = 0.24 RESIDENTIAL AREA - AVERAGED Fr/1/NCH /HR) = 0.47 "5 -7 DWELLINGS /ACRE" D 3.23 0.47 0.50 75 AREA - AVERAGED Ap = 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 EFFECTIVE STREAM AREA(ACRES) = 2.53 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 TOTAL STREAM AREA(ACRES) = 2.53 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFFICFS) = 7.11 PEAK FLOW PATEICFS) AT CONFLUENCE = 5.78 EFFECTIVE AREA(ACRES) = 4.56 AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 /////fffff TOTAL AREA(ACRES) = 4.56 PEAK FLOW RATE(CFS) = 10.03 FLOW PROCESS FP. NODE 0.00 TO NODE 35.00 IS CODE = 21 ,. SI.1/ / END OF SUBAREA STREET FLOW HYDRAULICS: »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEETI = 18.00 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW VELOCITY(FEET /SEC.) = 1.97 DEPTH /SEC.) = 0.96 = LONGEST FLOWPATH FROM NODE 0.00 TO NODE 37.00 = 1220.00 FEET. INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM)FEET) = 56.00 DOWNSTREAM(FEET) = 52.46 FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE 1 Tc = K'I(LENGTH•• 3.001 /(ELEVATION CHANGE/1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.576 »»'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.396 » 'AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< SUBAREA Tc AND LOSS RATE DATA(AMC II): ____________________ ________________________ DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc TOTAL NUMBER OF STREAMS = 3 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: RESIDENTIAL TIME OF CONCENTRATION(MIN.) = 18.67 "5 -7 DWELLINGS /ACRE' D 1.33 0.47 0.50 75 12.58 RAINFALL INTENSITY(INCH /HRI = 2.68 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HRI = 0.47 AREA - AVERAGED Fm(INCH /HR) = 0.23 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA- AVERAGED Fp(INCH /HR) = 0.47 SUBAREA RUNOFF(CFS) 3.78 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.33 PEAK FLOW RATE(CFS) = 3.78 EFFECTIVE STREAM AREA(ACRES) = 4.56 TOTAL STREAM AREA(ACRES) = 4.56 PEAK FLOW RATEICFS) AT CONFLUENCE = 10.03 Lai gild/ Lai LAI • Date: 11/07/00 File name: FC100AB.RES Page 11 Date: 11/07/00 File name: FC100AB.RES Page 12 •• CONFLUENCE DATA •• Tc = K•[ILENGTH• 3.001 /)ELEVATION CHANGEIJ " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SUBAREA ANALYSIS USED MINIMUM Tc)MIN.I = 14.448 NUMBER (CFS1 (MIN.) (INCH /HR) (INCH /HP) (ACRES) NODE • 100 YEAR RAINFALL INTENSITY(INCH /HP,) = 3.125 1 47.59 17.82 2.755 0 -49( 0.19) 0.39 17 6 0 00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 47.79 18.48 2.696 0.49( 0.19) 0.39 18 2 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 1 47.59 19.61 2.602 0.49) 0.19) 0.39 18 9 402 01 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 1 47.40 19.79 2.588 0.49( 0.191 0.39 19.0 0,00 RESIDENTIAL 1 44.33 22.42 2.401 0.49( 0.19) 0.39 19.6 0.00 "5 -7 DWELLINGS /ACRE' D 4.10 0.47 0.50 75 14.45 1 47.75 18.13 2 727 0.491 0.19) 0.39 17 9 0 00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH(HR) = 0.47 2 5.78 17.62 2.774 0.47( 0.24) 0.50 2 5 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap s 0.50 3 10.03 18.67 2.680 0.47) 0.23) 0.50 4.6 0.00 SUBAREA P.UNOFFICFS) = 10.66 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 10.66 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 31 •• PEAK FLOW RATE TABLE •" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ,»> ,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA= «c< NUMBER (CFSI (MIN.) (INCH /HR) (INCH /HRI (ACRES) NODE , »»USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLAW)c< <=< 1 63 02 17.62 2.774 0.48) 0.20) 0.42 24.3 0.00 = ...... = == =x= 2 63.20 17.82 2.755 0.48) 0.20) 0.42 24.5 0.00 ELEVATION DATA: UPSTREAM(FEET) = 43.15 DOWNSTREAM(FEETI = 42.43 3 63.36 18.13 2.727 0.48) 0.20) 0.42 24.9 0.00 FLOW LENGTH(FEET) _ 180.00 MANNING'S N = 0.013 4 63.39 18.48 2.696 0.48( 0.20) 0.42 25.2 0.00 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.0 INCHES 5 62.69 19.61 2.602 0.48( 0.20) 0.42 26.0 402.01 PIPE -FLOW VELOCITY(FEET /SEC.) = 4.79 6 62.41 19.79 2.588 0.48( 0.20) 0.42 26.1 0.00 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 7 58.15 22.42 2.401 0.48( 0.20) 0.42 26.6 0.00 PIPE- FLOW(CFS) = 10.66 • 8 63.36 18.67 2.680 0.48( 0.20) 0.42 25.4 0.00 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 15.07 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 50.00 = 1030.00 FEET. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFSI = 63.39 Tc)MIN.) = 18.48 EFFECTIVE AREA(ACRES) = 25.24 AREA - AVERAGED Fm(INCH /HR) = 0.20 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 AREA - AVERAGED Fp1INCH /HRI = 0.4R AREA- AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 30.10 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< LONGEST FLOWPATH FROM NODE 402.01 TO NODE 37.00 = 2930.00 FEET. _____ _--_____ °____ ---- - ____'____ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: FLOW PROCESS FROM NODE 37 00 TO NODE 90 00 IS CODE = 31 TIME OF CONCENTRATION(MIN.) = 15.07 RAINFALL INTENSITYIINCH /HR) = 3.05 », »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAP.EA«« « AREA- AVERAGED Fm(INCH /HR) = 0.23 » »»USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « < AREA - AVERAGED Fp(INCH /HR) = 0.47 _ -___ - - -_ = AREA- AVERAGED Ap = 0.50 ELEVATION DATA: UPSTREAM(FEET) = 41.50 DOWNSTREAM(FEET) = 41.14 EFFECTIVE STREAM AREA(ACRES) = 4.10 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 TOTAL STREAM AREA(ACRES) . 4.10 DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.6 INCHES PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.66 PIPE -FLOW VELOCITY)FEET /SEC.) = 7.41 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 63.39 FLOW PROCESS FROM NODE 0.00 TO NODE 50.00 IS CODE = 21 A 4 PIPE TRAVEL TIME(MIN.) _ 0.20 Tc(MIN.) = 18.68 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 90.00 = 3020.00 FEET. »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 10 INITIAL SUBAREA FLOW-LENGTH(FEET) _ 720.00 ELEVATION DATA: UPSTREAM(FEET) = 61.30 DOWNSTREAM(FEET) = 51.96 » »"MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK 4 1 « «< _ ______ = = = =_s =, s Tc = K 3.00) /)ELEVATION CHANGEIJ "0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.891 • 100 YEAR RAINFALL INTENSITY(INCH /HR1 = 3.346 FLOW PROCESS FROM NODE 0.00 TO NODE 40.00 IS CODE = 21 A .-3 SUBAREA Tc AND LOSS RATE DATA(AMC III: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc »> »,RATIONAL METHOD INITIAL SUBAREA ANALYSIS= «« LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) »USE TIME -OF- CONCENTRATION NOMOGRAPH FOP. INITIAL SUBAREA« RESIDENTIAL = = = =s= __=:===......s====...====s====== = = =x =sx .............. --------- "5 -7 DWELLINGS /ACRE' D 4.69 0.47 0.50 75 12.89 INITIAL SUBAREA FLOW-LENGTH(FEET) = 850.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 ELEVATION DATA: UPSTREAM(FEET) = 61.30 DOWNSTREAM(FEET) = 52.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 161111 , . Date: 11/07/00 File name: FC100AB.RES Page 13 Date. 11/07/00 File name: FC100AB.RES Page 14 SUBAREA RUNOFF(CFS( = 13.13 TOTAL AREA(ACRES) = 4.69 PEAK FLOW RATE(CFS) = 13 13 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 .. PEAK FLOW RATE TABLE .. STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER >,,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« NUMBER (CFS) (MIN.) (I(1CH/HR) (INCH/HR) (ACRES) NODE . . 1 27.70 12 89 3.346 0.47( 0.23) 0.50 9.8 0.00 TOTAL NUMBER OF STREAMS = 3 2 26.83 15.07 3 046 0.47( 0.23) 0.50 10.5 0 00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 3 27.50 13.73 3.223 0.47( 0.23) 0.50 10.1 0.00 TIME OF CONCENTRATION(MIN.) = 12.89 RAINFALL INTENSITY(INCH/HRI = 3.35 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA-AVERAGED Fm(INCH/HR) = 0.23 PEAK FLOW RATE(CFS) = 27.70 Tc(MIN.) = 12.89 AREA-AVERAGED Fp(INCH/HR) = 0.47 EFFECTIVE AREA(ACRES) .. 9.79 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Ap . 0.50 AREA-AVERAGED Fp(INCH/HRI = 0.47 AREA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.69 TOTAL AREA(ACRES) = 10.49 TOTAL STREAM AREA(ACRES) . 4.69 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 50.00 . 1030.00 FEET. PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.13 FLOW PROCESS FROM NODE 50.00 TO NODE 70.00 IS CODE = 31 FLOW PROCESS FROM NODE 0.00 TO NODE 50.00 IS CODE = 21 def.e. 1r ,,>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<<.< »,>›RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »,»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« "USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« . . . ... . ELEVATION DATA: UPSTREAM(FEET) . 43.98 DOWNSTREAM(FEET) . 42.43 INITIAL SUBAREA FLOW-LENGTH(FEET) . 610.00 FLOW LENGTH(FEET) = 310.00 MANNING'S N = 0.013 ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM)FEET) = 51.95 DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.61 To = K 3.0O)/)ELEVATION CHANGEW.0.20 ESTIMATED PIPE DIAMETERIINCH) = 33.00 NUMBER OF PIPES . 1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) . 13.726 PIPE-FLOW(CFS) = 27.70 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.223 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 13.67 SUBAREA To AND LOSS RATE DATA(AMC II): LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 . 1340.00 FEET. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) )INCH/HR) (DECIMAL) CN (MIN.) le RESIDENTIAL FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 10 "5-7 DWELLINGS/ACRE' D 1.70 0.47 0.50 75 13.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HRI = 0.47 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 SUBAREA AVERAGE PERVIOUS AREA FRACTION. Ap . 0.50 SUBAREA RUNOFF(CFS) = 4.57 TOTAL AREA(ACRES) . 1.70 PEAK FLOW RATE(CFS) = 4.57 • FLOW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE . 21 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« "USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.« >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« INITIAL SUBAREA FLOW-LENGTHIFEET) = 1060.00 . = . ..... ELEVATION DATA: UPSTREAM(FEET) = 55.70 DOWNSTREAM(FEET) = 49.80 TOTAL NUMBER OF STREAMS . 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE- To = K 3.00)/)ELEVATION CHANGE)1 TIME OF CONCENTRATION(MIN.) = 13.73 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.822 RAINFALL INTENSITY(INCH/HR) = 3.22 . 100 YEAR RAINFALL INTENSITY(INCH/HR( = 2.755 AREA-AVEPAGED Fm(INCH/HRI = 0.23 SUBAREA To AND LOSS RATE DATA(AMC II): AREA-AVERAGED Fp(INCH/HR) = 0.47 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AREA-AVERAGED Ap = 0.50 LAND USE GROUP (ACRES) (INCH/HR.) (DECIMAL) CN (MIN.) EFFECTIVE STREAM AREAIACRES) = 1.70 RESIDENTIAL TOTAL STREAM AREA(ACRES) = 1.70 "5-7 DWELLINGS/ACRE' D 2.55 0.47 0.50 75 17.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 .. CONFLUENCE r* I .. SUBAREA RUNOFF(CFS) = 5.78 STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 2.55 PEAK FLOW RATE(CFS) . 5.78 NUMBER (CFS) (MIN.) (INCH/HR.) (INCH/HR.) (ACRES) NODE 1 10.66 15.07 3.046 0.47) 0.23) 0.50 4.1 0.00 2 13.13 12.89 3.346 0.47( 0.23) 0.50 4.7 0.00 FLOW PROCESS FROM NODE 70 00 TO NODE 70.00 IS CODE = 1 3 4.57 13.73 3.223 0.47( 0.23) 0.50 1.7 0.00 Lill Ilia MI MI SW MI liall IWill La lia la MI MI 11111 . „. MI MI Date: 11/07/00 File name: FC100AB RES Page 15 Date: 11/07/00 File name: FC100AB.P.ES Page 16 »> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <'< 1 11.50 17.42 2.755 0.47f 0.24) 0.50 5 1 0 00 = 2 11.83 15.13 3.040 0.47) 0.24) 0.50 4.7 0.00 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TIME OF CONCENTRATION(MIN.) = 17.82 PEAK FLOW RATE(CFS) = 11.83 TcfMIN.) = 15.13 RAINFALL INTENSITY(INCH /HR) = 2 76 EFFECTIVE AREA(ACRES) = 4 68 AREA - AVERAGED Fm(INCH /HP.) = 0 24 AREA- AVERAGED Fm(INCH /HR) = 0.23 AREA- AVERAGED Fp(INCH/HP) = 0 47 AREA- AVERAGED Ap = 0.50 AREA - AVERAGED FpIINCH /HRI = 0.47 TOTAL AREA(ACRES) = 5.07 AREA - AVERAGED Ap = 0.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 2.55 TOTAL STREAM AREA(ACRES) = 2.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.78 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 11 »»CONFLUENCE MEMORY BANK 4 2 WITH THE MAIN- STREAM MEMORY <c «< FLOW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 /3-7 »»>PATIONAL METHOD INITIAL SUBAREA ANALYSIS«,« •• MAIN STREAM CONFLUENCE DATA •• »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« STREAM Q Tc Intensity FpIFm) Ap Ae HEADWATER _ _ = NUMBER (CFS) (MIN.) )INCH /HR) (INCH /HR) (ACRES) NODE INITIAL SUBAREA FLOW- LENGTH)FEET) = 850.00 1 11.83 15.13 3.040 0.47( 0.24) 0.50 4.7 0.00 ELEVATION DATA: UPSTREAM(FEET) = 56.70 DOWNSTREAM(FEET) = 49.80 2 11.50 17.82 2.755 0.47( 0.24) 0.50 5.1 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. Tc = K•I(LENGTH 3.00) /(ELEVATION CHANGE)1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.130 •• MEMORY BANK 0 2 CONFLUENCE DATA •• • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.040 STREAM Q Tc Intensity FpIFm) Ap Ae HEADWATER SUBAREA Tc AND LOSS RATE DATA(AMC II): NUMBER (CFS) (MIN.) )INCH /HR) (INCH /HRI (ACRES) NODE DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 1 27.70 13.67 3.230 0.471 0.23) 0.50 9.8 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 2 27.50 14.53 3.114 0.47( 0.23) 0.50 10.1 0.00 RESIDENTIAL 3 26.83 15.88 2.952 0.471 0.23) 0.50 10.5 0.00 ' 5 -7 DWELLINGS /ACRE' D 2.52 0 47 0.50 75 15.13 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 0.00 FEET. SUBAREA AVERAGE PERVIOUS LOSS RATE, FpIINCH /HRI = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 •• PEAK FLOW PATE TABLE •• SUBAREA RUNOFF(CFS) = 6.36 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 2.52 PEAK. FLOW RATE(CFS) = 6 36 NUMBER (CFS) (MIN.1 (INCH /HR) (INCH /HR) (ACRES) NODE 1 39.03 15.13 3.040 0.47) 0.23) 0.50 15.0 0.00 2 36.39 17.82 2.755 0.47( 0.231 0.50 15.6 0.00 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 3 39.11 13.67 3.230 0.47) 0.23) 0.50 14.0 0 00 4 39.16 14.53 3.114 0.471 0.23) 0.50 14.6 0.00 »»'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< 5 38.57 15.88 2.952 0.47( 0.23) 0.50 15 3 0.00 >,, »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES c TOTAL AREA(ACRES) = 15.56 = TOTAL NUMBER OF STREAMS = 2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: PEAK FLOW RATE(CFS) = 39.16 Tc(MIN.) = 14.534 TIME OF CONCENTRATION(MIN.) = 15.13 EFFECTIVE AREA(ACRES) = 14.62 AREA - AVERAGED Fm(INCH /HR) = 0.23 RAINFALL INTENSITY(INCH /HRI = 3.04 AREA - AVERAGED FpIINCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 AREA - AVERAGED Fm(INCH /HR) = 0.23 TOTAL AREA(ACRES) = 15.56 AREA - AVERAGED FpIINCH /HRI = 0.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.52 TOTAL STREAM AREA(ACRES) = 2.52 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.36 ,,,,,CLEAR MEMORY BANK II 2 « «< •• CONFLUENCE DATA •• _________ ` _ STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE 1 5.78 17.82 2.755 0.47( 0.231 0.50 2.5 0.00 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 2 6.36 15.13 3.040 0.47( 0.23) 0.50 2.5 0.00 ,,,,,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« c« RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO = == --- ----- ---- -- - - --° CONFLUENCE FORMULA USED FOR 2 STREAMS. TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: •• PEAK FLOW RATE TABLE •• TIME OF CONCENTRATION(MIN.) = 14.53 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RAINFALL INTENSITYIINCH /HRI = 3.11 NUMBER (CFS) (MIN.) )INCH /HRI (INCH /liE) (ACRES) NODE AREA- AVERAGED Fm(INCH /HRI = 0.23 Date: 11/07/00 File name: FC100AB.RES __ _ Page 17 Date: 11/07/00 File name: FC100AB.RES Page 18 AREA - AVERAGED Fp(INCH /HR) = 0.47 4 39.82 15.88 2.952 0.47( 0.231 0.50 15 8 0.00 AREA- AVERAGED Ap = 0.50 5 37.54 17 82 2.755 0.47) 0.23) 0.50 16.1 0.00 EFFECTIVE STREAM AREA(ACRESI = 14.62 6 36.56 9.92 3.916 0.471 0.23) 0.50 10.7 0.00 TOTAL STREAM AREA(ACRES) = 15.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.16 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.4R Tc(MIN.1 = 13.67 Q EFFECTIVE AREA(ACRES) = 14.54 AREA - AVERAGED Fm(INCH/HR( = 0.24 FLOW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 ,As. ._ 4J AREA- AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 16.07 »», >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA s INITIAL SUBAREA FLOW- LENGTH(FEET) = 310.00 = s FLOW PROCESS FROM NODE 70.00 TO NODE 90.00 IS CODE = 31 ELEVATION DATA: UPSTREAM(FEET) = 52.56 DOWNSTREAM(FEET) = 49.80 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « c Tc = K•((LENGTH•• 1.00) / 1£LEVATION CHANGE)]••0.20 »»»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) •c« SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 9.922 s====-------- -- ---- --- --- ---- --- ------ = = = = =s • 100 YEAR RAINFALL INTENSITYIINCH /HR) = 3 916 ELEVATION DATA: UPSTREAM(FEET) = 42.41 DOWNSTREAM(FEET) = 42.12 SUBAREA Tc AND LOSS RATE DATA(AMC II): FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.2 INCHES LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PIPE -FLOW VELOCITY(FEET /SEC.) = 4.97 RESIDENTIAL ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 ' 5 -7 DWELLINGS /ACRE' D 0.51 0.47 0.50 75 9.92 PIPE- FLOW(CFS) = 40.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) a 14.18 SUBAREA AVERAGE PERVIOUS AREA FRACTION. Ap = 0.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. SUBAREA RUNOFF(CFS) = 1.69 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 1.69 FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE a 11 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 » »»CONFLUENCE MEMORY BANK 4 1 WITH THE MAIN- STREAM MEMORY «c« _ __________________ :__ : s »»,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <c «< » »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<c< •• MAIN STREAM CONFLUENCE DATA •• _______ ___= STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL NUMBER OF STREAMS = 2 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 36.56 10.43 3.800 0.47( 0.23) 0.50 10.7 0.00 TIME OF CONCENTRATION(MIN.) = 9.92 2 40.48 14.18 3.161 0.47( 0.23) 0.50 14.5 0.00 RAINFALL INTENSITYIINCH /HRI = 3.92 3 40.48 15.04 3.051 0.47) 0.231 0.50 15.1 0.00 AREA- AVERAGED Fm(INCH /HR) = 0.23 4 40.32 15.63 2.981 0.47) 0.23) 0.50 15.5 0.00 AREA - AVERAGED Fp(INCH /HR) = 0.47 5 39.82 16.39 2.898 0.47( 0.231 0.50 15.8 0.00 AREA - AVERAGED Ap = 0.50 6 37.54 18.33 2.709 0.47( 0.23) 0.50 16.1 0.00 EFFECTIVE STREAM AREA(ACRES) = 0.51 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 a 1210.00 FEET. TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.69 •• MEMORY BANK 4 1 CONFLUENCE DATA •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER •• CONFLUENCE DATA •• NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1 63.02 17.82 2.755 0.48( 0.20) 0.42 24.3 0.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 2 63.20 18.03 2.737 0.48) 0.20) 0.42 24.5 0.00 1 39.03 15.13 3.040 0.47( 0.23) 0.50 15.0 0.00 3 63.36 18.33 2.709 0.48( 0.20) 0.42 24.9 0.00 1 36.39 17.82 2.755 0 47) 0.23) 0.50 15.6 0.00 4 63.39 18.68 2.679 0.48( 0.20) 0.42 25.2 0.00 1 39.11 13.67 3.230 0.47( 0.231 0.50 14.0 0.00 5 63.36 18.87 2.663 0.48( 0.201 0.42 25.4 0.00 1 39 16 14.53 3.114 0.47( 0.23) 0.50 14.6 0.00 6 62.69 19.81 2.586 0.48) 0.20) 0.42 26.0 402.01 1 38.57 15.88 2.952 0.471 0.23) 0.50 15.3 0.00 7 62.41 19.99 2.572 0.481 0.20) 0.42 26.1 0.00 2 1.69 9.92 3.916 0.47) 0.23) 0.50 0.5 0.00 8 58.15 22.63 2.387 0.48( 0.20) 0.42 26.6 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 0.00 FEET. 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 •• PEAK FLOW RATE TABLE •• NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR1 (ACRES) NODE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 1 88.54 10.43 3.800 0.48) 0.22) 0.46 24.9 0.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 2 98.58 14.18 3.161 0.48) 0.22) 0.46 33.8 0.00 1 40.48 13.67 3.230 0.47( 0.23) 0.50 14.5 0.00 3 99.81 15.04 3.051 0.48) 0.221 0.46 35.6 0.00 2 40.48 14.53 3.114 0.47( 0.23) 0.50 15.1 0.00 4 100.48 15.63 2.981 0.48( 0.22) 0.46 36.8 0.00 3 40.32 15.13 3.040 0.471 0.23) 0.50 15.5 0.00 5 100.99 16.39 2.898 0.48( 0 22) 0.46 38.1 0.00 MI Mg WI li NIB MI MI NMI INII tin tialt tall MI MI lin all Mill IMII WI MI . . Date. 11/07/00 File name: FC100AB PES Page 19 Date, 11/07/00 File name: FC100AB RES Page 20 6 100.90 18.33 2.709 0.481 0 22) 0 45 40 9 0 00 7 101.15 17.82 2.755 0.48( 0.22) 0.45 40 3 0 00 '""ADDITION OF SUBAREA TO MAINLINE PEAK FLOW 8 101.10 18.03 2.737 0.48( 0.22) 0 45 40 5 0 (30 . 9 100.89 18.31 2.709 0.48( 0 22) 0.45 40 9 0 00 MAINLINE Tc(MIN) . 14 38 10 100.47 18.68 2.679 0.48) 0.22) 0 45 41 3 0 00 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.134 11 100.19 18.87 2.663 0.48( 0 45 41 5 0.00 SUBAREA LOSS PATE DATA(AMC II): 12 98.36 19.81 2.586 0.48( 0.21) 0.45 42.1 402 01 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 13 97.87 19.99 2.572 0.48( 0.21) 0 45 42 2 0 00 LAND USE GROUP (ACRES) (INCH/HP) (DECIMAL) CN 14 90.81 22.63 2.387 0.48( 0.22) 0 45 42 7 0 00 RESIDENTIAL TOTAL AREA(ACRES) = 46.17 "5-7 DWELLINGS/ACRE" D 1.53 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 PEAK FLOW RATE(CPS) = 101.15 Tc)MIN.) = 17.825 SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CFS) = 3.99 EFFECTIVE AREA(ACRES) . 40.26 AREA-AVERAGED Fm(INCH/HR) = 0 22 EFFECTIVE AREAIACRES) . 4.05 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.48 AREA-AVERAGED Ap = 0 45 AREA-AVERAGED Fp)INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 46.17 TOTAL AREA(ACRES) = 4.05 PEAK FLOW RATE(CFS) = 10.57 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 31 FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 12 >>>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREAcc«< »s»CLEAR MEMORY BANK 11 1 <«<.c "USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< = ELEVATION DATA: UPSTREAM(FEET) = 41.60 DOWNSTREAM(FEET) = 41.10 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.04 =»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««e ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES . 1 PIPE-FLOW(CFS) = 10.57 TOTAL NUMBER OF STREAMS . 2 PIPE TRAVEL TIMEIM/N.) . 0.33 Tc(MIN.) = 14.71 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE- LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 680.00 FEET. TIME OF CONCENTRATION(MIN.) = 17.82 RAINFALL INTENSITY(INCH/HR) = 2.76 AREA-AVERAGED Fm)INCH/HR) = 0.22 FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE . 1 AREA-AVERAGED Fp(INCH/HR) . 0.48 AREA-AVERAGED Ap = 0.45 >>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE.c.c<c‹ EFFECTIVE STREAM AREA(ACRES) = 40.26 >>>.»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUESc«« TOTAL STREAM AREA(ACRES) = 46.17 = PEAK FLOW RATE(CFS) AT CONFLUENCE = 101.15 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.71 FLOW PROCESS FROM NODE 0.00 TO NODE 80.00 IS CODE = 21 i 3,..,11p. / RAINFALL INTENSITY(INCH/HR) = 3.09 AREA-AVERAGED Fm)INCH/HR) . 0.23 ',',,RATIONAL METHOD INITIAL SUBAREA ANALYSIS." AREA-AVERAGED Fp)INCH/HR) . 0.47 »USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA,, AREA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.05 INITIAL SUBAREA FLOW-LENGTH(FEET) = 580.00 TOTAL STREAM AREA(ACRES) = 4.05 ELEVATION DATA: UPSTREAM(FEET) = 52.50 DOWNSTREAM(FEET) = 49.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.57 Tc = l(*((LENGTH" 3.00)/)ELEVATION CHANGE)1"0.20 •• CONFLUENCE DATA .. SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 14.376 STREAM Q Tc Intensity Fp(Fml Ap Am HEADWATER • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.134 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 88.54 10.43 3.800 0.48( 0.22) 0.46 24.9 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 1 98.58 14.18 3.161 0.48) 0.22) 0.46 33.8 0.00 LAND USE GROUP (ACRES) (INCH/HP) (DECIMAL) CN (MIN.) 1 99.81 15.04 3.051 0.48( 0.22) 0.46 35.6 0.00 RESIDENTIAL 1 100.48 15.63 2.981 0.48) 0.22) 0.46 36.8 0.00 "5-7 DWELLINGS/ACRE" D 2.52 0.47 0.50 75 14.38 1 100.99 16.39 2.898 0.48) 0.22) 0.46 38.1 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 1 100.90 18.33 2.709 0.48) 0.22) 0 45 40.9 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 101.15 17.82 2.755 0.48( 0.22) 0.45 40.3 0.00 SUBAREA RUNOFF(CFS) = 6.58 1 101.10 18.03 2.737 0.48) 0.22) 0.45 40.5 0.00 TOTAL AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) = 6.58 1 100.89 18.33 2.709 0.48( 0.22) 0.45 40.9 0.00 1 100.47 18.68 2.679 0.48( 0.22) 0.45 41.3 0.00 1 100.19 18.87 2.663 0.48( 0.22) 0.45 41.5 0.00 FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 B .. if. 2 1 98.36 19.81 2.586 0.48( 0.21) 0.45 42.1 402.01 . We MI MO MB UM La MI La Li filla M Irs' MI IM ,,,,,, La MI Date: 11/07/00 File name: FC100AB.RES __ _ ,_ __ Page 21 Date: 11/07/00 File name: FC100AB.PES Page 22 1 97.87 19.99 2.572 0.48( 0.21) 0.45 42 2 0 00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.1 = 9.763 1 90.81 22 63 2.387 0.48) 0.22) 0.45 42.7 0 -00 • 100 YEAR RAINFALL INTENSITY(INCH /HRI = 3.954 2 10.57 14.71 3.092 0 47( 0.231 0.50 4.1 0 00 SUBAREA Tc AND LOSS PATE DATAIAMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO LAND USE GROUP (ACRES) (INCH /HP.) (DECIMAL) CN (MIN.) CONFLUENCE FORMULA USED FOR 2 STREAMS. RESIDENTIAL "5 -7 DWELLINGS /ACRE" D 1.50 0.47 0.50 75 9.76 •• PEAK FLOW PATE TABLE •• SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH /HP.) = 0.47 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 -50 NUMBER (CFS) (MIN.) (INCH /HP.) (INCH /HR) (ACRES) NODE SUBAREA RUNOFF(CFS) = 5.02 1 97.R9 10.43 3.800 0.48( 0.22) 0.46 27.8 0 00 TOTAL AP.EAIACRES) = 1.50 PEAK FLOW RATE(CFS) = 5.02 2 109 01 14.18 3.161 0.48( 0.22) 0.46 37 7 0.00 3 110.23 15.04 3.051 0.48( 0.22) 0.46 39.7 0.00 4 110.63 15.63 2.981 0.48( 0.22) 0.46 40 8 0 00 FLOW PROCESS FROM NODE 100 00 TO NODE 110.00 IS CODE = 31 5 110 84 16.39 2.898 0.48) 0.22) 0.46 42 1 0.00 6 110.47 17.82 2.755 0.48( 0.22) 0.46 44.3 0 00 »»>COMPITTE PIPE -FLOW TRAVEL TIME THRU SUBAREA=«« 7 110.36 18.03 2.737 0.48( 0.22) 0.46 44 6 0.00 » »USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW(« «< 8 110 05 18.33 2.709 0.481 0.22) 0.46 45.0 0.00 - -__ _ _________ 9 110.05 18.33 2.709 0 48( 0.22) 0.46 45.0 0.00 ELEVATION DATA: UPSTREAM(FEET) = 46.18 DOWNSTREAM(FEET) = 45.25 10 109.51 18.68 2.679 0.48) 0.22) 0.46 45.4 0.00 o FLOW LENGTHIFEET) = 190.00 MANNING'S N = 0.013 11 109.17 18.87 2.663 0.48( 0.22) 0.46 45.5 0.00 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES 12 107.06 19.81 2.586 0.48( 0.22) 0.45 46.2 402.01 PIPE -FLOW VELOCITY(FEET /SEC.) = 4 29 13 106.51 19.99 2.572 0.48( 0.22) 0.45 46.2 0 00 ESTIMATED PIPE DIAMETER(INCH( = 18.00 NUMBED. OF PIPES = 1 14 98.78 22.63 2.387 0.48( 0.22) 0.45 46.8 0.00 PIPE- FLOW(CFS) = 5.02 15 109.91 14.71 3.092 0.48( 0.22) 0.46 39 0 0.00 PIPE TRAVEL TIME(MIN.( = 0.74 TcIMIN.I = 10.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 110.00 = 510.00 FEET. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEICFS) = 110.84 Tc(MIN.) = 16.39 EFFECTIVE AREA(ACRES) = 42.15 AREA - AVERAGED Fm(INCH /HR) = 0.22 FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 AREA- AVERAGED Fp(INCH /HP.) = 0.48 AREA- AVERAGED Ap = 0.46 TOTAL AREAIACRESI = 50.22 »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90 00 = 1210.00 FEET. ______ _____ _ _ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: FLOW PROCESS FROM NODE 90.00 TO NODE 140.00 IS CODE = 31 TIME OF CONCENTRATION(MIN.) = 10.50 RAINFALL INTENSITY(INCH/HR) = 3.78 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< AREA- AVERAGED Fm(INCH /HR) = 0.23 » »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ..«. AREA- AVERAGED Fp(INCH /HRI = 0.47 ____ =___ = AREA- AVERAGED Ap = 0.50 ELEVATION DATA: UPSTREAMIFEETI = 41.10 DOWNSTREAM(FEET) = 40.64 EFFECTIVE STREAM AREA(ACRESI = 1.50 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 TOTAL STREAM AREA(ACRES) = 1.50 DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.1 INCHES PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.02 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.54 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOWICFS) = 110.84 FLOW PROCESS FROM NODE 0.00 TO NODE 110.00 IS CODE = 21 1 146 PIPE TRAVEL TIMEIMIN.) = 0.34 Tc(MIN.) = 16.73 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1365.00 FEET. »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS «cc< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 10 INITIAL SUBAREA FLOW-LENGTH(FEET) = 710.00 =_ ELEVATION DATA: UPSTREAM(FEET) = 57.00 DOWNSTREAM)FEET) = 51.38 »»MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK 4 1 « «< _________ TC = K (LENGTH 3.00) /(ELEVATION CHANGE) J SUBAREA ANALYSIS USED MINIMUM TC(MIN.1 = 14.150 • 100 YEAR. RAINFALL INTENSITY(INCH/HR) = 3.164 FLOW PROCESS FROM NODE 0.00 TO NODE 100.00 IS CODE = 21 45;../ SUBAREA TC AND LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« RESIDENTIAL ________________ __________________________- --- A "5 -7 DWELLINGS /ACRE" D 1.92 0.47 0.50 75 14.15 INITIAL SUBAREA FLOW- LENGTHIFEET) = 320.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp)INCH /HP.) = 0.47 ELEVATION DATA: UPSTREAM(FEET) = 56.30 DOWNSTREAM(FEET1 = 53.01 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.06 Tc s K•((LFNGTM 3.001/ {ELEVATION CMANGEI1 TOTAL AREA(ACRES) = 1.92 PEAK FLOW RATE(CFS) = 5.06 Date: 11/07/00 File name: FC100AB.RES Page 23 Date: 11/07/00 File name: FC100AB.RES Page 24 AREA-AVERAGED Fm(INCHIHRI = 0.23 AREA-AVERAGED Fp(INCH/HP) = 0.47 FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE . 1 AREA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.92 55,5>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«5s TOTAL STREAM AREA(ACRES) = 3.42 ".,,AND COMPUTE VARIOUS CONFLUENCED STREAM VALUEs«,-5 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9 57 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: FLOW PROCESS FROM NODE 0.00 TO NODE 120.00 IS CODE = 21 TIME OF OF CONCENTRATION(MIN.) . 14.15 RAINFALL INTENSITY(INCH/HR) 3.16 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSISe<555 AREA-AVERAGED Fm(INCH/HR) 0.23 ',USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA,, AREA-AVERAGED Fp(INCH/HR) = 0.47 = AREA-AVERAGED Ap 5 0.50 INITIAL SUBAREA FLOW-LENGTH(FEET) = 390.00 EFFECTIVE STREAM AREA(ACRES) = 1.92 ELEVATION DATA: UPSTREAM(FEET) 52.55 DOWNSTREAM(FEET) = 51.22 TOTAL STREAM AREA(ACRES) = 1.92 PEAK FLOW RATEICFS) AT CONFLUENCE . 5.06 Tc K 3.00)/)ELEVATION CHANGEW SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.973 5 . CONFLUENCE DATA •• • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.334 STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER SUBAREA To AND LOSS RATE DATAIAMC II): NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To 1 5.02 10.50 3.784 0.47) 0.23) 0.50 1.5 0.00 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MON.) 2 5.06 14.15 3.164 0.47( 0.23) 0.50 1.9 0.00 RESIDENTIAL '5-7 DWELLINGS/ACRE 0 0.55 0.47 0.50 75 12.97 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) • 0.47 CONFLUENCE FORMULA USED FOR 2 STREAMS. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) 1.53 PEAK FLOW RATE TABLE . TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 1.53 STREAM 0 To Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) )INCH/HR) (ACRES) NODE 1 9.57 10.50 3.784 0.47( 0.23) 0.50 2.9 0.00 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 2 9.21 14.15 3.164 0.47( 0.23) 0.50 3.4 0.00 >5>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<55 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 9.57 Tc1MIN.) 10.50 TOTAL NUMBER OF STREAMS = 3 EFFECTIVE AREA(ACRES) S 2.92 AREA-AVERAGED Fm(INCH/HR) = 0.23 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.50 TIME OF CONCENTRATION(MIN.) = 12.97 TOTAL AREA(ACRES) 3.42 RAINFALL INTENSITY(INCH(HR) = 3.33 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 110.00 710.00 FEET AREA-AVERAGED Fm(INCH/HR) . 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap S 0.50 FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 31 EFFECTIVE STREAM AREA(ACRES) = 0.55 TOTAL STREAM AREA(ACRES) = 0.55 >»»cOMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA, PEAK FLOW RATE(CFS) AT CONFLUENCE . 1.53 '""USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)5<55< ELEVATION DATA: UPSTREAM(FEET) = 45.22 DOWNSTREAMIFEET) . 44 97 FLOW PROCESS FROM NODE 0.00 TO NODE 120.00 IS CODE 21 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.6 INCHES .»»RATIONAL METHOD INITIAL SUBAREA NNALYSIS«<5< PIPE-FLOW VELOCITY(FEET/SEC.) = 5.00 "USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA5< ESTIMATED PIPE DIAMETER(INCH) . 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) 9.57 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 PIPE TRAVEL TIMEIMIN.1 = 0.17 Tc(MIN.) 10.67 ELEVATION DATA: UPSTREAMIFEET) = 55.40 DOWNSTREAMMEET) = 51.28 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 120.00 760.00 FEET. To = K*((LENGTH 3.00)/(ELEVATION CHANGEW SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.200 FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.459 SUBAREA To AND LOSS RATE DATA(AMC II): .»5>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE'' 5 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To 5 =5 5 ==== = LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: '5-7 DWELLINGS/ACRE D 0.87 0.47 0.50 75 12.20 TIME OF CONCENTRATION(MIN.) = 10.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 RAINFALL INTENSITY1INCH/HR) . 3.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap 0.50 MI MI MI INN • Date: 11/07/00 File name: FC100AB.RES Page 25 Date: 11/07/00 File name: FC100AB.RES Page 26 SUBAREA RUNOFF(CFSI = 2.52 » » " CONFLUENCE MEMORY BANK R I WITH THE MAIN - STREAM MEMORY« «< TOTAL AREA(ACRES) = 0.87 PEAK FLOW PATE(CFS1 = 2 52 = = = =s -- _-- ______ _ __= __---- ______ •• MAIN STREAM CONFLUENCE DATA •• FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN 1 (INCH /HRI (INCH /HP.) (ACRES) NODE » »,DESIGNATE ]DEPENDENT STREAM FOR CONFLUENCE« «< 1 13.41 11.92 3.508 0.47) 0.23) 0,50 4.1 0.00 »> »AND COMPUTE. VARIOUS CONFLUENCED STREAM VALUES« «< 2 13 44 13 45 3.262 0.47) 0.23) 0.50 4.5 0.00 ___ ---- ------------ -------------------- - -------------- - - - - -- 3 13.30 14.22 3.154 0.47( 0.231 0 50 4.7 0.00 TOTAL NUMBER OF STREAMS = 3 4 12.92 15 57 2.987 0.47( 0.23) 0.50 4.8 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1170.00 FEET. TIME OF CONCENTRATION(MIN.) = 12.20 RAINFALL INTENSITY(INCH /HR1 = 3.46 " MEMORY BANK 4 1 CONFLUENCE DATA •• AREA - AVERAGED Fm)INCH /HR) = 0.23 STREAM Q Tc Intensity Fp(Fm1 Ap Ae HEADWATER AREA - AVERAGED Fp(INCH /HR) = 0.47 NUMBER ICFSI (MIN.) (INCH /HP.1 (INCH/HR) (ACRES) NODE AREA - AVERAGED Ap = 0.50 1 97.89 10.79 3.724 0.48( 0.22) 0.46 27.8 0.00 EFFECTIVE STREAM AREA(ACRES) = 0.87 2 109.01 14.52 3.116 0.48( 0.22) 0.46 37.7 0.00 TOTAL STREAM AREA(ACRES) = 0.87 3 109.91 15.05 3.049 0.48) 0.22) 0.46 39.0 0.00 PEAK FLOW RATEICFS) AT CONFLUENCE = 2.52 4 110.23 15.38 3.010 0.48( 0.22) 0.46 39.7 0.00 5 110.63 15.98 2.942 0.48( 0.22) 0.46 40.8 0.00 .= CONFLUENCE DATA •. 6 110.84 16.73 2.862 0.48( 0.22) 0.46 42.1 0.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. 7 110.47 18.17 2.724 0.48( 0.221 0.46 44.3 0.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 8 110.36 18.37 2.706 0.48( 0.22) 0.46 44.6 0.00 1 9.57 10.67 3.749 0.47( 0.23) 0.50 2.9 0.00 9 110.05 18.67 2.679 0.48( 0.221 0.46 45.0 0.00 1 9.21 14.32 3.142 0.47( 0.23) 0.50 3 4 0.00 10 110.05 18.68 2.679 0.48( 0.221 0.46 45.0 0.00 2 1.53 12.97 3.334 0.47( 0.23) 0.50 0.6 0.00 11 109.51 19.02 2.650 0.48( 0.22) 0.46 45.4 0.00 3 2.52 12.20 3.459 0.47( 0.231 0.50 0.9 0.00 12 109.17 19.21 2.634 0.48( 0.221 0.46 45.5 0.00 13 107.06 20.15 2 559 0.48( 0.22) 0.45 46.2 402.01 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 14 106.51 20.34 2.545 0.481 0.22) 0.45 46.2 0.00 CONFLUENCE FORMULA USED FOR 3 STREAMS. 15 98.78 22.98 2.365 0.48( 0.22) 0.45 46.8 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 0.00 FEET. •• PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER •• PEAK FLOW RATE TABLE •• NUMBER. )CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE STREAM Q 1 ' Intensity Fp(Fm) Ap Ae HEADWATER 1 13.41 10 67 3.749 0.47( 0.23) 0.50 4.1 0 00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 2 13.30 12.97 3.334 0.47( 0.23) 0.50 4 7 0.00 1 114.67 11.92 3.508 0.48) 0.22) 0.47 34.9 0.00 3 12.92 14.32 3.142 0.47) 0.23) 0.50 4.8 0.00 2 119.27 13.45 3.262 0.48( 0.22) 0.47 39.4 0.00 4 13.44 12.20 3.459 0.47( 0.231 0.50 4.5 0.00 3 121.43 14.22 3.154 0.48( 0.22) 0.47 41.6 0.00 4 123.28 15.57 2.987 0.48( 0.22) 0.46 44.9 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 5 110.83 10.79 3.724 0.481 0.22) 0.47 31.5 0.00 PEAK FLOW RATE(CFS) = 13.44 Tc(MIN.1 = 12.20 6 122.23 14.52 3.116 0.48( 0.22) 0.47 42.4 0.00 EFFECTIVE AREA(ACRES) = 4.52 AREA - AVERAGED Fm)INCH /HR) = 0.23 7 122.98 15.05 3.049 0.481 0.22) 0.46 43.7 0.00 AREA - AVERAGED Fp)INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 8 123.21 15.38 3.010 0.48( 0.22) 0.46 44.5 0.00 TOTAL AREA(ACRES) = 4.84 9 123.34 15.98 2.942 0.48( 0.22) 0.46 45.6 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE _ 120.00 = 760.00 FEET. 10 123.17 16.73 2.862 0.48( 0.22) 0.46 47.0 0.00 11 122.16 18.17 2.724 0.48( 0.22) 0.46 49.2 0.00 12 121.96 18.37 2.706 0.48) 0.22) 0.46 49.4 0.00 FLOW PROCESS FROM NODE 120.00 TO NODE 140.00 IS CODE = 31 13 121.53 18.67 2.679 0.48( 0.22) 0.46 49.8 0.00 14 121.52 18.68 2.679 0.48( 0.221 0.46 49.8 0.00 » » PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 15 120.84 19.02 2.650 0.48( 0.22) 0.46 50.2 0.00 "> "> "USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< 16 120.43 19.21 2.634 0.48( 0.221 0.46 50.4 0.00 _ _- -_ - - -= 17 117.97 20.15 2.559 0.48( 0.22) 0.46 51.0 402.01 ELEVATION DATA: UPSTREAMIF£ET) = 44.94 DOWNSTREAMIFEET) = 42.88 18 117.36 20.34 2.545 0.48( 0.22) 0.46 51.1 0.00 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 19 108.78 22.98 2.365 0.48( 0.22) 0.46 51.6 0.00 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES TOTAL AREA(ACRES) = 55.06 PIPE -FLOW VELOCITY(FEET /SEC.) = 5.47 ESTIMATED PIPE DIAMETERIINCH) = 24.00 NUMBER OF PIPES = 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PIPE- FLOW(CFS) = 13.44 PEAK FLOW RATE(CFS) = 123.34 Tc(MIN.) = 15.976 PIPE TRAVEL TIMEIMIN.) = 1.25 Tc(MIN.) = 13.45 EFFECTIVE AREA(ACRES) = 45.65 AREA - AVERAGED Fm(INCH /HRI = 0.22 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1170.00 FEET. AREA - AVERAGED Fp(INCH /HP,) = 0.48 AREA- AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 55.06 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1170.00 FEET. FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 ail ® ® linli MI MI 1 11 IAA GM MI LA MI Date: 11/07/00 File name: FC100AB.P.ES Page 27 Date: 11/07/00 File name: FC100AB.RES _ Page 28 FLOW PROCESS FROM NODE 140 00 TO NODE 140.0D IS CODE 7 12 rONFLUENCE VALUES USED FOP INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATIONIMIN I = 15.29 "» MEMORY BANK 0 1 ..‹.< RAINFALL INTENSITY(INCH/HP) . 3.02 . AREA-AVERAGED Fm/INCH/HP.) = 0.24 AREA-AVERAGED Fp(IN('H/HR) . 0.47 AREA-AVERAGED Ap = 0 50 FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 31 EFFECTIVE STREAM AREA(ACPES) . 0.59 TOTAL STREAM AREA(ACRES) = 0.59 »,»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA,..« PEAK FLOW RATE(CFS) AT CONFLUENCE . 1.48 "...USING COMPUTER-ESTIMATED PIPESIZE )NON-PRESSURE FLOWI««< = . e ELEVATION DATA: UPSTREAM(FEET) = 40.62 DOWNSTREAM(FEET) = 40.42 FLOW PROCESS FROM NODE 0.00 TO NODE 150.00 IS CODE . 21 AS FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.0 INCHES ."»RATIONAL METHOD INITIAL SUBAREA ANALYSIS...« PIPE-FLOW VELOCI" ) = 7.64 "USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ESTIMATED PIPE DMETER(/NCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFSI . 123.34 INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 PIPE TRAVEL TIME/MIN.) = 0.15 Tc(MIN.1 = 16.13 ELEVATION DATA: UPSTREAM(FEET) . 51.20 DOWNSTREAM/FEET) . 50.02 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 150.00 = 1240.00 FEET. Tc = K 3.001/(ELEVATION CHANGE/1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.1 = 15.287 FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE . 1 • 100 YEAR RAINFALL INTENSITY(INCH/HRI = 3.021 SUBAREA Tc AND LOSS RATE DATA1AMC III, "...DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<c« DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) 1/NCH/HR) (DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: '5-7 DWELLINGS/ACRE' D 0.63 0.47 0.50 75 15.29 TIME OF CONCENTRAT/ON(MIN.) = 16.13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HRI = 0.47 RAINFALL INTENSITY(INCH/HR) = 2.93 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA-AVERAGED Fm(INCH/HR) = 0.22 SUBAREA RUNOFF(CFS) = 1.58 AREA-AVERAGED Fp(INCH/HRI = 0,48 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) . 1.58 AREA-AVERAGED Ap = 0.46 EFFECTIVE STREAM AREA(ACRES) = 45.65 TOTAL STREAM AREA/ACRES) = 55.06 FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 123.34 "...DESIGNATE INDEPENDENT STREAM FOR CONPLUENCE, "...AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES.«.« FLOW PROCESS FROM NODE 0.00 TO NODE 150.00 IS CODE = 21 ....2.0.2_ . --. = = .= TOTAL NUMBER OF STREAMS = 3 >»»RATIONAL METHOD INITIAL SUBAREA ANALYS/S««, CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: »USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.I = 15.29 RAINFALL INTENSITY/INCH/HR) . 3.02 INITIAL SUBAREA FLOW-LENGTH/FEET) . 480.00 AREA-AVERAGED Fm(INCH/HR) . 0.23 ELEVATION DATA: UPSTREAM(FEET) = 51.20 DOWNSTREAM(FEET) = 50 02 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.50 Tc = K.)/LENGTH" 3.00)/(ELEVATION CHANGE/1 EFFECTIVE STREAM AREA(ACRES) = 0.63 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 15.287 TOTAL STREAM AREA/ACRES) = 0.63 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.021 PEAK FLOW RATE/CPS/ AT CONFLUENCE = 1.58 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc •• CONFLUENCE DATA •• LAND USE GROUP (ACRES) (/NCH/HR/ (DECIMAL) CN (MIN-) STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ' 5-7 DWELLINGS/ACRE' D 0.59 0.47 0.50 75 15.29 1 114.67 12 08 3.480 0.48( 0.221 0.47 34.9 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HRI = 0.47 1 119.27 13.60 3.240 0.48( 0.22) 0.47 39.4 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 121.43 14.39 3.134 0.48( 0.22) 0.47 41.6 0.00 SUBAREA RUNOFF(CFS) = 1.48 1 123.28 15.73 2.970 0.491 0.22) 0.46 44.9 0.00 TOTAL AREA(ACRES) . 0.59 PEAK FLOW RATE/CPS) = 1.48 1 110.83 10.94 3.692 0.48( 0.22) 0.47 31.5 0.00 1 122.23 14.67 3.096 0.48) 0.22) 0.47 42.4 0.00 1 122.98 15.20 3.031 0.48( 0.22) 0.46 43.7 0.00 FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 1 123.21 15.53 2.992 0.481 0.22) 0.46 44.5 0.00 1 123.34 16.13 2.925 0.48( 0.22) 0.46 45.6 0.00 »s»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE...cc 1 123.17 16.88 2.846 0.48( 0.22) 0.46 47.0 0.00 ==.........._....” .......... C .... . . == =.7 ... 1 122.16 18.32 2.710 0.48( 0.22) 0.46 49.2 0.00 TOTAL NUMBER OF STREAMS . 3 1 121.96 18.52 2.692 0.48( 0.22) 0.46 49.4 0.00 ea 1111. OM MS an MI LAI LAI MI WIll LAI .::,,, MII INII MN NO Mi II ,- MN Date: 11/07/00 File name: FC100AB.P.ES Page 29 Date: 11/07/00 File name: FC100AB.PES Page 30 1 121.53 18.82 2 666 0.48( 0.221 0.46 49.8 0.00 =____ _' 1 121.52 18.83 2 666 0.48) 0.22) 0.46 49.8 0.00 TOTAL NUMBER. OF STREAMS = 3 1 120.84 19.18 2 637 0 48( 0.22) 0.46 50 2 0 00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE_: 1 120.43 19.36 2.621 0 48) 0.22) 0.46 50.4 0.00 TIME OF CONCENTP.ATIONIMIN.) = 16.96 1 117.97 20.31 2.548 0.48) 0.22) 0.46 51 0 402 01 RAINFALL INTENSITY(INCH'HB) = 2.84 1 117.36 20.49 2.534 0 481 0.22) 0.46 51.1 0.00 AREA - AVERAGED Fm(INCH /HP) = 0.22 1 108.78 23.14 2.356 0.48) 0.22) 0.46 51.6 0.00 AREA - AVERAGED FpIINCH /HRI = 0 48 2 1.48 15.29 3.021 0.47( 0.24) 0.50 0.6 0.00 AREA- AVERAGED Ap = 0.47 3 1.58 15.29 3.021 0.47( 0.23) 0.50 0.6 0 00 EFFECTIVE STREAM AREAIACRES) = 46.87 TOTAL STREAM AREAIACRES) = 56.28 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO PEAK FLOW RATE(CFS) AT CONFLUENCE = 126.30 CONFLUENCE FORMULA USED FOR 3 STREAMS. •• PEAK FLOW RATE TABLE •• FLOW PROCESS FROM NODE 0.00 TO NODE 160.00 IS CODE = 21 5- L/• if STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER . NUMBER (CFS) (MIN.) (INCH /HRI )INCH /HRI (ACRES) NODE » »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««. 1 113.55 10.94 3.692 0 48( 0.22) 0.47 32.4 0.00 "USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA,. 2 117.49 12.08 3.480 0.481 0.22) 0.47 35.9 0.00 = _ __ 3 122 20 13.60 3.240 0.48( 0.22) 0.47 40.5 0.00 INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 4 124.43 14.38 3 134 0.48( 0.22) 0.47 42.8 0.00 ELEVATION DATA UPSTREAM(FEET) . 50.46 DOWNSTREAM(FEET) = 50.02 5 125.24 14.67 3.096 0.48) 0.22) 0.47 43.6 0.00 6 126 03 15.20 3.031 0.48) 0.22) 0.47 45.0 0.00 Tc = K•1(LENGTH 3.00) /(ELEVATION CHANGE)1 "0.20 7 126.09 15.29 3.021 0 48) 0.22) 0.47 45.1 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.012 8 126.23 .53 2.992 0.48) 0.22) 0.47 45.7 0.00 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.678 9 126.29 15.73 2.970 0.48( 0.22) 0.47 46.1 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 10 126.30 16 13 2.925 0.48) 0 22) 0.47 46.9 0 00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 11 126.04 16 88 2.846 0.48( 0.221 0 46 48.2 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 12 124.87 18.32 2.710 0.48( 0.22) 0.46 50.4 0.00 RESIDENTIAL 13 124.65 18.52 2.692 0.48( 0.22) 0.46 50.6 0.00 "5 -7 DWELLINGS/ACRE" D 0.35 0.47 0.50 75 11.01 14 124.19 18.82 2.666 0 481 0.22) 0.46 51.1 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 15 124.19 18.83 2.666 0.481 0.22) 0.46 51.1 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Op = 0.50 16 123 48 19.18 2.637 0.48( 0.22) 0.46 51.4 0.00 SUBAREA P.UNOFF(CFS) = 1.08 17 123.05 19.36 2.621 0.481 0.221 0.46 51.6 0.00 TOTAL AREAIACRES) = 0.35 PEAK FLOW RATE(CFS) = 1.08 18 120.51 20.31 2 548 0 481 0.22) 0.46 52.2 402.01 19 119.88 20.49 2.534 0.481 0.22) 0.46 52.3 0.00 20 111.10 23.14 2.356 0.48( 0.22) 0.46 52.8 0.00 FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 21 126 09 15.29 3.021 0.48( 0 22) 0.47 45.1 0.00 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE" COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: _ = _____ -__- PEAK FLOW RATE(CFS) = 126.30 Tc(MIN.1 = 16.13 TOTAL NUMBER OF STREAMS = 3 EFFECTIVE AREA(ACRESI = 46.87 AREA- AVERAGED Fm(INCH /HR) = 0.22 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: AREA - AVERAGED FpIINCH /HR) = 0.48 AREA - AVERAGED Ap . 0.47 TIME OF CONCENTPATION(MIN.) = 11.01 TOTAL AREA(ACRES) = 56.28 RAINFALL INTENSITY(INCH /HR) = 3.68 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 150.00 = 1240.00 FEET. AREA- AVERAGED Fm(INCH /HRI = 0.23 AREA- AVERAGED FpIINCH /HRI = 0.47 AREA- AVERAGED Ap = 0.50 FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 31 EFFECTIVE STREAM AREA(ACRES) = 0.35 TOTAL STREAM AREA(ACRES) = 0.35 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.08 » »»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ........ ELEVATION DATA: UPSTREAM(FEET) _ 40.40 DOWNSTREAM(FEET) = 39.22 FLOW PROCESS FROM NODE 0.00 TO NODE 160.00 IS CODE = 21 8- u• 2. FLOW LENGTH(FEET) = 390.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.8 INCHES » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <.< PIPE -FLOW VELOCITY(FEET /SEC.) = 7.86 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA,. ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 =' -_ _ -- _ PIPE- FLOW(CFS) = 126.30 INITIAL SUBAREA FLOW- LENGTH(FEET) = 260.00 PIPE TRAVEL TIME(MIN.) = 0.83 Tc)MIN.) = 16.96 ELEVATION DATA: UPSTREAM(FEET) = 50.46 DOWNSTREAM(FEET) = 50.02 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 160.00 = 1630.00 FEET. Tc = K 3.00) /(ELEVATION CHANGE) 0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.890 FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.347 SUBAREA Tc AND LOSS RATE DATA(AMC II): »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc WI MN MP INII 1411 MI Cia La La Lai AI 1, LA Li Al MN MIll MI MI 111111 Date' 11/07/00 File name: FC100AB_RES _ _Page 31 Date_ 11/07 File name: FC100AB.RES Page 32 LAND USE GROUP (ACRES) {INCH /HR1 {DECIMALS CM (MIN ) 7 128.00 16.03 2.936 0 481 0.221 0.47 45.8 0.00 RESIDENTIAL 8 128 06 16.11 2.927 0.48( 0.22) 0.47 46.0 0.00 "5 -7 DWELLINGS /ACRE" D 0.46 0 47 0.50 75 12.09 9 128.06 16.11 2.927 0.481 0.221 0 47 46.0 0.00 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH /HR) = 0.47 10 128 18 16.36 2.900 0.481 0.22) 0.47 46.5 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 11 128.21 16.55 2.880 0.481 0.22) 0.47 46.9 0.00 SUBAREA R.UNOFF(CFS) = 1.29 12 126.19 16,96 2.839 0.48( 0.22) 0.47 47.7 0.00 TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 1.29 13 127.88 17.71 2.766 0.48) 0.22) 0.47 49.0 0.00 14 126.63 19.15 2.639 0.48) 0.22) 0.46 51.2 0.00 15 126.39 19.35 2.623 0.481 0.22) 0.46 51.5 0.00 FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 16 125.92 19.65 2.598 0.48) 0.22) 0.46 51.9 0.00 17 125.91 19.66 2,598 0.481 0.22) 0.46 51.9 0.00 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «« 18 125.18 20.00 2.571 0.48( 0.22) 0.46 52.2 0.00 »»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< 19 124.75 20.19 2.556 0.48( 0.22) 0.46 52.4 0.00 _______= 20 122.15 21.14 2.487 0.481 0.22) 0.46 53.0 402.01 TOTAL NUMBER OF STREAMS = 3 21 121.51 21.32 2.474 0.481 0.22) 0.46 53.1 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE 22 112.61 24.00 2.305 0.481 0.22) 0.46 53.6 0.00 TIME OF CONCENTP,ATIONIMIN.) = 12.89 23 119.62 12.89 3.347 0.47( 0.22) 0.47 36.6 0.00 RAINFALL INTENSITY(INCH /HRI = 3.35 AREA - AVERAGED Fm)INCH /HR) = 0.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA - AVERAGED Fp12NCH /HR) = 0.47 PEAK FLOW RATE(CFS) = 128.21 Tc(MIN.1 = 16.55 AREA - AVERAGED Ap = 0.50 EFFECTIVE AREAIACRES) = 46.90 AREA-AVERAGED Fm(INCH /HR) = 0.22 EFFECTIVE STREAM AREA(ACRES) = 0.46 AREA - AVERAGED Fp)INCH /HR) = 0.48 AREA - AVERAGED Ap = 0.47 TOTAL STREAM AREA(ACRES) = 0.46 TOTAL AREAIACRES) = 57.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.29 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 160.00 = 1630.00 FEET. •• CONFLUENCE DATA •• STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 160.00 TO NODE 190.00 IS CODE = 31 NUMBER 1CFS) ]MIN.) )INCH /HRI (INCH /HR.) (ACRES) NODE 1 113.55 11.80 3.529 0.481 0.22) 0.47 32.4 0.00 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< 1 117.49 12.93 3.341 0.481 0.22) 0.47 35.9 0.00 »» ,USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< 1 122.20 14.43 3.127 0.48) 0.22) 0.47 40.5 0.00 _ _ ___ ________ :___ 1 124.4 15.21 3.031 0.481 0.22) 0.47 42.8 0.00 ELEVATION DATA: UPSTREAM(FEET) = 39.21 DOWNSTREAM(FEET) = 38.03 1 125.24 15.50 2.996 0.48( 0.22) 0.47 43.6 0.00 FLOW LENGTHIFEETI = 400.00 MANNING'S N = 0.013 1 126.03 16.03 2.936 0.48( 0.22) 0.47 45.0 0.00 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.9 INCHES 1 126.09 16.11 2.927 0.48( 0.22) 0.47 45.1 0.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.78 1 126.23 16.36 2.900 0.481 0.22) 0.47 45.7 0.00 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 1 126.29 16.55 2.880 0.48( 0.22) 0.47 46.1 0.00 PIPE- FLOWICFS) = 128.21 1 126.30 16.96 2.839 0.481 0.22) 0.47 46.9 0.00 PIPE TRAVEL TIMEIMIN.1 = 0.86 Tc(MIN.I = 17.41 1 126.04 17.71 2.766 0.48( 0.22) 0.46 48.2 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 190.00 = 2030.00 FEET. 1 124.87 19.15 2.639 0.481 0.22) 0.46 50.4 0.00 1 124.65 19.35 2.623 0.48( 0.22) 0.46 50.6 0.00 1 124.19 19.65 2.598 0.48( 0.22) 0.46 51.1 0 00 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 1 124.19 19.66 2.598 0.48( 0.22) 0.46 51.1 0.00 1 123.48 20.00 2.571 0.48) 0.22) 0.46 51.4 0.00 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< 1 123.05 20.19 2.556 0.48( 0.22) 0.46 51.6 0.00 = = . - -____ 1 120.51 21.14 2.487 0.48( 0.22) 0.46 52.2 402.01 TOTAL NUMBER OF STREAMS = 3 1 119.88 21.32 2.474 0.48( 0.221 0.46 52.3 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 111.10 24.00 2.305 0.481 0.22) 0.46 52.8 0.00 TIME OF CONCENTRATION(MIN.) = 17.41 1 126.09 16.11 2.927 0.48( 0.22) 0.47 45.1 0.00 RAINFALL INTENSITY(INCH /HR) = 2.79 2 1.08 11 01 3.678 0.47( 0.23) 0.50 0.3 0.00 AREA - AVERAGED Fm)INCH /HR) = 0.22 3 1.29 12.89 3.347 0.47( 0.23) 0.50 0.5 0.00 AREA - AVERAGED Fp (INCH /HRI = 0.46 AREA - AVERAGED Ap = 0.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO EFFECTIVE STREAM AREAIACRES) = 46.90 CONFLUENCE FORMULA USED FOR 3 STREAMS. TOTAL STREAM AREA(ACRES) = 57.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 128.21 •• PEAK FLOW RATE TABLE •• STREAM Q .Tc Intensity Fp(Fm) Ap Ae HEADWATER /� NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE FLOW PROCESS FROM NODE 0.00 TO NODE 190.00 IS CODE = 21 p 1 113.07 11.01 3.678 0.47( 0.22) 0.47 31.0 0.00 2 115.83 11.80 3.529 0.41( 0.221 0.47 33.1 0.00 » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< 3 119.75 12.93 3.341 0.47( 0.22) 0.47 36.7 0.00 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 4 124.31 14.43 3.127 0.471 0.22) 0.47 41.3 0.00 = = == = = = = == ___ _____________ _' =- L_=__ ='_____ ............ 5 126.46 15.21 3.031 0.471 0.22) 0.47 43.6 0.00 INITIAL SUBAREA FLOW- LENGTH(FEET) = 340.00 6 127.25 15.50 2.996 0.47( 0.22) 0.47 44.4 0.00 ELEVATION DATA: UPSTP.EAM)FEET) = 51.39 DOWNSTREAM)FEET) = 50.02 MI UM ® MB 111111 ' Lae La ma Ns slii mis m ma Date: 11/07/00 File name: FC100AB.RES Page 33 Date: 11/07/00 File name: FC100AB.P.ES Page 34 EFFECTIVE STREAM APEAIACRES) = 0.31 Tc = K•I(LENGTH•• 3.00) /(ELEVATION CHANGEII••0.20 TOTAL STREAM AREA(ACRES) = 0.31 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 12.064 PEAK FLOW PATE(CFS) AT CONFLUENCE = 1.20 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.482 SUBAREA Tc AND LOSS RATE DATA(AMC II): •• CONFLUENCE DATA •• DEVELOPMENT TYPE/ SCS SOIL AREA Fp Op SCS Tc STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN ) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE RESIDENTIAL 1 113 07 11.90 3.511 0.47( 0.22) 0.47 31.0 0.00 ' 5 -7 DWELLINGS /ACRE' D 0.49 0.47 0.50 75 12.06 1 115 83 12.68 3.379 0.47) 0.22) 0.47 33.1 0.00 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH /HR) = 0.47 1 119.75 13.79 3.214 0.47) 0.22) 0.47 36.7 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 124.31 15.29 3.020 0.47) 0.22) 0.47 41.3 0.00 SUBAREA RUN0FF(CFS1 = 1.43 1 126.46 16.06 2.932 0.47) 0.22) 0.47 43 6 0.00 TOTAL AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) = 1 43 1 127.25 16.36 2.901 0.47) 0.22) 0.47 44.4 0.00 1 128.00 16.89 2.846 0 48( 0 221 0.47 45.8 0.00 1 128.06 16.97 2.837 0.48) 0.22) 0.47 46.0 0.00 FLOW PROCESS FROM NODE 190.00 TO NODE 190 00 IS CODE _ 1 1 128 06 16.97 2.837 0.48) 0.221 0 47 46.0 0.00 1 128 18 17.22 2.813 0.48) 0.22) 0.47 46.5 0.00 »».DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <c «< 1 128.21 17.41 2.794 0.481 0.22) 0.47 46.9 0.00 _ __ _ = 1 128.19 17.81 2.756 0.48( 0.22) 0.47 47.7 0.00 TOTAL NUMBER OF STREAMS = 3 1 127.88 18.57 2.688 0.48) 0.22) 0.47 49.0 D.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE 1 126.63 20.01 2.571 0.48) 0.22) 0.46 51.2 0.00 TIME OF CONCENTRATION(MIN.) = 12.06 1 126.39 20.21 2.555 0.48) 0.22) 0.46 51.5 0.00 RAINFALL INTENSITY(INCH /HRI = 3.48 1 125.92 20.51 2.532 0.48( 0.22) 0.46 51.9 0.00 AREA - AVERAGED Fm(INCH /HR) . 0.23 1 125.91 20.52 2.532 0.48) 0.22) 0.46 51.9 0.00 AREA - AVERAGED Fp(INCH/HR) = 0.47 1 125.18 20.86 2.507 0.481 0.22) 0.46 52.2 0.00 AREA - AVERAGED Ap = 0.50 1 124.75 21.05 2.493 0.48( 0.22) 0.46 52.4 0.00 EFFECTIVE STREAM AREAIACRES) = 0.49 1 122.15 22.00 2.428 0.48( 0.22) 0.46 53.0 402.01 TOTAL STREAM AREA(ACRES) = 0.49 1 121.51 22.18 2.416 0.48) 0.22) 0.46 53.1 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.43 1 112.61 24.88 2.255 0.481 0.22) 0.46 53.6 0.00 1 119.62 13.75 3.219 0.47( 0.22) 0.47 36.6 0.00 2 1.43 12.06 3.482 0.47( 0.23) 0.50 0.5 0.00 FLOW PROCESS FROM NODE 0.00 TO NODE 190.00 IS CODE = 21 /3 -2 3 1.20 8.33 4.349 0.47( 0.05) 0.10 0.3 0.00 ,..»RATIONAL METHOD INITIAL SUBAREA ANALYSIS< « RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« CONFLUENCE FORMULA USED FOR 3 STREAMS. INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00 •• PEAK FLOW RATE TABLE •• ELEVATION DATA UPSTREAMIFEET) = 50.62 DOWNSTREAMIFEET) = 50.02 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HRI (ACRES) NODE Tc = K•IILENGTH 3.00) /(ELEVATION CHANGEII••0.20 1 115.46 11.90 3.511 0.47( 0.22) 0.46 31.8 0.00 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 8.329 2 116.04 12.06 3.482 0.47) 0.22) 0.46 32.2 0.00 • 100 YEAR RAINFALL INTENSITY(INCH /HRI = 4.349 3 118.15 12.68 3.379 0.47) 0.221 0.46 33.9 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC III: 4 121.82 13.75 3.219 0.47) 0.22) 0.46 37.4 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 5 121.95 13.79 3.214 0.47( 0.22) 0.46 37.5 0.00 LAND USE GROUP (ACRES) (INCH /HRI (DECIMAL) CN (MIN.) 6 126.37 15.29 3.020 0.47) 0.22) 0.46 42.1 0.00 COMMERCIAL D 0.31 0.47 0.10 75 8.33 7 128.46 16.06 2.932 0.47( 0.22) 0.46 44.4 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HRI = 0.47 8 129.23 16.36 2.901 0.47) 0.22) 0.46 45.2 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 9 129.93 16.89 2.846 0.47( 0.22) 0.46 46.6 0.00 SUBAREA RUNOFFICFS) = 1.20 10 129.98 16.97 2.837 0.47( 0.22) 0.46 46.8 0.00 TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 1.20 11 129.98 16.97 2 837 0.47) 0.22) 0.46 46.8 0.00 12 130.09 17.22 2.813 0.48( 0.22) 0.46 47.3 0.00 13 130.11 17.41 2.794 0.48) 0.22) 0.46 47.7 0.00 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE . 1 14 130.06 17.81 2.756 0.481 0.22) 0.46 48.5 0.00 15 129.70 18.57 2.688 0.48( 0.22) 0.46 49.8 0.00 »»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «c« 16 128.36 20.01 2.571 0.48) 0.22) 0.46 52.0 0.00 »> »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «c 17 128.12 20.21 2.555 0.48( 0.22) 0.46 52.3 0.00 _ _______ ____ ........ _______ = 18 127.62 20.51 2.532 0.481 0.22) 0.46 52.7 0.00 TOTAL NUMBER OF STREAMS = 3 19 127.62 20.52 2.532 0.48( 0.22) 0 46 52.7 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: 20 126.87 20.86 2.507 0.48) 0.22) 0.46 53.0 0.00 TIME OF CONCENTRATI0NIMIN.) = 8.33 21 126.42 21.05 2.493 0.48( 0.221 0.46 53.2 0.00 RAINFALL INTENSITY(INCH /HR) = 4.35 22 123.78 22.00 2.428 0.48( 0.22) 0.46 53.8 402.01 AREA- AVERAGED Fm(INCH/HR) = 0.05 23 123.14 22.18 2.416 0.48( 0.221 0.46 53.9 0.00 AREA - AVERAGED Fp(INCH/HR) = 0.47 24 114.12 24.88 2.255 0.48( 0.22) 0.46 54.4 0.00 AREA - AVERAGED Ap = 0.10 25 101.76 8.33 4.349 0.47) 0.221 0.46 22.3 0.00 lia 111111 ME 1111111 NMI GA L..II LA 1,..11 LA Lai MO 11111 Mil MI IMI IMIli Date: 11/07/00 File name: FC100AB.RES Page 35 Date. 11/07/00 File name: FC100AB.RES Page 36 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: SPECIFIED t1VHBEP OF HALFSTP.EETS CARRYING RUNOFF = 1 PEAK FLOW P.ATEICFS) = 130.11 Tc)MIN.) = 17.41 STREET PAPKWAY CP.OSSFALL(D£CIMALI = 0.020 EFFECTIVE. AREA(ACRES) = 47.70 AREA- AVERAGED Fm(INCH/HPI = 0.22 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 AREA - AVERAGED Fp(INCH /HR) = 0.48 AREA - AVERAGED Ap = 0.46 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 TOTAL AREA(ACRES) = 57.89 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 190.00 = 2030.00 FEET "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) a 11.31 "'STREET FLOW SPLITS OVER STREET - CROWN'" FULL DEPTHIFEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FLOW PROCESS FROM NODE 190.00 TO NODE 185.00 IS CODE = 31 FULL HALF - STREET VELOCITY(FEET /SEC.) = 2.27 SPLIT DEPTHIFEET) = 0.34 SPLIT FLOOD WIDTH(FEET) = 10.60 » » ,COMPUTE PIPE -FLOW TRAVEL TIME THRU S118AP.EA « «< SPLIT FLOW(CFS) = 1.94 SPLIT VELOCITY(FEET /SEC.) = 1.56 ,»»USING COMPUTER- ESTIMATED PIPESI2E (NON - PRESSURE FLOW) « « < STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHIFEET) = 0.53 ELEVATION DATA: UPSTREAM(FEET) = 38.01 DOWNSTREAM(FEET) = 37.78 HALFSTREET FLOOD WIDTH(FEET) s 21.31 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 AVERAGE FLOW VELOCITY(FEET /SEC.) z 2.21 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.7 INCHES PRODUCT OF DEPTHSVELOCITY(FT•FT /SEC.) = 1.19 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.93 STREET FLOW TRAVEL TIMEIMIN.) = 3.90 Tc)MIN.) = 18.73 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.675 PIPE- FLOW(CFS) = 130.11 SUBAREA LOSS RATE DATA(AMC II): PIPE TRAVEL TIME(MIN.) = 0.16 Tc)MIN.) = 17.57 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 2105.00 FEET. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" D 0.52 0,47 0.50 75 FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap 0.50 »» ,MAIN - STREAM MEMORY COPIED ONTO MEMORY BANK 4 1 .«..« SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 1.14 EFFECTIVE AREA(ACRES) = 4.72 AREA- AVERAGED Fm(INCH /HR) 0.23 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.72 PEAK FLOW RATE(CFS) = 10.74 FLOW PROCESS FROM NODE 0.00 TO NODE 170.00 IS CODE = 21 A .2;!. l _ NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE »»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « END OF SUBAREA STREET FLOW HYDRAULICS: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« DEPTHIFEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 _ = z FLOW VELOCITY(FEET /SEC.) = 2.27 DEPTH /SEC.) = 1.19 INITIAL SUBAREA FLOW- LENGTH(FEET) = 830.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1360.00 FEET. ELEVATION DATA: UPSTREAM(FEET) = 59.20 DOWNSTREAM(FEET) = 52.10 Tc = K (LENGTH" 3.001 /(ELEVATION CHANGE) I "O. 20 FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE 1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.830 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.076 s »,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< SUBAREA Tc AND LOSS RATE DATA(AMC II): _____ _ ______ DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc TOTAL NUMBER OF STREAMS = 2 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RESIDENTIAL TIME OF CONCENTRATION(MIN.) = 18.73 "5 -7 DWELLINGS /ACRE" D 4.20 0.47 0.50 75 14.83 RAINFALL INTENSITY(INCH /HR) = 2.67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 AREA - AVERAGED Fm(INCH/HR) = 0.23 SUBAREA AVERAGE ^RRVIOUS AREA FRACTION, Ap = 0.50 AREA- AVERAGED Fp(INCH/HR) = 0.47 SUBAREA RUNOFF('.5) = 10.74 AREA- AVERAGED Ap 0.50 TOTAL AREA(ACRES) z 4.20 PEAK FLOW RATE(CFS) = 10.74 EFFECTIVE STREAM AREA(ACRES) = 4.72 TOTAL STREAM AREA(ACRES) = 4.72 PEAK FLOW RATE(CFS) AT CONFLUENCE 10.74 FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 61 tg ..22 .2. » »,COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< FLOW PROCESS FROM NODE 0.00 TO NODE 170.00 IS CODE = 21 B.- 23 • / »»,(STANDARD CURB SECTION USED)««< =--- s - - -z= s= ==s = = =z »»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< UPSTREAM ELEVATION(FEETI = 52.10 DOWNSTREAM ELEVATION(FEET) = 49.75 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« STREET LENGTH(FEET) 530.00 CURB HEIGHT(INCHES) z 6.0 =s z = = = = =___ = =s = = == STREET HALFWIDTHIF£ET) = 20.00 INITIAL SUBAREA FLOW - LENGTH(FEET) = 520.00 ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) - 52.10 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKIFEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 Tc = K 3.00) /(ELEVATION CHANGE)]• OUTSIDE STREET CROSSFALL(DECIMALI = 0.020 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.564 Sal LAI LAI 1641 6.41 Lai 14;ill Date: 11107/00 File name: FC100AB.RES Page 37 Dates 11/07/00 File name: FC100AB RES Page 38 • 100 YEAR RAINFALL INTENSITY(INCN /HR) = 3.398 RAINFALL INTENSITYIINCH /HR) = 2.81 SUBAREA Tc AND LOSS RATE DATA(AMC II): AREA-AVERAGED Fm(INCH/HR( = 0.24 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc AREA - AVEPAGED Fp)INCH/HR) = 0.47 LAND USE GROUP (ACRES) (INCH /HR( (DECIMAL) CN (MIN ) AREA- AVERAGED Ap = 0.50 RESIDENTIAL EFFECTIVE STREAM AREA(ACRES) = 1.55 ' 5 -7 DWELLINGS /ACRE' D 1.17 0.47 0.50 75 12 56 TOTAL STREAM AREA(ACRES) = 1 55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.59 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.33 •• CONFLUENCE DATA •• TOTAL AREA(ACRES) = 1.17 PEAK FLOW RATE(CFS) = 3.33 STREAM Q Tc Intensity Fp(Fml Ap Ae HEADWATER NUMBER (CFS) (MIN ) (INCH /HR) (INCH /HP.) (ACRES) NODE 1 10.74 18.73 2.675 0.47) 0.23) 0.50 4.7 0.00 FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 61 .. 2-3 2 3.59 17.30 2.805 0.47) 0.24) 0.50 1.5 0.00 » » =COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO » »SISTANDARD CURB SECTION USED) « «< CONFLUENCE FORMULA USED FOR 2 STREAMS. UPSTREAM ELEVATION(FEET) = 52.10 DOWNSTREAM ELEVATION(FEET) = 49.75 •• PEAK FLOW RATE TABLE •• STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6.0 STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER STREET HALFWIDTH(FEET) = 20.00 NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 14.14 18.73 2.675 0.47( 0.24) 0.50 6.3 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15 00 2 14 04 17.30 2.805 0.47) 0.23) 0.50 5.9 0.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.14 Tc)MIH.) = 18.73 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 EFFECTIVE AREA(ACRES) = 6.27 AREA - AVERAGED Fm(INCH /HR) = 0.24 STREET PARKWAY CROSSFALLIDECIMAL) = 0.020 AREA- AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 TOTAL AREA(ACRES) = 6.27 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1360.00 FEET. "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 STREET FLOW DEPTH(FEET) = 0.40 *Pt HALFSTREET FLOOD WIDTH(FEET) = 13.94 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «e< AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.83 = _ _ PRODUCT OF D£PTH &VELOCITY(FT /SEC.) = 0.74 TOTAL NUMBER OF STREAMS = 2 STREET FLOW TRAVEL TIME(MIN 1 = 4.73 Tc(MIN.) = 17.30 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: • 100 YEAR. RAINFALL INTENSITY(INCH /HR) = 2.805 TIME OF CONCENi'RATIONIMIN.) = 18.73 SUBAREA LOSS RATE DATA(AMC II): RAINFALL INTENSITY(INCH /HR) = 2.67 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS AREA - AVERAGED Fm(INCH/HR) = 0.24 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN AREA - AVERAGED Fp(INCH /HR) = 0.47 RESIDENTIAL AREA- AVERAGED Ap = 0.50 '5 -7 DWELLINGS /ACRE' D 0.38 0.47 0 50 75 EFFECTIVE STREAM AREA(ACRES) = 6.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 TOTAL STREAM AREA(ACRES) = 6.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.14 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 0.88 EFFECTIVE AREA(ACRES) = 1.55 AREA - AVERAGED Fm(INCH(HR) = 0.24 AREA- AVERAGED Fp(INCH /HR) = 0 47 AREA - AVERAGED Ap = 0.50 FLOW PROCESS FROM NODE 0.00 TO NODE 175.00 IS CODE = 21 a_ Z iot• / TOTAL AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) = 3.59 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< END OF SUBAREA STREET FLOW HYDRAULICS: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.64 = ____ FLOW VELOCITY(FEET /SEC.) = 1.81 DEPTH•VELOCITY(FT•FT /SEC.) = 0.72 INITIAL SUBAREA FLOW- LENGTH(FEET) = 670.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1040.00 FEET. ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) = 50.00 Tc = K 3.00) /(ELEVATION CHANGE)1 FLOW PROCESS FR( LODE 180.00 TO NODE 180.00 IS CODE = 1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.444 • 100 YEAR RAINFALL INTENSITY(INCH /HRI = 3.263 S» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< SUBAREA Tc AND LOSS PATE DATA(AMC II): »»SAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES. «•• DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ______________ _________________ :_____________ :___= LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS = 2 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: '5 -7 DWELLINGS /ACRE' D 4,49 0.47 0.50 75 13.44 TIME OF CONCENTRATION(MIN.) = 17.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 gall IMIl Li IMP WI ll WI 10111 INIII UV LA II 4. MI MI MIll MI Inal MI Date: 11/07/00 File name: FC100AB RES Page 39 Date: 11/07/00 File name: FC100AB.RES Page 40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 12.24 .• PEAK FLOW RATE TABLE •• TOTAL AREA(ACRES) = 4.49 PEAK FLOW RATE(CFS1 = 12 24 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/NP.) (INCH/HP) (ACRES) NODE 1 28 91 17.30 2.805 0.471 0.23) 0.50 12.0 0.00 FLOW PROCESS FROM NODE 175.00 TO NODE 175 00 IS CODE - 81 2 28.26 18.73 2.675 0.47) 0 23) 0.50 12.4 0.00 3 29 88 14.51 3.118 0.471 0.23) 0.50 11.1 0.00 >»,>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<<< - - . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: MAINLINE Tc(MIN) = 13.44 PEAK FLOW PATE(CFS) = 29.88 Tc 1MIN. 1 = 14.51 • 100 YEAR RAINFALL INTENSITY ( INCH/HR) = 3.263 EFFECTIVE AREA(ACRES) = 11.08 AREA-AVERAGED Fm(INCH/HR) = 0.23 SUBAREA LOSS RATE VATA(AMC II): AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.50 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TOTAL AREA (ACRES) = 12.39 LAND USE GROUP (ACRES) (INCH/HE) (DECIMAL) Cl) LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1360.00 FEET. RESIDENTIAL n '5-7 DWELLINGS/ACRE' 1.63 0.47 0.50 15 SUBAREA AVERAGE PEPVIOUS LOSS RATE, FOINCH/HR) = 0.47 FLOW PROCESS FROM NODE 180.00 TO NODE 185.00 IS CODE = 31 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFF(CFS) = 4 44 ,,,,,COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA,",, EFFECTIVE AREA(ACRES) . 6.12 AREA-AVERAGED Fm(INCH/HP) . 0.23 "USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<<< AREA-AVERAGED Fp)INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.50 . . . ===... TOTAL AREA(ACRES) = 6.12 PEAK FLOW RATE(CFS) = 16.68 ELEVATION DATA: UPSTREAM(FEET) = 42.55 DOWNSTREAM(FEET) . 39.76 FLOW LENGTH(FEET) = 100.00 MANNING'S N . 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.7 INCHES FLOW PROCESS FROM NODE 175.00 TO NODE 180.00 IS CODE = 31 PIPE-FLOW VELOCITY(FEET/SEC.) = 12.77 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 »,,,COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAP.E.A««< PIPE-FLOW(CFS) = 29.88 >»,aUSING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«<< PIPE TRAVEL TIMEIMIN.1 = 0.13 Tc)MIN.) = 14.64 ...... . : . LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 PEET. ELEVATION DATA: UPSTREAM(FEET) = 44.40 DOWNSTREAM(FEET) = 42.55 FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE a 11 PIPE-FLOW VELOCITY(FEET/SEC.) . 5.81 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 » MEMORY BANK 11 1 WITH THE MAIN-STREAM MEMORY««< PIPE-FLOW(CFS) . 16.68 = PIPE TRAVEL TIME(M/N.1 . 1.06 Tc(MIN.1 = 14.51 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1040.00 FEET. " MAIN STREAM CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm( Ap Re HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 1 29.88 14.64 3.101 0.47( 0.23) 0.50 11.1 0.00 2 28.91 17.43 2.792 0.47( 0.23) 0.50 12.0 0.00 >ss»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« 3 28 26 18.86 2.663 0.471 0.23) 0.50 12.4 0.00 >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 FEET. _.= . . TOTAL NUMBER OF STREAMS = 2 " MEMORY BANK O 1 CONFLUENCE DATA •• CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER TIME OF CONCENTRATION1MIN.1 = 14.51 NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE RAINFALL INTENSITY(INCH/HR) . 3.12 1 101.76 8.50 4.297 0.47( 0.22) 0.46 22.3 0.00 AREA-AVERAGED Fm)INCH/HR) = 0.23 2 115.46 12.06 3.483 0.47( 0.22) 0.46 31.8 0.00 AREA-AVERAGED Fp(INCH/HR) . 0.47 3 116 04 12.23 3.454 0.47( 0.22) 0.46 32.2 0.00 AREA-AVERAGED Ap = 0.50 4 118.15 12.84 3.354 0.47( 0.22) 0.46 33.9 0.00 EFFECTIVE STREAM AREA(ACRES) = 6.12 5 121.82 13.91 3.197 0.47( 0.22) 0.46 37.4 0.00 TOTAL STREAM AREA1ACRES) = 6.12 6 121.95 13.95 3.192 0.471 0.22) 0.46 37.5 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.66 7 126.37 15.45 3.002 0.47( 0.22) 0.46 42.1 0.00 8 128.46 16.22 2.915 0.47( 0.22) 0.46 44.4 0.00 •• CONFLUENCE DATA .. 9 129.23 16.51 2.884 0.47( 0.22) 0.46 45.2 0.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 10 129.93 17.04 2.830 0.47( 0.22) 0.46 46.6 0.00 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 11 129.98 17.13 2.822 0.47( 0.22) 0.46 46.8 0.00 1 14.14 18.73 2.675 0.47( 0.24) 0.50 6.3 0.00 12 129.98 17.13 2.822 0.47) 0.22) 0.46 46.8 0.00 1 14.04 17.30 2.805 0.47( 0.23) 0.50 5.9 0.00 13 130.09 17.37 2.798 0.48( 0.22) 0.46 47.3 0.00 2 16.68 14.51 3.118 0.47( 0.23) 0.50 6.1 0.00 14 130.11 17.57 2.779 0.48) 0.22) 0.46 47.7 0.00 15 130.06 17.97 2.742 0.481 0.22) 0.46 48.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 16 129.70 18.72 2.675 0.48( 0.22) 0.46 49.8 0.00 CONFLUENCE FORMULA USED FOR 2 STREAMS. 17 128.36 20.16 2.559 0.481 0.22) 0.46 52.0 0.00 En INN li IMO K'', Lai IIMI 101/ Ihia IIMI MI Lia I 1M LAI INII Mil nal Date: 11/07/00 File name: FC100AB.P.ES Page 41 Date: 11/07/00 File name: FC100AB.P.ES Page 42 18 128.12 20.36 2.543 0.48) 0.22) 0.46 52 3 0 00 19 127.62 20.67 2.521 0.49( 0.221 0.46 52.7 0.00 20 127.62 20.67 2.521 0 48( 0.22) 0 -46 52.7 0.00 FLOW PROCESS FROM NODE 0 00 TO NODE 210.00 IS CODE = 21 G .. if 21 126.87 21.02 2.495 0.48( 0.22) 0.46 53.0 0,00 22 126.42 21.21 2 482 0 48( 0.22) 0.46 53.2 0.00 » METHOD INITIAL SUBAREA ANALYSIS« «< 23 123.78 22.15 2.418 0.48( 0.22) 0.46 53,8 402.01 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 24 123.14 22.34 2.406 0 48( 0.221 0.46 53.9 0.00 = 25 114.12 25.05 2.246 0.48) 0 22) 0.46 54 4 0.00 INITIAL SUBAREA FLOW- LEIIGTH(FEET) _ 840.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 0.00 FEET. ELEVATION DATA: UPSTREAM(FEET) = 55.30 DOWNSTREAM(FEET) = 50.71 •• PEAK FLOW RATE TABLE •• Tc = K•)ILENGTH•• 3.001 /(ELEVATION CHANGEI)••0.20 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 16.299 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.907 1 153.85 14.64 3.101 0 47( 0.22) 0.47 50.7 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC II)' 2 159.00 17.43 2.792 0.47( 0.221 0.47 59 4 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 3 157.83 18.86 2.663 0.47( 0.22) 0.47 62.4 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 4 126.35 8.50 4.297 0.47( 0.22) 0.47 28 8 0.00 RESIDENTIAL 5 143.36 12.06 3.483 0.47( 0.221 0.47 40.9 0.00 "5 -7 DWELLINGS /ACRE' 0 2 77 0.47 0.50 75 16.30 6 144.08 12.23 3.454 0.47( 0.221 0.47 41.5 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 7 146.69 12.84 3.354 0.47( 0.221 0.47 43.7 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 8 151.18 13.91 3.197 0.47( 0.22) 0.47 47.9 0.00 SUBAREA RUNOFFICFS) = 6.66 9 151.33 13.95 3.192 0.47( 0.22) 0.47 48.1 0.00 TOTAL AREA(ACRES) = 2.77 PEAK FLOW RATE(CFS) = 6.66 10 155.97 15.45 3.002 0.47) 0.22) 0.47 53.4 0 00 11 157.79 16.22 2.915 0.47( 0 22) 0.47 56.0 0.00 12 158.45 16.51 2.884 0.47) 0.221 0.47 56.9 0 00 FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 13 158.97 17.04 2.830 0.47( 0.22) 0.47 58.5 0.00 14 158.99 17.13 2.822 0.47) 0.22) 0.47 58.7 0.00 > »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < 15 158.99 17.13 2.822 0.47( 0.22) 0.47 58.7 0.00 = _ ________ 16 159.01 17.37 2.798 0.47( 0.22) 0.47 59.3 0.00 TOTAL NUMBER OF STREAMS = 2 17 158.95 17 57 2.779 0.47( 0.22) 0.47 59.8 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 18 158.72 17 97 2.742 0.47( 0.22) 0.47 60.6 0.00 TIME OF CONCENTRATION(MIN.) = 16 30 19 158.02 18.72 2.675 0.47( 0.22) 0.47 62.2 0.00 RAINFALL INTENSITY(INCH /HR) = 2.91 20 155.40 20.16 2.559 0.47( 0.22) 0.47 64.4 0.00 AREA - AVERAGED Fm(INCH /HRI = 0.24 21 154.98 20.36 2.543 0.471 0.22) 0 47 64.6 0.00 AREA - AVERAGED Fp(INCH/HR) = 0.47 22 154.23 20.67 2.521 0.47( 0.22) 0.47 65.1 0.00 AREA- AVERAGED Ap = 0.50 23 154.21 20.67 2.521 0 47( 0.22) 0.47 65 1 0.00 EFFECTIVE STREAM AREA(ACRES) = 2.77 24 153.18 21.02 2.495 0.47) 0.22) 0.47 65.4 0.00 TOTAL STREAM AREA(ACRES) = 2.77 25 152,57 21.21 2.482 0.47) 0 221 0.47 65.6 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.66 26 149.18 22.16 2.418 0.47( 0.221 0.47 66.2 402.01 27 148.40 22.34 2.406 0.47) 0.22) 0.47 66.3 0.00 28 137.53 25.05 2.246 0.47( 0.22) 0.47 66.8 0.00 FLOW PROCESS FROM NODE 0.00 TO NODE 210.00 IS CODE = 21 C - 2 TOTAL AREA(ACRES) = 70.28 > ,>,>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««« COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« PEAK FLOW RATEICFS( = 159.01 Tc(MIN.1 = 17.375 = _____ s - - _= __ __ EFFECTIVE AREA(ACRES) = 59.31 AREA - AVERAGED Fm(INCH/HR) = 0.22 INITIAL SUBAREA FLOW- LENGTH(FEET) = 950.00 AREA- AVERAGED Fp(INCH /HRI = 0.47 AREA - AVERAGED Ap = 0.47 ELEVATION DATA: UPSTREAMIFEET) = 56.40 DOWNSTREAM(FEET) = 50.71 TOTAL AREA(ACRES) = 70.28 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 FEET. Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGEIJ••0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.810 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.854 FLOW PROCESS FROM NODE 185.00 TO NODE 182.00 IS CODE = 31 SUBAREA Tc AND LOSS RATE DATA(AMC I1): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc »,,,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«.« LAND USE GROUP (ACRES) (INCH /HP.) (DECIMAL) CN (MIN.) »»,USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< RESIDENTIAL _ ___ •5 -7 DWELLINGS /ACRE" D 5.20 0.47 0.50 75 16.91 ELEVATION DATA: UPSTREAM(FEET) = 37.75 DOWNSTREAM(FEET) = 36.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0 47 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.2 INCHES SUBAREA RUNOFF(CFS) = 12.26 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.36 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 12.26 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 159.01 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 17.97 FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 182.00 = 1760.00 FEET. Date: 11/07/00 File name: FC100AB RES Page 43 Date, 11/07/00 File name: FC100AB.RES Page 44 ,»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-«< TOTAL STREAM AREA(ACRES) = 7.97 naSSnAND COMPUTE VARIOUS CONFLUENCED STREAM VALuES«...< PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.79 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOP INDEPENDENT STREAM 2 ARE FLOW PROCESS FROM NODE 0.00 TO NODE 220.00 IS CODE = 21 C . 3 TIME OF CONCENTRATION(MIN.) 16.81 RAINFALL INTENSITY(INCH/HR) . 2.85 »,»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA-AVERAGED Fm(INCH/HP) = 0.24 "USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA. AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.50 INITIAL SUBAREA FLOW-LENGTH(FEETI 820.00 EFFECTIVE STREAM AREA(ACRES) = 5.20 ELEVATION DATA: UPSTREAM(FEET) a 57.20 DOWNSTREAM)FEET) = 50.93 TOTAL STREAM AREA(ACRES) 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.26 Tc = K•f(LENGTH" 3 00(/(ELEVATION CHANGEW*0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) . 15.093 •• CONFLUENCE DATA ", • 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.044 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SUBAREA Tc AND LOSS RATE DATA(AMC II): NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP) (ACRES) NODE DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 1 6.66 16.30 2.907 0 47( 0.24) 0.50 2.8 0.00 LAND USE GROUP (ACRES) (INCH/HR( (DECIMAL) CM (MIN.) 2 12.26 16.81 2.854 0.47( 0.24) 0.50 5 2 0.00 RESIDENTIAL "5-7 DWELLINGS/ACRE" D 3.26 0.47 0.50 75 15.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA AVERAGE PERVIOUS LOSS RATE, FpIINCH/HR) = 0.47 CONFLUENCE FORMULA USED FOR 2 STREAMS. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap a 0.50 SUBAREA RUNOFF(CFS) = 8.24 =. PEAK FLOW RATE TABLE TOTAL AREA(ACRES) = 3.26 PEAK FLOW RATE(CFS) a 8.24 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HE) (INCH/HE) (ACRES) NODE 1 18.79 16.30 2 907 0.47( 0.23) 0.50 7.8 0 00 FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE 31 2 18.78 16.81 2.854 0.47( 0.24) 0.50 8.0 0.00 »,»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREAe..<« COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS, >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <.«. PEAK FLOW RATE(CFS) 18.79 Tc(MIN.) . 16.30 EFFECTIVE AREA(ACRES) 7.81 AREA-AVERAGED Fm(INCH/HR) 0.23 ELEVATION DATA: UPSTREAM(FEET) a 43.95 DOWNSTREAM(FEET) = 43.68 AREA-AVERAGED Fp(INCH/HR) 0.47 AREA-AVERAGED Ap = 0.50 FLOW LENGTH(FEET) . 30.00 MANNING'S N . 0.013 TOTAL AREA(ACRES) = 7.97 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES LONGEST FLOWPATH FROM NODE 0.00 TO NODE 210.00 = 950.00 FEET. PIPE-PLOW VELOCITY(FEET/SEC.) = 6.03 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) 8.24 FLOW PROCESS FROM NODE 210.00 TO NODE 230.00 IS CODE = 31 PIPE TRAVEL TIME(MIN.) = 0.08 Tc)MIN.) 15.18 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 = 850.00 FEET. >›,»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA...c.c. >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE a 1 ELEVATION DATA UPSTREAM(FEET) = 44.44 DOWNSTREAM(FEET) = 44.17 FLOW LENGTH(FEET) a 70.00 MANNING'S N . 0.013 >»»DES/GNATE INDEPENDENT STREAM FOR CONFLUENCE.<<c. DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES >>>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« PIPE-FLOW VELOCITY(FEET/SEC.) 5.44 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 TOTAL NUMBER OF STREAMS = 2 PIPE-FLOW(CFS) a 19.79 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.( = 16.51 TIME OF CONCENTRATIONMIN.) = 15.18 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 = 1020.00 FEET, RAINFALL INTENSITY(INCH/HR) = 3.03 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED PO/NCH/RR) = 0.47 FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 AREA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.26 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE.<c« TOTAL STREAM AREA(ACRES) = 3.26 • = PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.24 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: •'• CONFLUENCE DATA TIME OF CONCENTRATION(MIN.) = 16.51 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER RAINFALL INTENSITY(INCH/HR) a 2.88 NUMBER (CPS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE AREA-AVERAGED Fm(INCH/HR) = 0.23 1 18.79 16.51 2.884 0.47( 0.23) 0.50 7.8 0.00 AREA-AVERAGED Fp(INCH/HR) = 0.47 1 18.78 17.02 2.832 0.47( 0.24) 0.50 9.0 0.00 AREA-AVERAGED Ap a 0.50 2 8.24 15.19 3.034 0.47( 0.23) 0.50 3.3 0.00 EFFECTIVE STREAM AREA(ACRES) = 7.81 811111 Lai 1181;883 Lai 1111111 Date: 11/07/00 File name: FC100AB.PES Page 45 Date: 11/07/00 File name: FC100AB.RES Page 46 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO "5-7 DWELLINGS/ACRE" 0 2 09 0.47 0.50 75 14.28 CONFLUENCE FORMULA USED FOP. 2 STREAMS. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 PEAK FLOW PATE TABLE SUBAREA RUNOFF(CFS) = 5.48 STREAM Q To Intensity Fp(Fm) Ap Am HEADWATER TOTAL AREA(ACRES) = 2.09 PEAK FLOW RATE(CFS) = 5.48 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 26.59 16.51 2 884 0.47( 0.23) 0.50 11 1 0.00 2 26.43 17.02 2.832 0.47( 0.24) 0.50 11.2 0 00 FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE 1 3 26.48 15.18 3.034 0.47( 0.23) 0.50 10.4 0.00 ""DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE,,,.:, COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: -------------------------------------- PEAK FLOW RATE(CFS) = 26.59 Tc(MIN.) = 16.51 TOTAL NUMBER OF STREAMS = 3 EFFECTIVE AREA(ACRES) = 11.07 AREA-AVERAGED Fm(INCH/HR) 0.23 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: AREA-AVERAGED Fp(/NCH/HR( = 0.47 AREA-AVERAGED Ap = 0.50 TIME OF CONCENTRATION(MIN.) = 14.28 TOTAL AREA(ACRES) 11.23 RAINFALL INTENSITYIINCH/HR) . 3.15 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 1020.00 FEET. AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap 0.50 FLOW PROCESS FROM NODE 230.00 TO NODE 250.00 IS CODE = 31 EFFECTIVE STREAM AREA(ACRES) = 2.09 TOTAL STREAM AREA(ACRES) . 2.09 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«=== PEAK FLOW RATE(CFS) AT CONFLUENCE . 5.48 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«.«< ELEVATION DATA: UPSTREAM)FEET) = 43.65 DOWNSTREAM(FEET) = 42.02 FLOW PROCESS FROM NODE 0.00 TO NODE 250.00 IS CODE = 21 C 5 FLOW LENGTH(FEET) . 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.2 INCHES >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYS/S=«.« PIPE-PLOW VELOC/TY(FEET/SEC.( . 5.97 »USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 - PIPE-FLOW(CFS) 26.59 INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 PIPE TRAVEL TIME(MIN.( = 1.15 Tc(MIN.) = 17.66 ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 49.59 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 250.00 = 1430.00 FEET. To K 3.001/(ELEVATION CHANGE(]..0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.216 FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 • 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.156 SUBAREA Tc AND LOSS RATE DATA(AMC II): >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««= DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 APE. "5-7 DWELLINGS/ACRE' D 3.39 0.47 0.50 75 14.22 TIME OF CONCENTRATION(MIN.) = 17.66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) 0.47 RAINFALL INTENSITY(INCH/HR) = 2.77 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA-AVERAGED Fm(INCH/HR) = 0.23 SUBAREA RUNOFF(CFS) = 8.91 AREA-AVERAGED Fp(INCH/HR) = 0.47 TOTAL AREA(ACRES) = 3.39 PEAK FLOW RATE(CFS) = 8.91 AREA-AVERAGED Ap 0.50 EFFECTIVE STREAM AREA(ACRES) = 11.07 TOTAL STREAM AREA(ACRES) = 11.23 FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 PEAK FLOW RATE(CFS) AT CONFLUENCE a 26.59 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE=«== >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«.4« FLOW PROCESS FROM NODE 0.00 TO NODE 250.00 IS CODE = 21 (7 TOTAL NUMBER OF STREAMS = 3 >»"RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: »usE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.( = 14.22 RAINFALL INTENSITY(INCH/HR) = 3.16 INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 AREA-AVERAGED Fm(INCH/HR) = 0.24 ELEVATION DATA: (JPSTREAM(FEET) = 53.90 DOWNSTREAM(FEET) 49.59 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap 0.50 To = 1011LENGTH 3.001/)ELEVATION CHANGE11“0.20 EFFECTIVE STREAM AREA(ACRES( a 3.39 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.282 TOTAL STREAM AREA(ACRES) = 3.39 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.147 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.91 • SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To CONFLUENCE DATA 1 .• LAND USE GROUP (ACRES) (/NCH/HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ac HEADWATER RESIDENTIAL NUMBER (CFS) (M/t1.) (INCH/HR) (INCH/HR( (ACRES) NODE ale 111111 LAN MI GU Mi IMP Date: 11/07/00 File name: FC100AB.RES Page 47 Date: 11/07/00 File name: FC100AB.RES Page 48 1 26.59 17.66 2.771 0.47) 0.23) 0.50 11.1 0 00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap a 0.50 1 26.43 18.17 2.723 0.47( 0.24) 0.50 11.2 0.00 SUBAREA RUNOFF(CFS) = 4.88 1 26.48 16 32 2.905 0.47( 0.23) 0.50 10.4 0 00 TOTAL AREAIACRES) = 1.76 PEAK FLOW PATE(CFS) = 4.88 2 5.48 14.28 3.147 0.47( 0.23) 0.50 2.1 0.00 3 8.91 14.22 3.156 0.47( 0.24) 0.50 3.4 0.00 FLOW PROCESS FROM NODE 255.00 TO NODE 255.00 IS CODE = 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. > » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < = _ •• PEAK FLOW RATE TABLE •• TOTAL NUMBER OF STREAMS = 2 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE NUMBER (CFS) )MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TIME OF CONCENTRATIONIMIN.) = 13.08 1 39.64 14.28 3.147 0.47( 0.23) 0.50 14.6 0.00 RAINFALL INTENSITY(INCH /HR) = 3.32 2 39.65 16.32 2.905 0.47( 0.23) 0.50 15.9 0 00 AREA- AVERAGED Fm)INCH /HR) = 0.23 3 39.09 17.66 2.771 0.47( 0.23) 0.50 16.6 0 00 AREA- AVERAGED Fp)INCH /HR) = 0.47 4 38.70 18.17 2.723 0.47( 0.24) 0.50 16.7 0.00 AREA - AVERAGED Ap = 0.50 5 39.61 14.22 3.156 0.47( 0.23) 0.50 14.6 0.00 EFFECTIVE STREAM AREA(ACRES) = 1.76 TOTAL STREAM AREAIACRES) = 1.76 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATEICFS) AT CONFLUENCE = 4.88 PEAK FLOW RATEICFS) = 39.65 Tc(MIN.1 = 16.32 EFFECTIVE AREA(ACRES) = 15.92 AREA - AVERAGED Fm(INCH /HR1 = 0.23 AREA - AVERAGED Fp)INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 FLOW PROCESS FROM NODE 0.00 TO NODE 255.00 IS CODE = 21 A -Z TOTAL AREA(ACR£S1 = 16.71 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 250.00 = 1430.00 FEET. » = »RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = FLOW PROCESS FROM NODE 250.00 TO NODE 340.00 IS CODE = 31 INITIAL SUBAREA FLOW- LENGTH(FEET) = 440.00 ELEVATION DATA: UPSTREAM(FEET) = 55.90 DOWNSTREAM(FEET) = 52.71 »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »> »»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < Tc = K•[(LENGTH•• 3.00) /(ELEVATION CHANGE) J ____= = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.I = 11.892 ELEVATION DATA: UPSTREAMIFEET) = 41.99 DOWNSTREAM(FEET) = 40.98 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.512 FLOW LENGTH(FEET) s 250.00 MANNING'S N = 0.013 SUBAREA Tc AND LOSS RATE DATAIAMC II): DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.1 INCHES DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc PIPE -FLOW VELOCITYIFEET /SEC.) = 6.49 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 RESIDENTIAL PIPE- FLOWICFS) = 39.65 "5 -7 DWELLINGS /ACRE" D 1.38 0.47 0.50 75 11.89 PIPE TRAVEL TIME(MIN.) = 0.64 TC(MIN.1 = 16.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp)INCH /HR) = 0.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1680.00 FEET. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.07 TOTAL AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) = 4.07 FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 10 »»»MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK If 2 «<« - FLOW PROCESS FROM NODE 255.00 TO NODE 255.00 IS CODE = 1 _ » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ` - / " COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «« FLOW PROCESS FROM NODE 0.00 TO NODE 255.00 IS CODE = 21 A = ---_ _____ ______ ___ TOTAL NUMBER OF STREAMS = 2 »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< CONFLUENCE VALUES USED FOR. INDEPENDENT STREAM 2 ARE: "USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 11.89 = RAINFALL INTENSITY(INCN /HR) = 3.51 INITIAL SUBAREA FLOW- LENGTHIFEET) = 560.00 AREA- AVERAGED Fm(INCH /HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET) = 56.80 DOWNSTREAM(FEET) = 52.71 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap ' 0.50 Tc = K•((LENGTH•• 3.001 /(ELEVATION CHANGE)[••0.20 EFFECTIVE STREAM AREAIACRES) = 1.38 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.077 TOTAL STREAM AREA(ACRES) = 1.38 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.318 PEAK FLAW RATE(CFS) AT CONFLUENCE = 4.07 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc •• CONFLUENCE DATA •• • LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN )MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HRI (INCH /HR) (ACRES) NODE "5 -7 DWELLINGS /ACRE• D 1.76 0.47 0.50 75 13.08 1 4.88 13.08 3.318 0.47) 0.23) 0.50 1.8 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HRI = 0.47 2 4.07 11.89 3.512 0.47( 0.23) 0.50 1.4 0.00 - Ms MO MI - liall ® Mia - r r • WI MI WM Date: 11/07/00 File name: FC100AB.P.ES Page 49 Date: 11/0700 File name: FC100AB RES Page 50 "5-1 DWELLINGS/ACRE" D 2.21 0 47 0.50 75 11.61 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0 47 CONFLUENCE FORMULA USED FOR 2 STREAMS. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.50 SUBAREA RUNOFF(CFS) = 6.62 .. PEAR FLOW P.2 TABLE ." TOTAL AREA(ACRES) = 2.21 PEAK FLOW RATE(CFS) = 6.62 STREAM Q Tc Intensity FpfFml Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP) (ACRES) NODE 1 0.71 13.08 3.318 0.47) 0.24) 0 50 3.1 0 00 FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE . 1 2 8.79 11.89 3.512 0.47) 0.24) 0 50 3.0 0.00 ,, ,»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEss,s COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ,, ,, , AND COMPUTE VARIOUS CONFLUENCE() STREAM VALUES.: PEAK FLOW RATE(CFS( = 8.79 Tc(MIN.1 = 11.09 = = EFFECTIVE AREA(ACRES) = 2.98 AREA-AVERAGED Fm(INCH/HR) = 0 24 TOTAL NUMBER OF STREAMS = 2 AREA-AVERAGED Fp(INCH/HR) . 0.47 AREA-AVERAGED Ap . 0 50 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 APE: TOTAL AREA(ACRES) = 3.14 TIME OF CONCENTRATION(MIN.) = 11.61 LONGEST FLOWPATH PROM NODE 0.00 TO NODE 255.00 = 560.00 FEET. RAINFALL INTENSITY(INCH/HR) . 3.56 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.47 FLOW PROCESS FROM NODE 255.00 TO NODE 260.00 IS CODE = 31 AREA-AVERAGED Ap . 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.21 >>»,COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< TOTAL STREAM AREA(ACRES) = 2.21 >r>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) '«r« PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.62 = = = ELEVATION DATA: UPSTREAM(FEET) = 46.57 DOWNSTPEAM(FEET) . 45.50 "' CONFLUENCE DATA ." FLOW LENGTH(FEET) . 270.00 MANNING'S N . 0.013 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.0 INCHES NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE PIPE-FLOW VELOCITY(FEET/SEC.) = 4.47 1 8.71 14.09 3.173 0.47) 0.24) 0.50 3.1 0.00 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 1 8.79 12.90 3.345 0.47( 0.24) 0.50 3.0 0.00 PIPE-FLOW(CFS) = 8.79 2 6.62 11.61 3.563 0.47( 0.23) 0.50 2.2 0.00 PIPE TRAVEL TIME(MIN.) = 1.01 Tc)MIN.) = 12.90 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 260.00 = 030.00 FEET RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. FLOW PROCESS FROM NODE 260.00 TO NODE 260 00 IS CODE = 1 .• PEAK FLOW PATE TALE ." STREAM Q Tc' Intensity Fp(Fm) Ap Ae HEADWATER »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEss<s< NUMBER (CFS) (MON.) (INCH/HR) (INCH/HR) (ACRES) NODE = . 1 14.98 12.90 3.345 0.47( 0.24) 0.50 5.2 0.00 TOTAL NUMBER OF STREAMS = 2 2 14.56 14.09 3.173 0.47) 0.24) 0.50 5.3 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 3 15.09 11.61 3.563 0.47( 0 23) 0.50 4.9 0.00 TIME OF CONCENTRATION(MIN.) = 12,90 RAINFALL INTENSITY)/NCH/NR) = 3.35 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA-AVERAGED Fm(INCH/HR) = 0.24 PEAK FLOW RATE(CFS) . 15.09 Tc(M/N.) = 11.61 AREA-AVERAGED Fp(INCH/HR) = 0.47 EFFECTIVE AREA(ACRES) . 4.89 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.50 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.98 TOTAL AREA(ACRES) . 5.35 TOTAL STREAM AREA(ACRES) = 3.14 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 260.00 = 830.00 FEET. PEAK FLOW RATE(CFS) AT CONFLUENCE . 8.79 FLOW PROCESS FROM NODE 260.00 TO NODE 270.00 IS CODE = 31 FLOW PROCESS FROM NODE 0.00 TO NODE 260.00 IS CODE = 21 A-3 >».»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA,s<c< .>» METHOD INITIAL SUBAREA ANALYSIS,<«< s»,,USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<•< >sUSE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA's ELEVATION DATA: UPSTREAM(FEET) . 45.48 DOWNSTREAM(FEET) = 45,35 INITIAL SUBAREA FLOW-LENGTH(FEET) = 460.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0 013 ELEVATION DATA: UPSTREAM(FEET) = 56.40 DOWNSTREAM(FEET) . 52.29 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.38 Tc = K•ULENGTH 3.00)/(ELEVATION CHANGE)1*0.20 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.610 PIPE-FLOW(CFS) = 15.09 • 100 YEAR RAINFALL INTENSITY(INCH(HR) = 3.563 PIPE TRAVEL TIME(MIN.) . 0.09 Tc(MIN.) = 11.70 SUBAREA Tc AND LOSS RATE DATA(AMC II): LONGEST FLOWPATH FROM NODE 0.00 TO NODE 270.00 = 860.00 FEET. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 111111 Ma 11111/ Ma MI !ctr.4"', MI MB IlIrrr lila La L;ii isli:a IM Mi MP MI IMI ILIAMB Date: 11/07/00 File name: FC100AB.RES Page 51 Date: 11/07/00 File name: FC100AB.RES Page 52 SUBAREA Tc AND LOSS PATE DATA(AMC II): ,,,, INDEPENDENT STREAM FOR CONFLUENCE...". DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: '5-7 DWELLINGS/ACRE' D 1.56 0.47 0.50 75 11.71 TIME OF CONCENTRATION(MIN.) = 11.70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0 47 RAINFALL INTENSITY(INCH/HR) = 3.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA-AVERAGED Fm(INCH/HR) = 0.23 SUBAREA RUNOFF(CFS) . 4.64 APEA-AVERAGED Fp(INCH/HR) = 0.47 TOTAL AREA(ACRES) . 1 56 PEAK FLOW RATE(CFS) = 4 64 AREA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.89 TOTAL STREAM AREA(ACRES) = 5.35 FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 PEAK FLOW RAT1 !SI AT CONFLUENCE = 15.09 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE...« >›,.»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES...". FLOW PROCESS FROM NODE 0.00 TO NODE 270.00 IS CODE = 21 TOTAL NUMBER OF STREAMS = 3 >,,,>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: ',USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 11.73 . =-... .. .. RAINFALL INTENSITY(INCH/HR) = 3.54 INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 AREA-AVERAGED Fm(INCH/HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET( = 55.10 DOWNSTREAM(FEET) = 52.26 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.50 TO . K 3.00)/(ELEVATION CHANGE))..0.20 EFFECTIVE STREAM AREA(ACRES) = 1.56 SUBAREA ANALYSIS USED MINIMUM Tc)MIN.) = 11.495 TOTAL STREAM AREA(ACRES) = 1.56 • 100 YEAR RAINFALL INTENSITY(INCH/HR) . 3.585 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.64 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc •• CONFLUENCE DATA .." LAND USE GROUP (ACRES) (INCH/HR1 (DECIMAL) CN (MIN.) STREAM 0 Tc Intensity Fp(Fml AP Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE '5-7 DWELLINGS/ACRE' D 0.76 0.47 0.50 75 11.50 1 14.98 12.99 3.331 0.47( 0.24) 0.50 5.2 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 1 14.56 14.18 3.160 0.47( 0.24) 0.50 5.3 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 15.09 11.70 3.546 0.47( 0.23) 0.50 4.9 0.00 SUBAREA RUNOFF(CFS) = 2.29 2 2.29 11.50 3.585 0.47) 0.23) 0.50 0.8 0.00 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 2.29 3 4.64 11.73 3.542 0.47( 0.23) 0.50 1.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 CONFLUENCE FORMULA USED FOR 3 STREAMS. ,,,,, INDEPENDENT STREAM FOR CONFLUENCE...« . PEAK FLOW RATE TABLE STREAM Q TO Intensity Fp(Fm) Ap Ae HEADWATER TOTAL NUMBER OF STREAMS . 3 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 21.89 11.50 3.585 0.47( 0.23) 0.50 7.1 0.00 TIME OF CONCENTRATIONIMIN.1 = 11.50 2 21.99 11.70 3.546 0.47( 0.23) 0.50 7.2 0.00 RAINFALL INTENSITY(INCH/HRI = 3.58 3 21.44 12.99 3.331 0.471 0.23) 0.50 7.5 0.00 AREA-AVERAGED Fm(INCH/HR) = 0.23 4 20.66 14.19 3.160 0.47) 0.24) 0.50 7.7 0.00 AREA-AVERAGED Fp(INCH/HR) = 0.47 5 21.99 11.73 3.542 0.47( 0.23) 0.50 7.2 0.00 AREA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.76 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TOTAL STREAM AREA(ACRES) . 0.76 PEAK FLOW RATE(CFS) = 21.99 Tc(MIN.) = 11.70 PEAK FLOW RATE(CFS( AT CONFLUENCE = 2.29 EFFECTIVE AREA(ACRES) = 7.21 AREA-AVERAGED Fm(INCH/RRI = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.67 FLOW PROCESS FROM NODE 0.00 TO NODE 270.00 IS CODE = 21 A 5 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 270.00 = 860.00 FEET. ,,,»RATIONAL METHOD INITIAL SUBAREA ANALYSIS...« "USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 270.00 TO NODE 280.00 IS CODE . 31 ...._"."............_====......" . INITIAL SUBAREA FLOW-LENGTH(FEET) . 480.00 »,»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA...« ELEVATION DATA: UPSTREAM(FEET) = 56.60 DOWNSTREAM(FEET) = 52.16 ,»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW...« Tc = K 3.001/(ELEVATION CHANGE11“0.20 ELEVATION DATA: UPSTREAM(FEETI = 45.32 DOWNSTREAM(FEETI . 43.23 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) . 11.728 FLOW LENGTH(FEET) . 520.00 MANNING'S N - 0.013 • 100 YEAR RAINFALL INTENSITY1INCII/HR) . 3.542 DEPTH OP FLOW IN 30.0 INCH PIPE IS 22.1 INCHES InIll M ON MIIII 111. MI LIM MI U11/ LAI Lilill MI MB MI MI MI SIN MI Date: 11/07/00 File name: FC100AB P.ES Page 53 Date: 11/07/00 File name: FC100AB.RES Page 54 PIPE-FLOW VELOCITY(FEET/SEC.1 = 5.60 ' TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA., ESTIMATED PIPE DIAMETER(INCH) . 30.00 NUMBER OF PIPES = PIPE-FLOWICFS) . 21.99 INITIAL SUBAREA FLOW-LENGTH(FEET) = 560 00 PIPE TRAVEL TIME(MIN ) . 1 53 Tc(MIN.) . 13.23 ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 51 44 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 280.00 = 1380.00 FEET. Tc = K"f(LENGTH". 3.00)/(ELEVATION CHANGEW SUBAREA ANALYSIS USED MINIMUM Tc(MIN ) = 13.445 FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 • 100 YEAR. RAINFALL INTENSITY(INCH/HR) = 3.263 SUBAREA Tc AND LOSS RATE DATAIAMC II): »,»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE‹<‹<‹ DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN ) TOTAL NUMBER OF STREAMS . 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: "5-7 DWELLINGS/ACRE" D 1.59 0.47 0.50 75 13.45 TIME OF CONCENTRATION)MIN.) = 13.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, FO/NCH/HR) . 0 47 RAINFALL INTENSITY(INCH/HR) = 3.29 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA-AVERAGED Fm(INCH/HR) = 0.23 SUBAREA RUNOFF(CFS) = 4.33 AREA-AVERAGED Fp(INCH/HR) = 0.47 TOTAL AREA(ACRES) = 1.59 PEAK FLOW RATE(CFS) = 4.33 AREA-AVERAGED Ap . 0.50 EFFECTIVE STREAM AREA(ACRES) = 7.21 TOTAL STREAM AREA(ACRES) = 7.67 FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 PEAK FLOW RATE(CC 1 AT CONFLUENCE = 21.99 ,, INDEPENDENT STREAM FOR CONFLUENCE<c«. >,,»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««.= FLOW PROCESS FROM NODE 0.00 TO NODE 280.00 IS CODE = 21 A = TOTAL NUMBER OF STREAMS = 3 ,,'RATIONAL METHOD INITIAL SUBAREA ANALYSIS« CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: ",USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA .c< TIME OF CONCENTRATION(MIN.) = 13.45 RAINFALL INTENSITY(INCH/HR) = 3.26 INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 AREA-AVERAGED Fm(INCH/HR) .- 0.23 ELEVATION DATA UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 51.44 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap . 0.50 Tc = K.I(LENGTH" 3.00)/(ELEVATION CHANGE))" EFFECTIVE STREAM AREA(ACRES) . 1.59 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.445 TOTAL STREAM AREA(ACRES) = 1.59 • 100 YEAR RAINFALL INTENSITY(INCH/HR) . 3.263 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.33 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc "" CONFLUENCE DATA " LAND USE GROUP (ACRES) (INCH/HR( (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH/ND) (INCH/HR) (ACRES) NODE "5-7 DWELLINGS/ACRE" D 1.71 0.47 0.50 75 13 45 1 21.89 13.02 3.326 0.47( 0.23) 0.50 7.1 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 1 21.99 13.23 3.295 0.47( 0.23) 0.50 7.2 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.50 1 21.44 14.52 3.115 0.47( 0.23) 0.50 7.5 0.00 SUBAREA RUNOFF(CFS) = 4.66 1 20 66 15.72 2.971 0.47( 0.24) 0.50 7.7 0.00 TOTAL AREA(ACRES) . 1.71 PEAK FLOW RATE(CFS) = 4.66 1 21.99 13.25 3.291 0.47( 0.23) 0.50 7.2 0.00 2 4.66 13.45 3.263 0.47( 0.23) 0.50 1.7 0.00 3 4.33 13.45 3.263 0.47( 0.23) 0.50 1.6 0.00 FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO >>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«< CONFLUENCE FORMULA USED FOR 3 STREAMS. TOTAL NUMBER OF STREAMS . 3 "" PEAK FLOW PATE TABLE .. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TIME OF CONCENTRATION(M/N.) = 13.45 NUMBER (CFS) (MIN.) (INCH/HR) (/NCH/HR) (ACRES) NODE RAINFALL INTENSITY(INCH/HR) . 3.26 1 30.78 13.02 3.326 0.47( 0.24) 0.50 10.3 0.00 AREA-AVERAGED Fm(INCH/HR) = 0.23 2 30.93 13.23 3.295 0.47( 0.23) 0.50 10.5 0.00 AREA-AVERAGED Fp(INCH/HR) = 0.47 3 30.94 13.25 3.291 0.47( 0.23) 0.50 10.5 0.00 AREA-AVERAGED Ap . 0.50 4 30.90 13.45 3.263 0.471 0.23) 0.50 10.6 0.00 EFFECTIVE STREAM AREA(ACRES) = 1.71 5 30.00 14.52 3.115 0.47( 0.23) 0.50 10.8 0.00 TOTAL STREAM AREA(ACRES) = 1.71 6 28.79 15.72 2.971 0.47( 0.241 0.50 11.0 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.66 7 30.90 13.45 3.263 0.47( 0.23) 0.50 10.6 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: FLOW PROCESS FROM NODE 0.00 TO NODE 280.00 IS CODE = 21 A .-7 PEAK FLOW RATE(CFS) = 30.94 Tc(MIN.) = 13.25 EFFECTIVE AREA(ACRES) = 10.47 AREA-AVERAGED Fm(INCH/HR) . 0.23 ,..».RATIONAL METHOD INITIAL SUBAREA ANALYS/S«<‹< AREA-AVERAGED Fp(INCH/HR) . 0.47 AREA-AVERAGED Ap . 0.50 IIIIII ILIIII ...„ IMIII • MI MI SRI ,,,,-.- -,' LA LAI ,,,,( MI INIII • Mill INII MI Date: 11/07/00 File name: FC100AB.RES Page 55 1 Date: 11/07/00 File name: FC100AB.RES Page 56 TOTAL AREA(ACRES) = 10.97 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 280.00 = 130.0.00 FEET. ""'RATIONAL METHOD INITIAL SUBAREA ANALYS/S<.<<< »USE TIME-OF-CONCENTRATION NOMOGRAPH FOP INITIAL SUBAREA< FLOW PROCESS FROM NODE 280 00 TO NODE 330.00 IS CODE = 31 INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 55.80 DOWNSTREAM(FEET) . 50.63 »,»COMPUTE PIPE-FLOW TRAVEL TIME THPU SUBAREA«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) To . K 3.00)/(ELEVATION CHANGEW . - SUBAREA ANALYSIS USED MINIMUM Tc(M/N.) = 13.771 ELEVATION DATA: UPSTREAM(FEET) = 43.20 DOWNSTREAM(FEET) = 40 88 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.216 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 SUBAREA To AND LOSS RATE DATAIAMC II): DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.8 INCHES DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To PIPE-FLOW VELOCITY(FEET/SEC.1 = 5.99 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 RESIDENTIAL PIPE-FLOW(CFS) . 30.94 "5-7 DWELLINGS/ACRE" D 2.52 0.47 0.50 75 13.77 PIPE TRAVEL TIME(MIN.) . 1.67 TcIMIN.( . 14.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 . 1980.00 FEET SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap . 0.50 SUBAREA RUNOFF(CFS) = 6.76 TOTAL AREA(ACRES) . 2.52 PEAK FLOW RATE(CFS) = 6.76 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE . 10 ,,,,,MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK 4 3 <<<<< FLOW PROCESS FROM NODE 310.00 TO NODE 310 00 IS CODE = 1 ..... =. .=._. »,»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »›»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<c« FLOW PROCESS FROM NODE 0.00 TO NODE 310.00 IS CODE = 21 = TOTAL NUMBER OF STREAMS = 2 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: »USE TIME-OF-CrMCENTRATION NOMOGRAPH FOP INITIAL SUBAREA" TIME OF CONCENTRATION(MIN.) = 13.77 -. . RAINFALL INTENSITY(INCH/HR) = 3.22 INITIAL SUBAREA FLOW-LENGTH(FEET) = 730.00 AREA-AVERAGED Fm)INCH/HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET) . 55.50 DOWNSTREAM(FEET) = 50.63 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.50 To = K.F(LENGTH" 3.00)/)ELEVATION CHANGE)]..0.20 EFFECTIVE STREAM AREA(ACRES) = 2.52 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) . 14.806 TOTAL STREAM AREA(ACRES) = 2.52 • 100 YEAR RAINFALL INTENSITY(INCH/HR) . 3.079 PEAK FLOW RATE(CFS) AT CONFLUENCE . 6.76 SUBAREA Tc AND LOSS RATE DATA(AMC /I): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS To "• CONFLUENCE DATA • • LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) STREAM 0 To Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE "5-7 DWELLINGS/ACRE" D 2.63 0.47 0.50 75 14.81 1 6.73 14.81 3.079 0.47( 0.23) 0.50 2.6 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 2 6.76 13.77 3.216 0.47( 0.23) 0.50 2.5 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 6.73 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO TOTAL AREA(ACRES) . 2.63 PEAK FLOW RATE(CFS) . 6.73 CONFLUENCE FORMULA USED FOR 2 STREAMS. . PEAK FLOW RATE TABLE "" FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) )MIN.( (INCH/HR) (INCH/HR) (ACRES) NODE ,,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE.,<<<< 1 13.18 14.81 3.079 0.47) 0.23) 0.50 5.2 0.00 . . . = . 2 13.33 13.77 3.216 0.47) 0.23) 0.50 5.0 0.00 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: TIME OF CONCENTRATION(MIN.) = 14.81 PEAK FLOW RATE(CFS) = 13.33 Tc(MIN.) = 13.77 RAINFALL INTENSITY(/NCH/HR) = 3.08 EFFECTIVE AREA(ACRES) = 4.97 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fai)/NCH/HP.) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.47 AREA-AVERAGED Ap = 0.50 AREA-AVERAGED Fp(INCH/HR) = 0.47 TOTAL AREA(ACRES) = 5.15 AREA-AVERAGED Ap = 0.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 310.00 . 730.00 FEET. EFFECTIVE STREAM AREA(ACRES) = 2.63 TOTAL STREAM AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.73 FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE . 31 »,»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«=c= FLOW PROCESS FROM NODE 0.00 TO NODE 310.00 IS CODE ". 21 A-10 »,»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) MI Il MI MN MP MN Ma lin '' liall gall LW NM Mall MO In li Me Lail Date: 11/07/00 File name: FC100AB.P,ES Page 57 Date: 11/07/00 File name: FC100AB.RES Page 58 ELEVATION DATA: UPSTREAM(FEET) = 44.02 DOWNSTREAM(FEET) = 42.69 FLOW PROCESS FROM NODE 0.00 TO NODE 320 00 IS CODE • 21 A _/&/ FLOW LENGTHIFEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.8 INCHES >» » RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< PIPE -FLOW VELOCITY(FEET /SEC.) = 4 50 "USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 = PIPE- FLOW(CFS) • 13.33 INITIAL SUBAREA FLOW- LENGTH(FEET) = 600.00 PIPE TRAVEL TIMEIMIN.) = 1.67 Tc(MIN.) = 15.44 ELEVATION DATA: UPSTREAM(FEET) = 53.00 DOWNSTP.EAMIFEET) = 49.19 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 320.00 = 1180.00 FEET. Tc = K 3.001 /(ELEVATION CHANGE11••0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.825 FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 • 100 YEAR RAINFALL INTENSITYIINCH /HR) = 3.209 SUBAREA Tc AND LOSS RATE DATA(AMC II): »»> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc __ _ . ____= LAND USE GROUP (ACRES) (INCH /HR1 (DECIMAL) CN (MIN.) TOTAL NUMBER OF STREAMS = 3 RESIDENTIAL CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: "5 -7 DWELLINGS /ACRE" D 2.46 0.47 0.50 75 13.82 TIME OF CONCENTRATION(MIN.) = 15 44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HRI = 0.47 RAINFALL INTENSITY(INCH /HR) = 3.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 AREA - AVERAGED Fm(INCH/HR) = 0 23 : SUBAREA RUNOFF(CFS) = 6.58 AREA - AVERAGED Fp(INCH/HR) = 0.47 TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) = 6.58 AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.97 TOTAL STREAM AREA(ACRES) = 5.15 FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE • 1 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.33 "DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< FLOW PROCESS FROM NODE 0.00 TO NODE 320.00 IS CODE = 21 A -/3 = ______ ___________________ _ == =_ =s = = = = =________ == = = =s = = === TOTAL NUMBER OF STREAMS = 3 ,, ,>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: ',USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTPATION(MIN.) = 13.82 RAINFALL INTENSITY(INCH /HRI = 3.21 INITIAL SUBAREA FLOW- LENGTH(FEET) = 640.00 AREA - AVERAGED Fm)INCH /HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET1 = 54.80 DOWNSTREAM(FEET) = 49.18 AREA - AVERAGED Fp(INCH /HRI = 0 47 AREA - AVERAGED Ap = 0.50 Tc = K•(ILENGTH• 3.001 /(ELEVATION CHANGE)) "0.20 EFFECTIVE STREAM AREA (ACRES) = 2.46 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.296 TOTAL STREAM AREAIACRES) = 2.46 • 100 YEAR RAINF. INTENSITYIINCH /HP.) = 3.285 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.58 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc •• CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HR) (INCH /MR) (ACRES) NODE "5 -7 DWELLINGS /ACRE" D 2.73 0.47 0.50 75 13.30 1 13.18 16.48 2.888 0.47( 0.23) 0.50 5.2 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 1 13.33 15.44 3.003 0.47( 0.23) 0.50 5.0 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 2 7.49 13.30 3.285 0.47( 0.231 0.50 2.7 0.00 SUBAREA RUNOFF(CFS) = 7.49 3 6.58 13.82 3.209 0.47( 0.23) 0.50 2.5 0.00 TOTAL AREA(ACRES) • 2.73 PEAK FLOW PATE(CFSI = 7.49 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 •• PEAK FLOW RATE TABLE •• »> »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «c« STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER _______= NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL NUMBER OF STREAMS = 3 1 26.63 13.30 3.285 0.47( 0.23) 0.50 9.4 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 2 26.25 15.44 3.003 0.47( 0.23) 0,50 10.2 0.00 TIME OF CONCENTRATION(MIN.1 = 13.30 3 25.58 16.48 2.888 0.47( 0.23) 0.50 10.3 0.00 RAINFALL INTENSITY(INCH /HR) = 3.28 4 26.72 13.82 3.209 0.47( 0.23) 0.50 9.6 0.00 AREA - AVERAGED Fp(INCH/HR) = 0.23 AREA - AVERAGED Fp(INCH/HR) = 0.47 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA - AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 26.72 Tc(MIN.) = 13.82 EFFECTIVE STREAM AREA(ACRES) = 2.73 EFFECTIVE AREA(ACRES) = 9.64 AREA - AVERAGED Fm(INCH/HR) = 0.23 TOTAL STREAM AREA(ACRES) = 2.73 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.49 TOTAL AREA(ACRES) = 10.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 320.00 = 1180.00 FEET. MI MI 1=11 IMIl ses: ® _. Date: 11/07/00 File name: FC100AB.P.ES Page 59 Date: 11/07/00 File name: FC100AB.P.ES Page 60 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET. FLOW PROCESS FROM NODE 320.00 TO NODE 330.00 IS CODE = 31 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE a 12 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «<c< »» >CLEAR MEMORY BANK 4 3 ««< ELEVATION DATA UPSTREAM(FEET) 42.66 DOWNSTREAM(FEET) _ 41.50 FLOW LENGTH(FEET) = 155.00 MANNING'S N _ 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.2 INCHES FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.61 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < «< PIPE- FLOW(CFS) = 26.72 z-- - = =_ >_ PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.1 = 14.16 TOTAL NUMBER OF STREAMS = 2 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 14.90 RAINFALL INTENSITY(INCH /HR) = 3.07 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 11 AREA- AVERAGED Fm)INCH /HP.) = 0.23 AREA-AVERAGED Fp(INCH /HR) = 0.47 » »»CONFLUENCE MEMORY BANK 4 3 WITH THE MAIN - STREAM MEMORY <c «< AREA- AVERAGED Ap = 0.50 ___ __ = = =_ == = = =z= _ =s= _ ==.__= EFFECTIVE STREAM AREAIACRES) = 20.33 TOTAL STREAM AREA(ACRES) = 21.31 •• MAIN STREAM CONFLUENCE DATA •• PEAK FLOW RATE(CFS) AT CONFLUENCE = 57.44 STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HRI (ACRES) NODE 1 26.63 13.64 3.236 0.47( 0.23) 0.50 9.4 0.00 FLOW PROCESS FROM NODE 0.00 TO NODE 330.00 IS CODE = 21 A r 9 2 26.72 14.16 3.162 0.471 0.23) 0.50 9.6 0.00 3 26.25 15.78 2.964 0.47( 0.23) 0.50 10.2 0.00 »»,'RATIONAL METHOD INITIAL SUBAREA ANALYSIS= « 4 25.58 16.82 2.853 0.471 0.23) 0.50 10.3 0.00 »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET. ____ ________. - -= a== = == .s =. = = =__ INITIAL SUBAREA FLOW - LENGTH(FEET) = 660.00 •• MEMORY BANK 4 3 CONFLUENCE DATA •• ELEVATION DATA: UPSTREAM(FEET) = 53.80 DOWNSTREAM(FEET) = 49.83 STREAM Q Tc Intensity Fp)Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HP.) (INCH /HR) (ACRES) NODE Tc = K•[(LENGTH'• 3.001 /(ELEVATION CHANGEI1' 1 30.78 14.69 3 094 0.471 0.24) 0.50 10.3 0 00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.1 = 14.518 2 30.93 14.90 3.068 0.47( 0.23) 0.50 10.5 0.00 • 100 YEAR PAINFALL INTENSITY(INCH/HR) = 3.116 3 30.94 14.92 3.065 0.47( 0.23) 0.50 10.5 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 4 30.90 15.12 3.042 0.47) 0.23) 0.50 10.6 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 5 30.90 15.12 3.042 0.47) 0.23) 0.50 10.6 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 6 30.00 16.20 2.918 0.471 0.23) 0.50 10.8 0.00 RESIDENTIAL 7 28.79 17.40 2.796 0.47) 0.24) 0.50 11.0 0.00 "5 -7 DWELLINGS /ACRE" D 2.14 0.47 0.50 75 14.52 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 0.00 FEET. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 •• PEAK FLOW RATE TABLE •• SUBAREA RUNOFF(CFS) = 5.55 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) = 5.55 NUMBER (CFS) IN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 56.62 13.64 3.236 0.47( 0.24) 0 50 18.9 0.00 2 57.11 14.16 3.162 0.47( 0.23) 0.50 19.6 0.00 FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 3 56.60 15.78 2.964 0.47( 0.231 0.50 20.9 0.00 4 54.95 16.82 2.853 0.47( 0.23) 0.50 21.2 0.00 » '»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < 5 57.35 14.69 3.094 0.471 0.23) 0.50 20.1 0.00 »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«« < 6 57.44 14.90 3.068 0.47( 0.23) 0.50 20.3 0.00 -- ====z=.===______===_=a====_.=_a=====_====.a=== 7 57.44 14.92 3.065 0.47( 0.23) 0.50 20 4 0.00 TOTAL NUMBER OF STREAMS = 2 8 57.35 15.12 3.042 0.47) 0.23) 0.50 20.5 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE 9 57.35 15.12 3.042 0.47( 0.23) 0.50 20.5 0.00 TIME OF CONCENTRATION(MIN.1 = 14.52 10 55.98 16.20 2.918 0.471 0.23) 0.50 21.0 0.00 RAINFALL INTENSITY(INCH /HR) = 3.12 11 53.81 17.40 2.796 0.47) 0.24) 0.50 21.3 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.23 TOTAL AREA(ACRES) = 21.31 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: EFFECTIVE STREAM AREAIACRES) = 2.14 PEAK FLOW RATE(CFS) . 57.44 TC(MIN.) = 14.899 TOTAL STREAM AREA(ACRES) = 2.14 EFFECTIVE AREAIACRES) = 20.33 AREA- AVERAGED Fm1INCH /HR) = 0.23 PEAK FLOW PATE(CFS) AT CONFLUENCE = 5.55 AREA- AVERAGED Fp(INCH /HRI = 0.47 AREA- AVERAGED Ap = 0.50 TOTAL AREAIACRES) = 21.31 .• CONFLUENCE DATA •• UIII INI II 1E111 IMO INIIP all 11111 INN NM * LAI La alll MI all NM all Ilia MI _ - Date: 11/07/00 File name: FC100AB.RES ____ Page 61 Date: 11/07/00 File name: FC100AB.RES Page 62 STREAM Q Tc Intensity Fp(Fml Ap Ae HEADWATER RAINFALL INTENSITY(INCH/HR) . 3.01 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE AREA-AVERAGED Fm(INCH/HR) = 0.24 1 56.62 13.64 3.236 0.47( 0.24) 0.50 18 9 0.00 AREA-AVERAGED Fp(INCH/HR) . 0.47 1 57.11 14.16 3.162 0.47( 0.231 0.50 19 6 0.00 AREA-AVERAGED Ap = 0.50 1 56.60 15.78 2.964 0.47( 0.211 0.50 20.9 0.00 EFFECTIVE STREAM AREA(ACRES) = 22.47 1 54.95 16.82 2.853 0.47( 0 0.50 21.2 0 00 TOTAL STREAM AREA(ACRES) = 23.45 1 57.35 14.69 3.094 0 47) 0.23) 0.50 20.1 0 00 PEAK FLOW RATE(CFS) AT CONFLUENCE . 62.90 1 57.44 14.90 3.068 0.47) 0.23) 0.50 20 3 0 00 1 57.44 14.92 3.065 0.47( 0.23) 0.50 20.4 0 00 1 57.35 15.12 3.042 0.47) 0.23) 0.50 20.5 0 00 FLOW PROCESS FROM NODE 0.00 TO NODE 335.00 IS CODE = 21 /14 -/C../ / 1 57.35 15.12 3.042 0 47) 0.23) 0.50 20.5 0.00 1 55.98 16.20 2.918 0.47( 0.231 0.50 21.0 0.00 s»>-RATIONAL METHOD INITIAL SUBAREA ANALYSIS.«« 1 53.81 17.40 2.796 0.47) 0.24) 0.50 21.3 0.00 »,-USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<s 2 5.55 14.52 3.116 0 47( 0.23) 0.50 2.1 0.00 INITIAL SUBAREA FLOW-LENGTH(FEET) . 280.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ELEVATION DATA: UPSTREAM(FEET) = 52.20 DOWNSTREAM(FEET) = 49.54 CONFLUENCE FORMULA USED FOR 2 STREAMS. Tc = K.I(LENGTH.• 3.001/(ELEVATION CHANGE)).0.20 •• PEAK FLOW RATE TABLE •• SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.403 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.044 NUMBER (CFS) (M/N.) (INCH/HP) (INCH/HR) (ACRES) NODE SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 62.04 13.64 3.236 0.47( 0.24) 0.50 20.9 0 50 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 2 62.61 14.16 3.162 0.47( 0.23) 0.50 21.6 0.00 LAND USE GROUP (ACRES) (/NCH/HR) (DECIMAL) CH (MIN.) 3 62.86 14.69 3.094 0.47( 0.23) 0.50 22.2 0.00 RESIDENTIAL 4 62.90 14.90 3.068 0.47( 0.231 0.50 22.5 0.00 "5-7 DWELLINGS/ACRE" 0 0.69 0.47 0.50 75 9.40 5 62.89 14.92 3.065 0.47( 0.23) 0.50 22.5 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 6 62.75 15.12 3.042 0.47( 0.231 0.50 22.6 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 7 62.75 15.12 3.042 0.47) 0.23) 0.50 22.6 0 00 SUBAREA RUNOFF(CFS) = 2.37 8 61.85 15.78 2.964 0.47( 0.23) 0.50 23.0 0.00 TOTAL AREA(ACRES) . 0.69 PEAK FLOW RATEICFS) = 2.37 9 61.15 16.20 2.918 0.47) 0.23) 0.50 23.2 0.00 10 59.99 16.82 2.853 0.47( 0.23) 0.50 23.4 0.00 11 58.74 17.40 2.796 0.47( 0.24) 0.50 23.4 0.00 FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 12 62.82 14.52 3.116 0.471 0.23) 0.50 22.1 0.00 _il »»>DESIGNATE INDEP STREAM FOR CONFLUENCE<cc<s COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: »»»AND COMPUTE VARIO6S CONFLUENCED STREAM VALUESs«« PEAK FLOW PATE(CFS) = 62.90 Tc(MIN. 1 . 14.90 . = EFFECTIVE AREA(ACRES) = 22.47 AREA-AVERAGED Fm(INCH/HR) = 0.24 TOTAL NUMBER OF STREAMS = 2 AREA-AVERAGED FOINCH/HR) . 0.47 AREA-AVERAGED Ap = 0.50 CONFLUENCE VALUES USED FOP. INDEPENDENT STREAM 2 APE: TOTAL AREA(ACRES) = 23.45 TIME OF CONCENTRATION(MIN. ) = 9.40 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET RAINFALL INTENSITY)INCH/HR) . 4.04 AREA-AVERAGED Fm(INCH/HRI = 0.23 AREA-AVERAGED FOINCH/HR) = 0.47 FLOW PROCESS FROM NODE 330.00 TO NODE 335.00 IS CODE = 31 AREA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) . 0.69 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREAcc«4 TOTAL STREAM AREA(ACRES) = 0.69 »,»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««== PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.37 ELEVATION DATA: UPSTREAM(FEET) = 40.70 DOWNSTREAM(FEET) = 39.91 •• CONFLUENCE DATA •• FLOW LENGTH(FEET) = 210.00 MANNING'S N . 0.013 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.2 INCHES NUMBER (CFS) (MIN.) INCH/HP) (INCH/HR) (ACRES) NODE PIPE-FLOW VELOCITY(FEET/ 1 SEC.1 = 7.20 62.04 14.12 3.168 0.47) 0.241 0.50 20.9 0.00 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 1 62.61 14.65 3.099 0.47( 0.23) 0.50 21.6 0.00 PIPE-FLOW(CFS) . 62.90 1 62.86 15.18 3.034 0.47( 0.231 0.50 22.2 0.00 PIPE TRAVEL TIME(' M.) = 0.49 Tc(MIN.) = 15.38 1 62.90 15.38 3.009 0.47) 0.23) 0.50 22.5 0.00 LONGEST FLOWPATH te0M NODE 0.00 TO NODE 335.00 = 1545.00 FEET. 1 62.89 15.41 3.007 0.47( 0.23) 0.50 22.5 0.00 1 62.75 15.60 2.984 0.47( 0.23) 0.50 22.6 0.00 1 62.75 15.60 2.984 0.47( 0.23) 0.50 22.6 0.00 FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 1 61.85 16.27 2.910 0.47( 0.23) 0.50 23.0 0.00 1 61.15 16.68 2.867 0.47( 0.23) 0.50 23.2 0.00 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEss‹cc 1 59.99 17.31 2.804 0.47( 0.23) 0.50 23.4 0.00 = ==s== = = .... 1 58.74 17.89 2.749 0.47( 0.24) 0.50 23.4 0.00 TOTAL NUMBER OF STREAMS m 2 1 62 82 15.00 3.055 0.471 0.23) 0.50 22.1 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 2 2.37 9.40 4.044 0.47( 0.23) 0.50 0.7 0.00 TIME OF CONCENTRATION1MIN.1 . 15.38 IIIIII IIIIII MI MP MI IM MI MI MI NM WI MI NE NM UM NMI LAM LA Date: 11/07/00 File name: FC100AB.RES _ _ Page 63 Date: 11/07/00 File name: FC100AB.RES Page 64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1580.00 FEET CONFLUENCE FORMULA USED FOR 2 STREAMS. •' MEMORY BANK 4 2 CONFLUENCE DATA •• •' PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH /HP.) (INCH /HR) (ACRES) NODE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 39.61 14.86 3.073 0.47( 0.23) 0.50 14.6 0 00 1 63.86 14.12 3.168 0.47) 0.24) 0.50 21.6 0 00 2 39.64 14.92 3.065 0 47( 0.23) 0.50 14.6 0.00 2 64.39 14.65 3.099 0.47( 0.23) 0.50 22.3 0.00 3 39.65 16.96 2.838 0.47) 0.23) 0.50 15.9 0.00 3 64.57 15.00 3.055 0.47( 0.23) 0.50 22.8 0.00 4 39.09 18.30 2.712 0.47) 0.23) 0.50 16.6 0.00 4 64.59 15.18 3.034 0.47( 0.23) 0.50 22.9 0 00 5 38.70 18.81 2.667 0.47) 0.24) 0.50 16.7 0.00 5 64.62 15.38 3.009 0.47( 0.23) 0.50 23.2 0 00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 0.00 FEET. 6 64.61 15.41 3.007 0.47( 0.23) 0 50 23.2 0.00 7 64.46 15.60 2.984 0.47( 0.23) 0.50 23.3 0 00 •• PEAK FLOW RATE TABLE •' 8 64.46 15.60 2.984 0.47( 0.23) 0.50 23 3 0.00 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER 9 63.52 16.27 2.910 0.47) 0.23) 0.50 23.7 0.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HP.) (ACRES) NODE 10 62.78 16.68 2.867 0.47( 0.23) 0.50 23 9 0.00 1 89.76 9.48 4.023 0.47( 0.23) 0.50 23.9 0.00 11 61.58 17.31 2.804 0.47) 0.23) 0.50 24.1 0.00 2 102.86 14.20 3.158 0.47) 0.24) 0.50 35.5 0.00 12 60.30 17.89 2.749 0.47) 0.24) 0.50 24.1 0.00 3 103.88 14.73 3.089 0.47( 0.23) 0.50 36.8 0.00 13 56.01 9.40 4.044 0.47( 0.23) 0.50 14.6 0.00 4 104.21 15.08 3.045 0.47( 0.23) 0.50 37.5 0.00 5 104.23 15.26 3.025 0.47( 0.23) 0.50 37.8 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS, 6 104.26 15.46 3.000 0.47( 0.23) 0.50 38.1 0.00 PEAK FLOW RATE(CFS) = 64.62 Tc(MIN.1 = 15.38 7 104.25 15.49 2.997 0.47( 0.23) 0.50 38.2 0.00 EFFECTIVE AREA(ACRES) = 23.16 AREA - AVERAGED Fm(INCN /NR) = 0.23 8 104.10 15.68 2.975 0.47( 0.23) 0.50 38.4 0.00 AREA - AVERAGED Fp(INCH /HRI = 0.47 AREA - AVERAGED Ap = 0.50 9 104.10 15.68 2.975 0.47( 0.23) 0.50 38.4 0.00 TOTAL AREA(ACRES) = 24 14 10 103.16 16.35 2.902 0.47( 0.23) 0.50 39.2 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 335.00 = 1545.00 FEET. 11 102.43 16.76 2.859 0.47( 0.23) 0.50 39.7 0.00 12 101.06 17.39 2.796 0.47( 0.23) 0.50 40.2 0.00 13 99.53 17.97 2.742 0.47( 0.24) 0.50 40.5 0.00 FLOW PROCESS FROM NODE 335.00 TO NODE 340.00 IS CODE = 31 14 104.07 14.86 3.073 0.47( 0.23) 0.50 37.1 0.00 15 104.13 14.92 3.065 0.47) 0.23) 0.50 37.2 0.00 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< 16 102.04 16.96 2.838 0.47) 0.23) 0.50 39.9 0.00 »» > USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)c« « 17 98.67 18.30 2.712 0.47( 0.24) 0.50 40.7 0.00 ----------------------- -- ----- = 18 97.21 18.81 2.667 0.47( 0.24) 0.50 40.8 0.00 ELEVATION DATA: UPSTREAM(FEET) = 39.89 DOWNSTREAM(FEET) = 39.75 TOTAL AREA(ACRES) = 40.85 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.1 INCHES COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PIPE -FLOW VELOCITY(FEET /SEC.) = 7.42 PEAK FLOW RATE(CFS) = 104.26 Tc(MIN.) = 15.463 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 EFFECTIVE AREA(ACRES) = 38.12 AREA - AVERAGED Fm(INCH /HR) = 0.23 PIPE - FLOW(CFS) = 64.62 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 15.46 TOTAL AREA(ACRES) = 40.85 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1580.00 FEET. LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1580.60 FEET. FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 11 FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 12 »» »CONFLUENCE MEMORY BANK 8 2 WITH THE MAIN- STREAM MEMORY* «« » »>CLEAR MEMORY BANK 0 2 <c «< •• MAIN STREAM CONFLUENCE DATA •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 340.00 TO NODE 345.00 IS CODE = 31 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 56.01 9.48 4.023 0.47( 0.23) 0.50 14.6 0.00 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « <c< 2 63.86 14.20 3.158 0.47( 0.24) 0.50 21.6 0.00 *,,,,USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) «c« 3 64.39 14.73 3.089 0.47) 0.23) 0.50 22.3 0.00 __ _______ ______ ______ _________--- -____ 4 64.57 15.08 3.045 0.47( 0.23) 0.50 22.8 0.00 ELEVATION DATA: UPSTREAM(FEET) = 39.70 DOWNSTREAM(FEET) = 39.66 5 64.59 15.26 3.025 0.47( 0.23) 0.50 22.9 0.00 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 6 64.62 15.46 3.000 0.47( 0.23) 0.50 23.2 0.00 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.8 INCHES 7 64.61 15.49 2.997 0.47( 0.23) 0.50 23.2 0.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 7.14 8 64.46 15.68 2.975 0.47) 0.23) 0.50 23.3 0.00 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 9 64.46 15.68 2.975 0.47( 0.23) 0.50 23.3 0.00 PIPE- FLOW(CFS) = 104.26 10 63.52 16.35 2.902 0.47( 0.23) 0.50 23.7 0.00 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 15.50 11 62.78 16.76 2.859 0.47( 0.23) 0.50 23.9 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 345.00 = 1595.00 FEET. 12 61.50 17.39 2.796 0.47) 0.23) 0.50 24.1 0.00 13 60.30 17.97 2.742 0.47) 0.24) 0.50 24.1 0.00 liall SIM 1111111 NM 1111111 OM 11111. 1/011 Mill QM to, Lall La Will MI IIIIIII • MEI ..- Date: 11/07/00 File name: FC100AB.RES Page 65 Date: 11/07/00 File name: FC100AB.RES Page 66 FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 1 1 104.10 15.71 2.971 0.47( 0.23) 0.50 38.4 0.00 1 104.10 15 -71 2.971 0.47( 0.23) 0.50 38.4 0.00 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <. 1 103.16 16.38 2.898 0.47( 0.23) 0.50 39.2 0.00 ___ - '-______'___ __ _-- "---- _-- --'---- "----= 1 102 43 16.80 2.855 0.47) 0.23) 0.50 39.7 0.00 TOTAL NUMBER OF STREAMS = 2 1 101.06 17.42 2.793 0.47( 0.23) 0.50 40.2 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 99.53 18.00 2.739 0 47( 0.24) 0.50 40.5 0 00 TIME OF CONCENTRATION(MIN.1 = 15.50 1 104.07 14.89 3.069 0.47( 0 23) 0.50 37.1 0.00 RAINFALL INTENSITY(INCH /HR) = 3.00 1 104.13 14.96 3.061 0.47( 0.23) 0.50 37.2 0.00 AREA- AVERAGED Fm(INCH /HRI = 0.23 1 102.04 17.00 2.835 0 47( 0.23) 0.50 39.9 0.00 AREA- AVERAGED Fp(INCH /HR) = 0.47 1 98.67 18.34 2.709 0.47) 0.24) 0.50 40.7 0.00 AREA- AVERAGED Ap = 0.50 1 97.21 18.85 2.664 0.471 0.24) 0.50 40.8 0.00 EFFECTIVE STREAM AREAIACRES) = 38.12 2 6.78 12.05 3.484 0.47) 0.23) 0.50 2.3 0.00 TOTAL STREAM AREAIACRES) = 40.85 PEAK FLOW RATEICFS) AT CONFLUENCE = 104.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. FLOW PROCESS FROM NODE 0.00 TO NODE 345.00 IS CODE = 21 ,4 ',S •• PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS «c« NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 1 95.99 9.52 4.014 0.47( 0.23) 0.50 25.8 0.00 - -- -- - - 2 108.95 14.24 3.153 0.47) 0.24) 0.50 37.9 0.00 INITIAL SUBAREA FLOW- LENGTH(FEET) = 480.00 3 109.83 14.76 3.085 0.47( 0.23) 0.50 39.1 0.00 ELEVATION DATA: UPSTREAM(FEET) = 53.20 DOWNSTREAMIFEET) = 49.33 4 109.99 14.89 3.069 0.47( 0.23) 0.50 39.4 0.00 5 110.03 14.96 3.061 0.47( 0.23) 0.50 39.5 0.00 Tc = K•(ILENGTH•• 3.001 /(ELEVATION CHANGE)I••0.20 6 110.07 15.12 3.041 0.47( 0.23) 0.50 39.8 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.055 7 110.05 15.29 3.020 0.47( 0.23) 0.50 40.1 0.00 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.484 8 110.03 15.50 2.996 0.47) 0.23) 0.50 40.4 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 9 110.01 15.52 2.993 0.47( 0.23) 0.50 40.5 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 10 109.81 15.71 2.971 0.47) 0.23) 0.50 40.8 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 11 109.81 15.71 2.971 0.47( 0.23) 0.50 40.8 0.00 RESIDENTIAL 12 108.72 16.38 2.898 0.47) 0.23) 0.50 41.5 0.00 "5 -7 DWELLINGS /ACRE• D 2.32 0.47 0.50 75 12.05 13 107.90 16.80 2.855 0.47) 0.23) 0.50 42.0 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 14 107.47 17.00 2.835 0.47( 0.23) 0.50 42.2 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 15 106.40 17.42 2.793 0.47( 0.23) 0.50 42.5 0.00 SUBAREA RUNOFF(CFS) = 6.78 16 104.76 18.00 2.739 0.47( 0.24) 0.50 42.9 0.00 TOTAL AREAIACRES) = 2.32 PEAK FLOW RATEICFS) = 6.78 17 103.84 18.34 2.709 0.47( 0.24) 0.50 43.0 0.00 18 102.29 18.85 2.664 0.47( 0.24) 0.50 43.2 0.00 19 103.58 12.05 3.484 0.47( 0.23) 0.50 32.5 0.00 FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: »"DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEcc <cc PEAK FLOW RATEICFS) = 110.07 Tc(MIN.) = 15.12 ""AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< EFFECTIVE AREA(ACRES) = 39.79 AREA - AVERAGED Fm(INCH /HR) = 0.23 _---- --- ___ AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 TOTAL NUMBER OF STREAMS = 2 TOTAL AREAIACRES) = 43.17 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: LONGEST FLOWPATH FROM NODE 0.00 TO NODE 345.00 = 1595.00 FEET. TIME OF CONCENTP.ATION(MIN.) = 12.05 RAINFALL INTENSITY(INCH /HR) = 3.48 AREA - AVERAGED Fm(INCH /HR) = 0.23 FLOW PROCESS FROM NODE 345.00 TO NODE 350.00 IS CODE = 31 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAP.EAc «« EFFECTIVE STREAM AREA(ACRES) = 2.32 »»»USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «c« TOTAL STREAM AREA(ACRES) = 2.32 =_: _____ _________ _:__ _________ :_________________.... PEAK FLOW RATEICFS) AT CONFLUENCE = 6.78 ELEVATION DATA: UPSTREAM(FEET) = 39.64 DOWNSTREAM(FEET) = 39.58 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 •• CONFLUENCE DATA •• DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.6 INCHES STREAM Q Te Intensity Fp(Fm) Ap Ae HEADWATER PIPE -FLOW VELOCITY(FEET /SEC.) = 7.57 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ESTIMATED PIPE DIAMETER(INCH) - 57.00 NUMBER OF PIPES = 1 1 89.76 9.52 4.014 0.47( 0.23) 0.50 23.9 0.00 PIPE- FLOWICFS) = 110.07 1 102.86 14.24 3.153 0.47( 0.24) 0.50 35.5 0.00 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 15.16 1 103.88 14.76 3.085 0.47( 0.23) 0.50 36.8 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 350.00 - 1615.00 FEET. 1 104.21 15.12 3.041 0.47( 0.23) 0.50 37.5 0.00 1 104.23 15.29 3.020 0.47( 0.23) 0.50 37.8 0.00 1 104.26 15.50 2.996 0.47( 0.23) 0.50 38.1 0.00 FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 1 104.25 15.52 2.993 0.47( 0.23) 0.50 38.2 0.00 Ell I UN MI 111111111 IIIIII MO Lei II tan ma La La gal we sr ma Ea um LAI- Date: 11/07/00 File name: FC100AB.RES Page 67 Date: 11/07/00 File name: FC100AB.RES Page 68 » »'DESIGNATE INDEPENDENT STREAM FOP. CONFLUENCE ««< 1 109.81 15 76 2.966 0.47) 0.23) 0.50 40.8 0.00 •___________ _ _ __________ ________= 1 109.81 15.76 2.966 0.47) 0.231 0.50 40.8 0.00 TOTAL NUMBER OF STREAMS = 2 1 108.72 16.43 2.894 0.47) 0.23) 0 50 41.5 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 107.90 16.84 2.851 0 47) 0.23) 0.50 42.0 0.00 TIME OF CONCENTRATION(MIN.) = 15.16 1 107.47 17.04 2 830 0.47( 0 231 0.50 42.2 0.00 RAINFALL INTENSITYIINCH /HRI = 3.04 1 106.40 17.47 2.789 0.47) 0 23) 0.50 42.5 0.00 AREA - AVERAGED Fm(INCH /HR) = 0.23 1 104.76 18.05 2.734 0 47) 0.24) 0.50 42.9 0.00 AREA- AVERAGED Fp(INCH/HR) = 0.47 1 103.84 18.38 2.705 0.47( 0.24) 0.50 43.0 0.00 AREA- AVERAGED Ap = 0.50 1 102.29 18.89 2.661 0.47( 0.24) 0 50 43.2 0.00 EFFECTIVE STREAM AREA(ACRES) = 39.79 1 103.58 12.10 3.476 0.47( 0.23) 0.50 32.5 0.00 TOTAL STREAM AREA(ACRES) = 43.17 2 4.73 11.85 3.520 0.47) 0 24) 0.50 1.6 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 110.07 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. FLOW PROCESS FROM NODE 0.00 TO NODE 350.00 IS CODE = 21 A.. /`, Z •• PEAK FLOW RATE TABLE •• "> 'RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <c< STREAM Q Tc Intensity Fp (Fm) Ap Ae HEADWATER ',USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« NUMBER (CFS) (MIN.) )INCH /HR) (INCH /HR) (ACRES) NODE ____ ____ _ _ = 1 100.37 9.57 4.002 0.47( 0.23) 0.50 27.0 0.00 INITIAL SUBAREA FLOW-LENGTH(FEET) = 470.00 2 108.25 12.10 3.476 0.47) 0.24) 0.50 34.1 0.00 ELEVATION DATA: UPSTREAM(FEET) = 53.30 DOWNSTREAM(FEET) = 49.34 3 113.14 14.28 3.147 0.47( 0.24) 0.50 39.5 0.00 4 113.93 14.81 3.079 0.47) 0.24) 0.50 40.7 0.00 Tc = K•1(LENGTH" 3.00)/(ELEVATION CHANGE)) " 0.20 5 114.06 14.94 3.063 0.47( 0.24) 0.50 41.0 0.00 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) • 11.849 6 114.09 15.00 3.055 0.47( 0.24) 0.50 41.1 0.00 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.520 7 114.10 15.16 3.036 0.47( 0.23) 0.50 41.4 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 8 114.05 15.34 3.015 0.47( 0.24) 0.50 41.7 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 9 113.99 15.54 2.991 0.47) 0.24) 0.50 42.0 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 10 113.97 15.57 2.988 0.47) 0.24) 0.50 42.1 0.00 RESIDENTIAL 11 113.75 15.76 2.966 0.47( 0.23) 0.50 42.4 0.00 • 5 -7 DWELLINGS /ACRE' D 1.60 0.47 0.50 75 11.85 12 113.75 15.76 2.966 0.47( 0.23) 0.50 42.4 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 13 112.55 16.43 2.894 0.47) 0.24) 0.50 43.1 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 14 111.67 16.84 2.851 0.47( 0.24) 0.50 43.6 0.00 SUBAREA RUNOFF(CFS) = 4.73 15 111.21 17.04 2.830 0.47) 0.24) 0.50 43.8 0.00 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.73 16 110.07 17.47 2.789 0.47) 0.24) 0.50 44.1 0.00 17 108.36 18.05 2.734 0.47( 0.24) 0.50 44.5 0.00 18 107.39 18.38 2.705 0.47) 0.24) 0.50 44.6 0.00 FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 19 105.78 18.89 2.661 0.471 0.24) 0.50 44.8 0.00 20 107.56 11.85 3.520 0.47) 0.23) 0.50 33.4 0.00 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»'AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<cc<c COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ________ ----- PEAK FLOW RATE(CFS) = 114.10 TC(MIN.) = 15.16 TOTAL NUMBER OF STREAMS = 2 EFFECTIVE AREA(ACRES) = 41.39 AREA- AVERAGED Fm(INCH /HR) = 0.23 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 TIME OF CONCENTRATION(MIN.) = 11.85 TOTAL AREA(ACRES) = 44.77 RAINFALL INTENSITY(INCH /HR) = 3.52 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 350.00 = 1615.00 FEET. AREA- AVERAGED Fm(INCH /HR) = 0.24 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap • 0.50 FLOW PROCESS FROM NODE 350.00 TO NODE 360.00 IS CODE • 31 EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 »»'COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« < PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.73 »»'USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< _= ` = = = =a= •• CONFLUENCE DATA •• ELEVATION DATA: UPSTREAM(FEET) = 39 57 DOWNSTREAM(FEETI • 37 4 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW LENGTH(FEET) = 605.00 MANNING'S N = 0.017 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.1 INCHES 1 95.99 9.57 4.002 0.47( 0.23) 0.50 25.8 0.00 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.14 1 108.95 14.28 3.147 0.47( 0.24) 0.50 37.9 0.00 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 1 109.83 14.81 3.079 0.47( 0.23) 0.50 39.1 0.00 PIPE- FLOW(CFS) • 114.10 1 109.99 14.94 3.063 0.47( 0.23) 0.50 39.4 0.00 PIPE TRAVEL TIME(MIN.) = 1.24 TC(MIN.) = 16.40 1 110.03 15.00 3.055 0.47( 0.23) 0.50 39.5 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 360.00 = 2220.00 FEET. 1 110.07 15.16 3.036 0.47( 0.23) 0.50 39.8 0.00 1 110.05 15.34 3.015 0.47( 0.23) 0.50 40.1 0.00 1 110.03 15.54 2.991 0.47) 0.23) 0.50 40.4 0.00 FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE • 1 1 110.01 15.57 2.988 0.17( 0.23) 0.50 40.5 0.00 EMI UN Me ® ® IIM ® ® MI 11.1 MN NMI liali Nal 1111. 1111118 .1111 Ilial 11111 Date: 11/07/00 File name: FC100AB.RES Page 69 Date: 11/07/00 File name: FC100AB.RES Page 70 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< 1 113.97 16.81 2.854 0.47( 0.24) 0 50 42.1 0.00 __ _____________ - _ _ _ _= 1 113 75 17.00 2.835 0.47( 0.23) 0.50 42.4 0.00 TOTAL NUMBER OF STREAMS = 2 1 113.75 17.00 2 835 0.47( 0.23) 0 50 42.4 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 1 112.55 17 67 2.770 0.471 0.24) 0 50 43.1 0.00 TIME OF CONCENTPATION(MIN.) = 16.40 1 111.67 18.08 2.731 0.47( 0.24) 0.50 43.6 0.00 RAINFALL INTENSITYIINCH /HRI = 2 90 1 111.21 18.29 2.713 0.47( 0.24) 0.50 43.8 0.00 AREA-AVERAGED Fm)INCH /HR) = 0.23 1 110.07 18.74 2.673 0.47) 0.24) 0.50 44.1 0.00 AREA-AVERAGED Fp)INCH /HR) = 0.47 1 108.36 19 32 2.625 0.47( 0.24) 0 50 44.5 0.00 AREA-AVERAGED Ap = 0.50 1 107.39 19.65 2.598 0.47) 0.24) 0.50 44.6 0.00 EFFECTIVE STREAM AREA(ACRES) = 41.39 1 105.78 20.17 2.558 0.47) 0.24) 0.50 44.8 0.00 TOTAL STREAM AREA(ACRES) = 44.77 1 107.56 13.12 3.311 0.47( 0.23) 0.50 33.4 0.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 114.10 2 3.52 16.42 2.895 0.47) 0.23) 0.50 1.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FLOW PROCESS FROM NODE 0.00 TO NODE 360.00 IS CODE = 21 A - 17 CONFLUENCE FORMULA USED FOR 2 STREAMS. »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < •• PEAK FLOW RATE TABLE •' »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER __________ _______ ____ - -- - NUMBER (CFS) (MIN.) )INCH /HR) (INCH /HRI (ACRES) NODE INITIAL SUBAREA FLOW-LENGTH(FEET) = 680.00 1 103.41 10.85 3.711 0.47( 0.23) 0.50 28.0 0.00 ELEVATION DATA: UPSTREAM(FEET) = 50.77 DOWNSTREAM(FEET) = 48.42 2 110.81 13.12 3.311 0.47( 0.23) 0.50 34.6 0.00 3 111.52 13.37 3.273 0.47( 0.24) 0.50 35.3 0.00 Tc = K•[(LENGTH• 3.00) /(ELEVATION CHANGEII•'0.20 4 116.59 15.52 2.994 0.47( 0.24) 0.50 40.9 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.1 = 16.415 5 117.42 16.05 2.934 0.47) 0.24) 0 50 42.1 0.00 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.895 6 117.56 16.18 2.920 0.47( 0.23) 0.50 42.4 0.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 7 117.59 16.24 2.913 0.47) 0.24) 0.50 42.6 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 8 117.62 16.40 2.896 0.47) 0.23) 0.50 42.9 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 9 117.55 16.57 2.878 0.47) 0.24) 0.50 43.1 0.00 RESIDENTIAL 10 117.46 16.78 2.857 0.47) 0.24) 0.50 43.5 0.00 ' 5 -7 DWELLINGS /ACRE' D 1.47 0.47 0.50 75 16.42 11 117.44 16.81 2.854 0.47) 0.24) 0.50 43.5 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HP.) = 0.47 12 117.19 17.00 2.835 0.47( 0.23) 0.50 43.8 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 13 117.19 17.00 2.835 0.471 0.23) 0.50 43.8 0.00 SUBAREA RUNOFFICFS) = 3.52 14 115.90 17.67 2.770 0.47( 0.24) 0.50 44.6 0.00 TOTAL AREA(ACRES) = 1.47 PEAK FLOW RATE(CFS) = 3.52 15 114.97 18.08 2.731 0.47( 0.24) 0.50 45.0 0.00 16 114.49 18.29 2.713 0.471 0.24) 0.50 45.2 0.00 17 113 30 18.74 2.673 0.47) 0.24) 0.50 45.6 0.00 FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 18 111.52 19.32 2.625 0.47( 0.24) 0.50 45.9 0.00 19 110.52 19.65 2.598 0.47( 0.24) 0.50 46.1 0.00 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <cc« 20 108.85 20.17 2.558 0.47( 0.24) 0.50 46.2 0.00 » »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< 21 117.62 16.42 2.895 0.47) 0.23) 0.50 42.9 0.00 TOTAL NUMBER OF STREAMS = 2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: PEAK FLOW RATE(CFS) = 117.62 Tc)MIN.) = 16.40 TIME OF CONCENTRATION(MIN.) = 16.42 EFFECTIVE AREA(ACRES) = 42.85 AREA - AVERAGED Fm)INCH /HR) = 0.23 RAINFALL INTENSITY(INCH /HR) = 2.89 AREA- AVERAGED Fp)INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 AREA - AVERAGED Fm(INCH /HR) = 0.23 TOTAL AREA(ACRES) = 46.24 AREA - AVERAGED Fp11NCH /HRI = 0.47 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 360.00 = 2220.00 FEET. AREA - AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.47 TOTAL STREAM AREA(ACRES) = 1.47 FLOW PROCESS FROM NODE 360.00 TO NODE 390.00 IS CODE = 31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.52 » » 'COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« < •• CONFLUENCE DATA •' » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « <« STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ___ -_ _ - - - -_ _ NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ELEVATION DATA: UPSTREAM(FEET) = 37.47 DOWNSTREAM(FEET) = 36.19 1 100.37 10.85 3.711 0.47) 0.23) 0.50 27.0 0.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 1 108.25 13.37 1.273 0.47) 0.24) 0.50 34.1 0.00 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.6 INCHES 1 113.14 15.52 2.994 0.47( 0.24) 0.50 39.5 0.00 PIPE -FLOW VELOCITYIFEET /SEC.) = 16.25 1 113.93 16.05 2.934 0.47( 0.24) 0.50 40.7 0.00 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 1 114.06 16.18 2.920 0.47) 0.24) 0.50 41.0 0.00 PIPE- FLOW(CFS) = 117.62 1 114.09 16.24 2.913 0.47) 0.24) 0.50 41.1 0.00 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 16.46 1 114 10 16.40 2.896 0.471 0.23) 0.50 41.4 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 390.00 = 2280.00 FEET. 1 114.05 16.57 2.878 0.47) 0.24) 0.50 41.7 0.00 1 113.99 16.78 2.857 0.47( 0.24) 0.50 42.0 0.00 ® La LAI MI fall NM • MN MI MI Date: 11/07/00 File name: FC100AB.RES Page 71 Date: 11/07/00 Pile name: FC100AB.RES Page 72 FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 SUBAREA LOSS RATE DATAIAMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS »»'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN _ _•_____________•`__ *_'_________ _____________•' RESIDENTIAL TOTAL NUMBER OF STREAMS = 3 '5 -7 DWELLINGS /ACRE' D 3.16 0.47 0.50 75 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 TIME OF CONCENTRATIONIMIN.) = 16.46 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 RAINFALL INTENSITY(INCH/HR) = 2.89 SUBAREA AREA(ACRES) = 3.16 SUBAREA RUNOFF(CFS) = 7.52 AREA - AVERAGED Fm(INCH/HR) = 0.23 EFFECTIVE AREAIACRES) = 6.19 AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Fp(INCH /HRI = 0.47 AREA- AVERAGED Ap = 0.50 AREA - AVERAGED Ap = 0.50 TOTAL AREAIACRES) = 6.19 PEAK FLOW RATEICFS) = 14.73 EFFECTIVE STREAM AREAIACRES( = 42.85 TOTAL STREAM AREA(ACRES) = 46.24 END OF SUBAREA STREET FLOW HYDRAULICS: PEAK FLOW RATEICFS) AT CONFLUENCE = 117.62 DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTHIFEET) - 25.31 FLOW VELOCITY(FEET /SEC.) = 2.57 DEPTH•VELOCITY(FT•FT /SEC.) = 1.46 'NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, FLOW PROCESS FROM NODE 0.00 TO NODE 380.00 IS CODE = 21 A + ,9 AND L = 390.0 FT WITH ELEVATION -DROP = 2.0 FT, IS 9.2 CPS, / WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 390.00 »»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS« <c< LONGEST FLOWPATH FROM NODE 0.00 TO NODE 390.00 • 1020.00 FEET. »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = = INITIAL SUBAREA FLOW- LENGTHIFEET) = 630.00 FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 49.86 »»"DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « <c< Tc = K•IILENGTH 3.00) /(ELEVATION CHANGE))••0.20 =__________ = = =___ __ - - -- __ ...... __... _____ _ :• SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.001 TOTAL NUMBER OF STREAMS = 3 • 100 YEAR RAINFALL INTENSITY(INCH/HR) • 3.185 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: SUBAREA Tc AND LOSS RATE DATA(AMC II): TIME OF CONCENTRATIONIMIN.) = 16.57 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc RAINFALL INTENSITY(INCH/HR) = 2.88 LAND USE GROUP (ACRES) (INCH /HRI (DECIMAL) CN (MIN.) AREA- AVERAGED Fm(INCH /HR) = 0.23 RESIDENTIAL AREA - AVERAGED Fp(INCH/HR) = 0.47 ' 5 -7 DWELLINGS /ACRE' D 3.03 0.47 0.50 75 14.00 AREA - AVERAGED Ap - 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 EFFECTIVE STREAM AREAIACRES) = 6.19 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 TOTAL STREAM AREA(ACRES) = 6.19 SUBAREA RUNOFF(CFS) = 8.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.73 TOTAL AREAIACRES) = 3.03 PEAK FLOW RATE(CFS) = 8.04 FLOW PROCESS FROM NODE 0.00 TO NODE 390.00 IS CODE = 21 A -/e FLOW PROCESS FROM NODE 380.00 TO NODE 390.00 IS CODE = 61 A ''2C » »,RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »»«COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« »>« >(STANDARD CURB SECTION USED) « «< _________ ---- _ :____ ... ______ ______ ___________ =_ =_ == =___ __= INITIAL SUBAREA FLOW- LENGTHIFEET) • 550.00 UPSTREAM ELEVATION(FEET) = 49.80 DOWNSTREAM ELEVATION(FEET) = 47.78 ELEVATION DATA: UPSTREAM(FEET) = 50.36 DOWNSTREAMIFEET) • 48.10 STREET LENGTHIFEET) = 390.00 CURB HEIGHTIINCHES) = 6.0 STREET HALFWIDTHIFEET) • 22.00 Te = K•[(LENGTH "• 3.00) /(ELEVATION CHANGE))••0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 14.566 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.110 INSIDE STREET CROSSFALLIDECIMAL) = 0.020 SUBAREA TO AND LOSS RATE DATA(AMC II): OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HRI (DECIMAL) CN (MIN.) SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 RESIDENTIAL STREET PARKWAY CROSSFALL(DECIMAL) 0.020 '5 -7 DWELLINGS /ACRE' D 0.84 0.47 0.50 75 14.57 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 2.17 ••TRAVEL TIME COMPUTED USING ESTIMATED FLOWICFS) = 11.80 TOTAL AREA(ACRES) = 0.84 PEAK FLOW RATEICFS) • 2.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.55 HALFSTREET FLOOD WIDTH(FEET) - 23.65 FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE • 1 AVERAGE FLAW VELOCITY(FEET /SEC.) • 2.53 PRODUCT OF DEPTHLVELOCITY(FT /SEC.) = 1.39 » »'DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< STREET FLOW TRAVEL TIME(MIN.) • 2.57 Tc(MIN.) • 16.57 » > »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.879 •____••_•__ ___ __ ... ____ ___ - - - 1.11 ® Ula Oa - - ® - Date: 11/07/00 File name: FC100AB.RES Page 73 Date: 11/07/00 File name: FC100AB.RES Page 74 TOTAL NUMBER OF STREAMS = 3 21 125.44 19.72 2.593 0.47( 0.24) 0.50 53.1 0.00 CONFLUENCE VALT' USED FOR INDEPENDENT STREAM 3 ARE: 22 123.52 20.23 2 553 0.47( 0.24) 0.50 53.3 0.00 TIME OF CONCENTkATION(MIN.) = 14.57 23 130.44 14.57 3.110 0.47( 0.24) 0.50 44.5 0.00 RAINFALL INTENSITY(INCH /HR) = 3.11 AREA - AVERAGED Fm(INCH /HR) = 0.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA - AVERAGED Fp(INCH /HR1 = 0.47 PEAK FLOW RATE(CFS) = 134.32 Tc(MIN.1 = 16.48 AREA - AVERAGED Ap = 0.50 EFFECTIVE AREA(ACRES) = 49.88 AREA- AVERAGED Fm(INCH/HR) = 0.24 EFFECTIVE STREAM AREA(ACRES) = 0.84 AREA - AVERAGED Fp11NCH /HR) = 0.47 AREA- AVERAGED Ap = 0.50 TOTAL STREAM AREA(ACRES) = 0.84 TOTAL AREA(ACRES) = 53.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.17 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 390.00 = 2280.00 FEET. •• CONFLUENCE DATA •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 390.00 TO NODE 410.00 IS CODE = 31 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 103.41 10.91 3.698 0.47( 0.23) 0.50 28.0 0.00 ,,, PIPE -FLOW TRAVEL TIME THRU SUBAREA «cc< 1 110.81 13.19 3.301 0.47( 0.231 0.50 34.6 0.00 »» "USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< 1 111.52 13.44 3.264 0.47) 0.24) 0.50 35.3 0.00 =_..__ _ __________ ..... _______ 1 116.59 15.58 2.987 0.47) 0.24) 0.50 40.9 0.00 ELEVATION DATA: UPSTREAM(FEET) = 36.19 DOWNSTREAM(FEET) . 35.52 1 117.42 16.11 2.928 0.47( 0.24) 0.50 42.1 0.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N . 0.013 1 117.56 16.24 2.914 0.47) 0.231 0.50 42.4 0.00 DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.4 INCHES 1 117.59 16.30 2.907 0.47) 0.24) 0.50 42.6 0.00 PIPE -FLOW VELOCITY(FEET /SEC.1 = 8.70 1 117.62 16.46 2.890 0.47( 0.23) 0.50 42.9 0.00 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES . 1 1 117.55 16.64 2.872 0.47( 0.24) 0.50 43.1 0.00 PIPE - FLOW(CFS) = 134.32 1 117.46 16.84 2.850 0.47) 0.241 0.50 43.5 0.00 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 16.80 1 117.44 16.87 2.848 0.47( 0.24) 0.50 43.5 0 00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 2450.00 FEET. 1 117.19 17.06 2.829 0.47( 0.23) 0.50 43.8 0.00 = __________________________________________________________ =_a 1 117.19 17.06 2.829 0.47( 0.231 0.50 43.8 0.00 A END OF STUDY SUMMARY: 1 115.90 17.73 2.764 0.47) 0.24) 0.50 44.6 0.00 TOTAL AREA(ACRES) = 53.27 TC(MIN.1 = 16.80 1 114.97 18.15 2.726 0.47( 0.24) 0.50 45.0 0.00 EFFECTIVE AREA(ACRES) = 49.88 AREA - AVERAGED Fm(INCH /HR)= 0.24 1 114.49 18.35 2.708 0.47( 0.24) 0.50 45.2 0.00 AREA - AVERAGED FO/NCH/HR) = 0.47 AREA - AVERAGED Ap = 0.50 1 113.30 18.80 2.668 0.47) 0.24) 0.50 45.6 0.00 PEAK FLOW RATE(CFS) = 134.32 1 111.52 19.39 2.620 0.47( 0.24) 0.50 45.9 0.00 1 110.52 19.72 2.593 0.47) 0.24) 0.50 46.1 0.00 •• PEAK FLOW RATE T4OLE •• 1 108.85 20.23 2.553 0.47) 0.24) 0.50 46.2 0.00 STREAM Q Td Intensity Fp)Fm) Ap Ae HEADWATER 1 117.62 16.48 2.888 0.47( 0.23) 0.50 42.9 0.00 NUMBER (CFS) (MIN.) (INCH /HP.) (INCH /HR) (ACRES) NODE 2 14.73 16.57 2.879 0.47( 0.231 0.50 6.2 0.00 1 118.08 11.24 3.633 0.47( 0.24) 0.50 32.7 0.00 3 2.17 14.57 3.110 0.47( 0.231 0.50 0.8 0.00 2 126.51 13.51 3.253 0.47) 0.23) 0.50 40.3 0.00 3 127.32 13.76 3.217 0.47( 0.24) 0.50 41.1 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 4 130.44 14.89 3.069 0.47) 0.24) 0.50 44.5 0.00 CONFLUENCE FORMULA USED FOR 3 STREAMS. 5 133.09 15.91 2.950 0.47( 0.241 0.50 47.5 0.00 6 134.04 16.43 2.893 0.47) 0.24) 0.50 49.0 0.00 `• PEAK FLOW RATE TABLE •• 7 134.21 16.56 2.879 0.47) 0.23) 0.50 49.3 0.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 8 134.26 16.63 2.872 0.47( 0.23) 0.50 49.5 0.00 NUMBER (CFS) (MIN.) (INCH/HR) (INCH /HR) (ACRES) NODE 9 134.32 16.79 2.856 0.47( 0.23) 0.50 49.8 0.00 1 118.08 10.91 3.698 0.47( 0.24) 0.50 32.7 0.00 10 134.32 16.80 2.854 0.47( 0.231 0.50 49.9 0.00 2 126.51 13.19 3.301 0.47) 0.23) 0.50 40.3 0.00 11 134.31 16.89 2.845 0.47( 0.24) 0.50 50.1 0.00 3 127.32 13.44 3.264 0.47( 0.24) 0.50 41.1 0.00 12 134.23 16.96 2.838 0.47( 0.24) 0.50 50.2 0.00 4 133.09 15.58 2.987 0.47( 0.24) 0.50 47.5 0.00 13 134.01 17.17 2.818 0.47( 0.24) 0.50 50.5 0.00 5 134.04 16.11 2.928 0.47) 0.24) 0.50 49.0 0.00 14 133.97 17.19 2.815 0.47( 0.24) 0.50 50.6 0.00 6 134.21 16.24 2.914 0.47( 0.23) 0.50 49.3 0.00 15 133.60 17.39 2.797 0.47( 0.23) 0.50 50.9 0.00 7 134.26 16.30 2.907 0.47) 0.23) 0.50 49.5 0.00 16 133.60 17.39 2.797 0.47) 0.23) 0.50 50.9 0.00 8 134.32 16.46 2.890 0.47( 0.23) 0.50 49.8 0.00 17 131.91 18.05 2.734 0.47( 0.24) 0.50 51.6 0.00 9 134.32 16.48 2.888 0.47( 0.23) 0.50 49.9 0.00 18 130.73 18.47 2.697 0.47( 0.24) 0.50 52.1 0.00 10 134.31 16.57 2.879 0.47) 0.241 0.50 50.1 0.00 19 130.13 18.67 2.679 0.47( 0.24) 0.50 52.3 0.00 11 134.23 16.64 2.872 0.47) 0.24) 0.50 50.2 0.00 20 128.69 19.13 2.641 0.47( 0.241 0.50 52.6 0.00 12 134.01 16.84 2.850 0.47( 0.24) 0.50 50.5 0.00 21 126.61 19.71 2.594 0.47( 0.24) 0.50 53.0 0.00 13 133.97 16.87 2.848 0.47( 0.24) 0.50 50.6 0.00 22 125.44 20.05 2.568 0.47( 0.24) 0.50 53.1 0.00 14 133.60 17.06 2.829 0.47( 0.23) 0.50 50.9 0.00 23 123.52 20.56 2.529 0.47( 0.24) 0.50 53.3 0.00 15 133.60 17.06 2.829 0.47( 0.23) 0.50 50.9 0.00 = = _________.__ :___ _ ________________________ 16 131.91 17.73 2.764 0.47) 0.24) 0.50 51.6 0.00 = ______________________ _ ___ _________ 17 130.73 18.15 2.726 0.47( 0.24) 0.50 52.1 0.00 END OF RATIONAL METHOD ANALYSIS 18 130.13 18.35 2.708 0.47( 0.24) 0.50 52.3 0.00 19 128.69 18.80 2.668 0.47) 0.24) 0.50 52.6 0.00 1 .16 20 126.61 19.39 2.620 0.47) 0.24) 0.50 53.0 0.00 DATA USED FoR NIADRoLo4 AT NoAE S 3 O M11 MI IMO UN • ® gal Me liNal gaa La Liiiii MN UV MI MI Mill MI • Sycamore Hills Storm Drain Basis of Design Technical Appendix A 100 -year Developed Condition Hydrology Hydrology to Node 530 (Empire Center Blvd) sloe or7.1 Imre gni 111111 elm 111111 milli Illis Date: 11/09/00 File name: FC100C.RES Page 1 Date: 11/09/00 File name: FC100C.RES Page 2 » » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE _ __ (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) TOTAL NUMBER OF STREAMS = 2 (e) Copyright 1983 -99 Advanced Engineering Software (aes) CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: Ver. 8.0 Release Date: 01/01/99 License ID 1264 TIME OF CONCENTRATION(MIN.) = 13.42 RAINFALL INTENSITY(INCH /HR) = 3.27 Analysis prepared by: AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA- AVERAGED Fp(INCH /HR) = 0.47 Robert Bein, William Frost & Associates AREA - AVERAGED Ap = 0.50 14725 Alton Parkway EFFECTIVE STREAM AREA(ACRES) = 2.16 Irvine, CA 92618 TOTAL STREAM AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.84 DESCRIPTION OF STUDY • Sycamore Hills - Forecast Homes JN 15- 100187 FLOW PROCESS FROM NODE 0.00 TO NODE 400.00 IS CODE = 21 • 100 -year Rational Method Hydrology at Node 530 • /'+ • October 2000 /hjb »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS «c« »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FILE NAME: FC \FC100C.DAT INITIAL SUBAREA FLOW- LENGTH(FEET) = 570.00 TIME /DATE OF STUDY: 10:27 11/08/2000 ELEVATION DATA: UPSTREAM(FEET) = 52.30 DOWNSTREAM(FEET) = 48.09 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: Tc = K•I(LENGTH•• 3.00) /(ELEVATION CHANGE)1"0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.141 -- •TIME -OF- CONCENTRATION MODEL.-- • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.308 SUBAREA Tc AND LOSS RATE DATA(AMC II): USER SPECIFIED STORM EVENT(YEAR) = 100.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 RESIDENTIAL •USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL• '5 -7 DWELLINGS /ACRE• D 2.01 0.47 0.50 75 13.14 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.920 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.330 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 COMPUTED RAINFALL INTENSITY DATA: SUBAREA RUNOFF(CFS) = 5.56 STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.3300 TOTAL AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) = 5.56 SLOPE OF INTENSITY DURATION CURVE = 0.6000 •ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD' FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 1 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <c «< »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< FLOW PROCESS FROM NODE 0.00 TO NODE 400.00 IS CODE = 21 A _21 / L TOTAL NUMBER OP STREAMS = 2 » » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «c CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TIME OF CONCENTRATION(MIN.) = 13.14 RAINFALL INTENSITY(INCH/HR) = 3.31 INITIAL SUBAREA FLAW- LENGTH(FEET) = 590.00 AREA - AVERAGED Fm(INCH /HR) = 0.23 ELEVATION DATA: UPSTREAM(FEET) = 52.30 DOWNSTREAM(FEET) = 48.09 AREA- AVERAGED Fp(INCH /HR) = 0.47 AREA - AVERAGED Ap = 0.50 Tc = K•((LENGTH 3.00) /(ELEVATION CHANGE))••0.20 EFFECTIVE STREAM AREA(ACRES) = 2.01 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.415 TOTAL STREAM AREA(ACRES) = 2.01 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.267 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.56 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS Tc •• CONFLUENCE DATA •• LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER RESIDENTIAL NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE • 5 -7 DWELLINGS /ACRE• D 2.14 0.47 0.50 75 13.42 1 5.84 13.42 3.267 0.47( 0.23) 0.50 2.1 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 2 5.56 13.14 3.308 0.47( 0.23) 0.50 2.0 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.84 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO TOTAL AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) = 5.84 CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •• FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 1 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER • Date: 11 /09/00 File name: FC100C.RES Page 3 Date: 11/09/00 File name: FC100C.RES Page 4 NUMBER (CFS) (! ) (INCH /HR) (INCH /HR) (ACRES) NODE CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 1 11.33 13.42 3.267 0.47( 0.23) 0.50 4.2 0.00 TIME OF CONCENTRATION(MIN.) = 16.80 2 11.36 13.14 3.308 0.47( 0.23) 0.50 4.1 0.00 RAINFALL INTENSITY(INCH/HR) = 2.85 AREA - AVERAGED Fm(INCH /HR) = 0.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA - AVERAGED Fp(INCH /HR) = 0.47 PEAK FLOW RATE(CFS) = 11.36 Tc(MIN.) = 13.14 AREA - AVERAGED Ap = 0.50 EFFECTIVE AREA(ACRES) = 4.11 AREA - AVERAGED Fm(INCH/HR) = 0.23 EFFECTIVE STREAM AREA(ACRES) = 49.88 AREA - AVERAGED Fp(INCH/HR) = 0.47 AREA - AVERAGED Ap = 0.50 TOTAL STREAM AREA(ACRES) = 53.27 TOTAL AREA(ACRES) = 4.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 134.32 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 400.00 = 590.00 FEET. •• CONFLUENCE DATA •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 31 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 11.33 13.53 3.251 0.47( 0.23) 0.50 4.2 0.00 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< 1 11.36 13.26 3.291 0.47( 0.23) 0.50 4.1 0.00 »»»USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)< «« 2 134.32 16.80 2.855 0.47( 0.23) 0.50 49.9 0.00 ELEVATION DATA: UPSTREAM(FEET) = 41.21 DOWNSTREAM(FEET) = 38.04 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 CONFLUENCE FORMULA USED FOR 2 STREAMS. ESTIMATED PIPE DIAMETER(INCN) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES •• PEAK FLOW RATE TABLE •• PIPE -FLOW VELOCITY(FEET /SEC.) = 11.60 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE PIPE- FLOW(CFS) = 11.36 1 134.98 13.26 3.291 0.47( 0.24) 0.50 43.5 0.00 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 13.26 2 135.85 13.53 3.251 0.471 0.23) 0.50 44.3 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 670.00 FEET. 3 144.16 16.80 2.855 0.47( 0.23) 0.50 54.0 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 PEAK FLOW RATE(CFS) = 144.16 Tc(MIN.) = 16.80 EFFECTIVE AREA(ACRES) = 54.03 AREA - AVERAGED Fm(INCH/NR) = 0.24 »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «<« AREA- AVERAGED Fm(INCH/HR) = 0.47 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 57.42 TOTAL NUMBER OF STREAMS = 2 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 670.00 FEET. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: x F TIME OF CONCENTRATION(MIN.) = 13.26 RAINFALL INTENSITY(INCH/HR) = 3.29 FLOW PROCESS FROM NODE 410.00 TO NODE 415.00 IS CODE = 31 AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA - AVERAGED Fm(INCH/HR) = 0.47 »» »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< AREA- AVERAGED Ap = 0.50 »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< EFFECTIVE STREAM AREA(ACRES) = 4.11 TOTAL STREAM AREA(ACRES) = 4.15 ELEVATION DATA: UPSTREAM(FEET) = 35.52 DOWNSTREAM(FEET) = 34.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.36 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.00 FLOW PROCESS FROM NODE 0.00 TO NODE 410.00 IS CODE = 7 DADA FRO# I o ►�AAd ytr/ 5 ESTIMATED PIPE DIAMETER(INCN) = 60.00 NUMBER OF PIPES = 1 -¢ -A' E. h o ' o PIPE- FLOW(CFS) = 144.16 »>» »USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< {r PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 17.36 x LONGEST FLOWPATH FROM NODE 0.00 TO NODE 415.00 = 970.00 FEET. USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 16.80 RAINFALL INTENSITY(INCH/HR) = 2.85 EFFECTIVE AREA(ACRES) = 49.88 FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 1 TOTAL AREA(ACRES) = 53.27 PEAK FLOW RATE(CFS) = 134.32 AREA - AVERAGED Fm(INCH/HR) = 0.23 AREA- AVERAGED Fp(INCH/HR) = 0.47 >» »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< AREA - AVERAGED Ap = 0.50 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL TOTAL NUMBER OF STREAMS = 2 CONFLUENCE ANALYSES. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.36 RAINFALL INTENSITY(INCH /HR) = 2.80 FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 AREA - AVERAGED Fm(INCH/HR) = 0.24 AREA - AVERAGED Fp)INCH /HR) = 0.47 >» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< AREA- AVERAGED Ap = 0.50 »»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< EFFECTIVE STREAM AREA(ACRES) = 54.03 TOTAL STREAM AREA(ACRES) = 57.12 TOTAL NUMBER OF STREAMS = 2 PEAK FLOW RATE(CFS) AT CONFLUENCE = 144.16 111111 111111 111111 111111 111111 lirrl Ir., r.. Date: 11/09/00 File name: PC100C.RES Page 5 Date: 11/09/00 File name: FC100C.RES Page 6 FLOW PROCESS FROM NODE 0.00 TO NODE 415.00 IS CODE = 21 A-23 FLOW PROCESS FROM NODE 415.00 TO NODE 420,00 IS CODE = 56 » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »»»COMPUTE TRAPEZOIDAL CHANNEL FLOW « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« »»»TRAVELTIME THRU SUBAREA ««< = INITIAL SUBAREA FLOW- LENGTH(FEET) 260.00 ELEVATION DATA: UPSTREAM(FEET) = 34.33 DOWNSTREAM(FEET) = 33.60 ELEVATION DATA: UPS'*' \M(FEET) = 48.52 DOWNSTREAH(PEET) = 47.48 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0024 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 1.0 Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGE))••0.20 'Z' FACTOR = 3.000 MANNING'S FACTOR = 0,030 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.481 ESTIMATED CHANNEL HEIGNT(FEET) = 3.96 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.302 CHANNEL FLOW THRU SUBAREA(CFS) = 145.55 SUBAREA Tc AND LOSS RATE DATA(AMC II): FLOW VELOCITY(FEET /SEC) = 3.53 PLOW DEPTH(FEET) = 2.96 DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS Tc TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 18.77 LAND USE GROUP (ACRES) (INCH /NR) (DECIMAL) CN (MIN.) LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 1270.00 FEET. COMMERCIAL D 0.56 0.47 0.10 75 8.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 10 SUBAREA RUNOFF(CFS) = 2.14 TOTAL AREA(ACRES) a 0.56 PEAK FLAW RATE(CFS) = 2.14 » » »MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK R 1 « «< FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 1 FLOW PROCESS FROM NODE 0.00 TO NODE 450.00 IS CODE = 7 GAzi FROM /9 '. » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< / itran - I of »»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUESa «< > »»USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< __ _ __ a = = == _ = = =a 4dll 1 MA44 AJ TOTAL NUMBER OF STREAMS = 2 USER - SPECIFIED VALUES ARE AS FOLLOWS: CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TC)MIN.) = 18.28 RAINFALL INTENSITY(INCH/NR) = 2.71 TIME OF CONCENTRATION(MIN.) = 8.48 EFFECTIVE AREA(ACRES) = 64.39 RAINFALL INTENSITY(INCH/HR) = 4.30 TOTAL AREA(ACRES) = 70.70 PEAR FLOW RATE(CFS) = 147.26 AREA - AVERAGED Pm(INCH /HR) = 0.05 AREA - AVERAGED Fm(INCH /HR) = 0.37 AREA- AVERAGED Fp(INCH /NR) = 0.45 AREA - AVERAGED Fp(INCH /HR) = 0.47 AREA- AVERAGED Ap = 0.83 AREA- AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL EFFECTIVE STREAM AREA(ACRES) = 0.56 CONFLUENCE ANALYSES. TOTAL STREAM AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.14 FLOW PROCESS FROM NODE 450.00 TO NODE 460.00 IS CODE = 9 1).. / •• CONFLUENCE DATA •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER »»»COMPUTE 'V' GUTTER FLOW TRAVEL TIME THRU SUBAREA « «< NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE a == =a =_ _ _ 1 134.98 13.83 3.208 0.47( 0.24) 0.50 43.5 0.00 UPSTREAM NODE ELEVATION(FEET) = 57.88 1 135.85 14.09 3.172 0.47( 0.23) 0.50 44.3 0.00 DOWNSTREAM NODE ELEVATION(FEET) = 51.52 1 144.16 17.36 2.799 0.47( 0.23) 0.50 54.0 0.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 2 2.14 8.48 4.302 0.47( 0.05) 0.10 0.6 0.00 'V' GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) a 0.010 MANNING'S N = .0150 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO PAVEMENT CROSSFALL)DECIMAL NOTATION) = 0.20000 CONFLUENCE FORMULA USED FOR 2 STREAMS. MAXIMUM DEPTH(FEET) = 5.00 • 100 YEAR RAINFALL INTENSITY(INCH /HR) a 2.481 •• PEAK FLOW RATE TABLE •• SUBAREA LOSS RATE DATA(AMC II): STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 1 136.58 13.83 3.208 0.47( 0.23) 0.49 44.0 0.00 COMMERCIAL D 8.32 0.47 0.10 75 2 137.43 14.09 3.172 0.47( 0.23) 0.50 44.9 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 3 145.55 17.36 2.799 0.47( 0.23) 0.50 54.6 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION. Ap = 0.10 4 115.38 8.48 4.302 0.47( 0.23) 0.49 27.2 0.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 156.36 TRAVEL TINE THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 7.37 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AVERAGE FLOW DEPTH(FEET) = 1.67 FLOOD WIDTH(FEET) a 21.12 PEAK PLOW RATE(CFS) = 145.55 Tc(MIN.) a 17.36 'V' GUTTER FLOW TRAVEL TIME(MIN.) = 2.94 Tc(MIN.) = 21.22 EFFECTIVE AREA(ACRES) = 54.59 AREA - AVERAGED Fm(INCH /HR) = 0.23 SUBAREA AREA(ACRES) = 8.32 SUBAREA RUNOFF(CFS) = 18.23 AREA - AVERAGED Pp(INCH /HR) = 0.47 AREA- AVERAGED Ap a 0.50 EFFECTIVE AREA(ACRES) = 72.71 AREA - AVERAGED Fm(INCH /HR) = 0.34 TOTAL AREA(ACRES) = 57.98 AREA- AVERAGED Fp(INCH /HR) = 0.45 AREA- AVERAGED Ap a 0.75 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 415.00 a 970.00 FEET. TOTAL AREA(ACRES) = 79.02 PEAK FLOW RATE(CFS) = 147.26 isi on am um am En ars rri en ',A an mi me I= es son as Date: 11/09/00 File name: FC100C.RES Page 7 Date: 11/09/00 File name: FC100C.RES Page 8 - NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE TOTAL AREA(ACRES) = 70.28 PEAK FLOW RATE(CFS) . 159 01 AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.47 END OF SUBAREA "V GUTTER HYDRAULICS: AREA-AVERAGED Ap . 0.47 DEPTH(FEET) = 1.63 FLOOD WIDTH(FEET) = 20.67 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL FLOW VELOCITY(FEET/SEC.) . 7.26 DEPTH•VELOCITY(FT . 11.81 CONFLUENCE ANALYSES. LONGEST FLOWPATH FROM NODE 0.00 TO NODE 460.00 = 2570.00 FEET. FLOW PROCESS FROM NODE 182.00 TO NODE 500.00 IS CODE . 56 FLOW PROCESS FROM NODE 460.00 TO NODE 500.00 IS CODE = 9 1)....Z >>>»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< >>>»COMPUTE 'V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««, »»>TRAVELTIME THRU SUBAREA«<cc . = UPSTREAM NODE ELEVATION(FEET) = 51.52 ELEVATION DATA: UPSTREAM(FEET) = 36.84 DOWNSTREAM(FEET) = 36.50 DOWNSTREAM NODE ELEVATION(FEET) = 36.50 CHANNEL LENGTH THRU SUBAREA(FEET) . 150.00 CHANNEL SLOPE = 0.0023 CHANNEL LENGTH THRU SUBAREA(FEET) = 1380.00 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) . 1.0 • V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) . 0.800 'Z• FACTOR = 3.000 MANNING'S FACTOR = 0.030 PAVEMENT LIP(FEET) 0.400 MANNING'S N = .0150 ESTIMATED CHANNEL HEIGHT(FEET) = 4.14 PAVEMENT CROSSFALL(USCIMAL NOTATION) = 0.20000 CHANNEL FLOW THRU SUBAREA(CFS) . 159.01 MAXIMUM DEPTH(FEET) . 5.00 FLOW VELOCITY(FEET/SEC) = 3.51 FLOW DEPTH(FEET) = 3.14 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.346 TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 18.68 SUBAREA LOSS RATE DATA(AMC II): LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 410.00 FEET. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/NR) (DECIMAL) CN COMMERCIAL D 12.24 0.47 0.10 75 FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE .... 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 >>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<cc TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 159.92 >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 11.03 AVERAGE FLOW DEPTH(FEET) . 2.23 FLOOD WIDTH(FEET) = 15.33 TOTAL NUMBER OF STREAMS = 2 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.08 Tc(MIN.) = 23.31 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: SUBAREA AREA(ACRES) = 12.24 SUBAREA RUNOFF(CFS) = 25.32 TIME OF CONCENTRATION(MIN.) = 18.68 EFFECTIVE AREA(ACRES) . 84.95 AREA-AVERAGED Fm(INCH/HR) = 0.29 RAINFALL INTENSITY(INCH/NR) = 2.68 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 0.65 AREA-AVERAGED Fm(INCH/HR) = 0.22 TOTAL AREA(ACRES) = 91.26 PEAK FLOW RATE(CFS) = 156.82 AREA-AVERAGED Fp(INCH/HR) . 0.47 AREA-AVERAGED Ap = 0.47 END OF SUBAREA 'V' GUTTER HYDRAULICS: EFFECTIVE STREAM AREA(ACRES) = 70.11 DEPTH(FEET) = 2.22 FLOOD WIDTH(FEET) = 15.18 TOTAL STREAM AREA(ACRES) = 70.28 FLOW VELOCITY(FEET/SEC.) = 10.99 DEPTIeVELOCITY(FT = 24.38 PEAK FLOW RATE(CFS) AT CONFLUENCE . 159.01 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 3950.00 FEET. •• CONFLUENCE DATA •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE . 1 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 156.82 23.31 2.346 0.45( 0.29) 0.65 84.9 0.00 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 2 159.01 18.68 2.679 0.47( 0.22) 0.47 70.1 0.00 TOTAL NUMBER OF STREAMS = 2 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: CONFLUENCE FORMULA USED FOR 2 STREAMS. TIME OF CONCENTRATION(MIN.) = 23.31 RAINFALL INTENSITY(INCH/HR) = 2.35 •• PEAK FLOW RATE TABLE •• AREA-AVERAGED Fm(INCH/HR) = 0.29 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER AREA-AVERAGED Fp(INCH/HR) = 0.15 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE AREA-AVERAGED Ap = 0.65 1 294.30 23.31 2.346 0.46( 0.26) 0.57 155.1 0.00 EFFECTIVE STREAM AREA(ACRES) = 84.95 2 305.12 18.68 2.679 0.46( 0.26) 0.56 138.2 0.00 TOTAL STREAM AREA(ACRES) = 91.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 156.82 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 305.12 Tc(MIN.) = 18.68 EFFECTIVE AREA(ACRES) = 138.20 AREA-AVERAGED Fm(INCH/HR) = 0.26 FLOW PROCESS FROM NODE 0.00 TO NODE 182.00 IS CODE . 7 AREA-AVERAGED FO/NCH/HR) = 0.46 AREA-AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 161.54 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 3950.00 FEET. . = USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 17.97 RAINFALL INTENSITY(INCH/HR) = 2.74 FLOW PROCESS FROM NODE 500.00 TO NODE 420.00 IS CODE = 9 4/..)■13 EFFECTIVE AREA(ACRES) = 70.11 III, will 111111 MI 111111 mei I - ® w Date: 11/09/00 File name: FC100C.RES Page 9 Date: 11/09/00 File name: FC100C.RES Page 10 » »> COMPUTE •V' GUTTER FLOW TRAVEL TIME THRU SUBAREA « «< SUBAREA RUNOFF(CFS) = 20.54 ___________ == = :s = = == = === =_ - - -_ = TOTAL AREA(ACRES) = 6.58 PEAK FLOW RATE(CFS) = 20.54 UPSTREAM NODE ELEVATION(FEET) = 36.50 DOWNSTREAM NODE ELEVATION(FEET) = 33.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 720.00 FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 1 ' V' GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.800 PAVEMENT LIP(FEET) = 0.400 MANNING'S N .0150 > » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< MAXIMUM DEPTH(FEET) = 5.00 = __ _ • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.563 TOTAL NUMBER OF STREAMS = 2 SUBAREA LOSS RATE DATA(AMC II): CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TIME OF CONCENTRATION(MIN.) = 11.87 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RAINFALL INTENSITY(INCH /HR) = 3.52 COMMERCIAL D 12.23 0.47 0.10 75 AREA - AVERAGED Fm(INCH/HR) = 0.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 AREA- AVERAGED Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 AREA- AVERAGED Ap = 0.10 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 318.96 EFFECTIVE STREAM AREA(ACRES) = 6.58 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 8.42 TOTAL STREAM AREA(ACRES) = 6.58 AVERAGE FLOW DEPTH(FEET) = 3.35 FLOOD WIDTH(FEET) = 26.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.54 ' V' GUTTER FLOW TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 20.11 SUBAREA AREA(ACRES) = 12.23 SUBAREA RUNOFF(CFS) = 27.69 •• CONFLUENCE DATA •• EFFECTIVE AREA(ACRES) = 150.43 AREA - AVERAGED Fm(INCH/HR) = 0.24 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER AREA - AVERAGED Fp(INCH/HR) = 0.46 AREA - AVERAGED Ap = 0.52 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE TOTAL AREA(ACRES) = 173.77 PEAR FLOW RATE(CFS) = 314.49 1 303.73 24.74 2.263 0.46( 0.25) 0.54 167.3 0.00 1 314.49 20.11 2.563 0.46( 0.24) 0.52 150.1 0.00 END OF SUBAREA •V' /ITER HYDRAULICS: 2 20.54 11.87 3.515 0.47( 0.05) 0.10 6.6 0.00 DEPTH(FEET) = 3.34 FLOOD WIDTH(FEET) = 26.37 FLOW VELOCITY(FEET /SEC.) = 8.38 DEPTH•VELOCITY(FT•FT /SEC) = 27.98 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •• FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 1 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 1 329.39 20.11 2.563 0.46) 0.23) 0.51 157.0 0.00 _ ____ = 2 316.85 24.74 2.263 0.46( 0.24) 0.52 173.9 0.00 TOTAL NUMBER OP STREAMS = 2 3 282.42 11.87 3.515 0.46( 0.23) 0.49 95.4 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.11 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RAINFALL INTENSITY(INCH/HR) = 2.56 PEAK FLOW RATE(CFS) = 329.39 Tc(MIN.) = 20.11 AREA - AVERAGED Fm(INCH /HR) = 0.24 EFFECTIVE AREA(ACRES) = 157.01 AREA - AVERAGED Fm(INCH/HR) = 0.23 AREA - AVERAGED Fp(INCH/HR) = 0.46 AREA- AVERAGED Fp(INCH /HR) = 0.46 AREA- AVERAGED Ap = 0.51 AREA - AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 180.35 EFFECTIVE STREAM AREA(ACRES) = 150.43 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. TOTAL STREAM AREA(ACRES) = 173.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 314.49 FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 11 FLOW PROCESS FROM NODE 0.00 TO NODE 420.00 IS CODE = 21 A .y » » > CONFLUENCE MEMORY BANK F 1 WITH THE MAIN- STREAM MEMORY «c < » >RATIONAL. METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« •• MAIN STREAM CONFLUENCE DATA •• _= STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER INITIAL SUBAREA FLAW- LENGTH(FEET) = 1000.00 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ELEVATION DATA: UPSTREAM(FEET) = 51.49 DOWNSTREAM(FEET) = 40.49 1 282.42 11.87 3.515 0.46( 0.23) 0.49 95.4 0.00 2 329.39 20.11 2.563 0.16( 0.23) 0.51 157.0 0.00 Tc = K•((LENGTH 3.00) /(ELEVATION CHANGE))••0.20 3 316.85 24.74 2.263 0.46( 0.24) 0.52 173.9 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.874 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.515 SUBAREA Tc AND LOSS RATE DATA(AMC II): •• MEMORY BANK F 1 CONFLUENCE DATA •• DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS Tc STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER LAND USE GROUP (ACRES) (INCH /NR) (DECIMAL) CN (MIN.) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE COMMERCIAL D 6.58 0.47 0.10 75 11.87 1 115.38 9.98 3.901 0.47( 0.23) 0.49 27.2 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCN /HR) = 0.47 2 136.58 15.27 3.023 0.47( 0.23) 0.49 44.0 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 3 137.43 15.53 2.993 0.47( 0.23) 0.50 44.9 0.00 - - 111111 - - - - 111111 - 111111 111111 111111 - - - 111111 111111 111111 Date: 11/09/00 File name: FC100C.RES Page 11 Date: 11/09/00 File name: FC100C.RES Page 12 4 145.55 18.77 2.671 0.47( 0.23) 0.50 54.6 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 0.00 FEET. » >ADDITION OF SUBAREA TO MAINLINE PEAK FLAW ««< •• PEAK FLOW RATE TABLE •• MAINLINE Tc(MIN) = 22.25 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER • 100 YEAR RAINFALL INTENSITY(INCN /HR) = 2.412 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE SUBAREA LOSS RATE DATA(AMC II): 1 405.38 11.87 3.515 0.46( 0.23) 0.19 128.6 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS 2 468.49 20.11 2.563 0.46( 0.23) 0.50 211.6 0.00 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 3 438.04 24.74 2.263 0.16( 0.24) 0.51 228.5 0.00 COMMERCIAL D 9.44 0.47 0.10 75 4 380.67 9.98 3.901 0.46( 0.23) 0.49 107.4 0.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.47 5 438.35 15.27 3.023 0.46( 0.23) 0.50 164.8 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 6 440.68 15.53 2.993 0.46( 0.23) 0.50 167.6 0.00 SUBAREA AREA(ACRES) = 9.44 SUBAREA RUNOFF(CFS) = 20.09 7 467.31 18.77 2.671 0.46( 0.23) 0.50 201.6 0.00 EFFECTIVE AREA(ACRES) = 233.99 AREA - AVERAGED Fm(INCH/HR) = 0.21 TOTAL AREA(ACRES) = 238.33 AREA - AVERAGED Fp(INCH/HR) = 0.46 AREA - AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 260.72 PEAK FLOW RATE(CFS) = 468.49 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: NOTE: PEAR FLOW RATE DEFAULTED TO UPSTREAM VALUE PEAK FLOW RATE(CFS) = 468.49 Tc(MIN.) = 20.107 = EFFECTIVE AREA(ACRES) = 211.60 AREA - AVERAGED Fm(INCH /HR) = 0.23 ,,4 END OF STUDY SUMMARY: AREA - AVERAGED Fp(INCH/HR) = 0.46 AREA - AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 260.72 TC(MIN.) = 22.25 TOTAL AREA(ACRES) = 238.33 EFFECTIVE AREA(ACRES) = 233.99 AREA - AVERAGED Fm(INCH/NR)= 0.21 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. AREA - AVERAGED Fp(INCH/HR) = 0.46 AREA - AVERAGED Ap = 0.46 PEAK FLOW RATE(CFS) = 468.49 FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 12 •• PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER »»'CLEAR MEMORY BANK 4 1 cc «< NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE - - - _ = = 1 380.67 12.25 3.450 0.46( 0.20) 0.43 129.8 0.00 2 405.38 14.11 3.170 0.46( 0.20) 0.44 151.0 0.00 3 438.35 17.46 2.790 0.46( 0.21) 0.45 187.2 0.00 FLOW PROCESS FROM NODE 420.00 TO NODE 530.00 IS CODE = 51 1 440.68 17.71 2.766 0.46( 0.21) 0.45 190.0 0.00 5 467.31 20.92 2.503 0.46( 0.21) 0.46 224.0 0.00 » »'COMPUTE TRAPEZOIDAL CHANNEL FLOW « «< 6 468.49 22.25 2.412 0.46( 0.21) 0.46 234.0 0.00 » » >TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< 7 438.04 26.93 2.151 0.46( 0.22) 0.48 250.8 0.00 ELEVATION DATA: UPSTREAM(FEET) = 33.60 DOWNSTREAM(FEET) = 32.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0020 END OF RATIONAL METHOD ANALYSIS CHANNEL BASE(FEET) = 15.00 •Z• FACTOR = 5.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 5.00 1 CHANNEL FLOW THRU SUBAREA(CFS) = 468.49 PLOW VELOCITY(FEET /SEC) = 3.88 FLOW DEPTH(FEET) = 3.64 � ^ TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = 22.25 DASH use ^ FaR id) NALY SI S 7c NODE 31/. / LONGEST FLOWPATH FROM NODE 0.00 TO NODE 530.00 = 5170.00 FEET. FLOW PROCESS FROM NODE 0.00 TO NODE 530.00 IS CODE = 81 A - S » OF SUBAREA TO MAINLINE PEAK FLOW«<c< MAINLINE Tc(MIN) = 22.25 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.412 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL D 12.95 0.47 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 12.95 SUBAREA RUNOFF(CFS) = 27.56 EFFECTIVE AREA(ACRES) = 224.55 AREA - AVERAGED Fm(INCH/HR) = 0.22 AREA - AVERAGED Fp(INCH/HR) = 0.46 AREA- AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 251.28 PEAK FLOW RATE(CFS) = 468.49 NOTE: PEAR FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 0.00 TO NODE 530.00 IS CODE = 81 A - 6 Sycamore Hills Storm Drain Basis of Design Technical Appendix A 100 -year Developed Condition Hydrology Hydrology to Node 311.01 (Sierra Avenue) ® - urn r Date: 11/09/00 File name: FC100D.RES Page 1 Date: 11/09/00 File name: FC100D.RES Page 2 » »> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »» >(STANDARD CURB SECTION USED) « «< RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) UPSTREAM ELEVATION(FEET) = 1061.00 DOWNSTREAM ELEVATION(FEET) = 1053.00 (c) Copyright 1983 -99 Advanced Engineering Software (ees) STREET LENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 8.0 Ver. 8.0 Release Date: 01/01/99 License ID 1264 STREET HALFWIDTH(FEET) = 28.00 Analysis prepared by: DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 Robert Bein, William Frost i Associates OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 14725 Alton Parkway Irvine, CA 92618 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetf low Section(curb -to -curb) = 0.0149 DESCRIPTION OF STUDY Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 • Sycamore Hills - Forecast Homes JN: 10- 100470 • • 100 -year Rational Method Hydrology at Node 311.01 • **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.87 • skg /rhe June 2000 V F44‘ 1.0 ►•► CO b J S Y �� STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: j. STREET FLOW DEPTH(FEET) = 0.12 /1 SEE 3DROLacr;/ MAP " `"M'NiliR Pau.) HALFSTREET FLOOD WIDTH(FEET) = 13.31 FILE NAME: FC \FC100D.DAT AND NODES rYlp RE �� A F Sy�RLA AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.48 TIME /DATE OF STUDY: 14:58 11/08/2000 PRODUCT OF DEPTH &VELOCITY(FT•FT /SEC.) = 1.05 = STREET FLOW TRAVEL TIME(MIN.) = 6.38 Tc(MIN.) = 16.53 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.882 • _= SUBAREA LOSS RATE DATA(AMC II): -- • TIME -OF- CONCENTRATION MODEL.-- SEE ,OL50 SycAvriona O44. 5 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 1440PoL.b(I I woP LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN USER SPECIFIED STORM EVENT(YEAR) = 100.00 COMMERCIAL B 1.60 0.75 0.10 56 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/NR) = 0.75 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 •USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL• SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 4.04 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.920 EFFECTIVE AREA(ACRES) = 2.43 AREA - AVERAGED Fm(INCH/HR) = 0.07 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.330 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 COMPUTED RAINFALL INTENSITY DATA: TOTAL AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) = 6.14 STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.3300 SLOPE OF INTENSITY DURATION CURVE = 0.6000 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 11.66 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* FLOW VELOCITY(FEET /SEC.) = 2.63 DEPTH•VELOCITY(FT•FT /SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 430.02 = 1500.00 FEET. FLOW PROCESS FROM NODE 430.20 TO NODE 227.01 IS CODE = 21 /130.2 FLOW PROCESS FROM NODE 130.02 TO NODE 430.02 IS CODE = 1 » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« TOTAL NUMBER OF STREAMS = 2 INITIAL SUBAREA FLAW- LENGTH(FEET) = 550.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ELEVATION DATA: UPSTREAM(FEET) = 1065.00 DOWNSTREAM(FEET) = 1061.00 TIME OF CONCENTRATION(MIN.) = 16.53 RAINFALL INTENSITY(INCH /HR) = 2.88 Tc = K 3.00) /(ELEVATION CHANGE)]••0.20 AREA - AVERAGED Fm(INCH/HR) = 0.07 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.155 AREA - AVERAGED Fp(INCH /HR) = 0.75 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.861 AREA- AVERAGED Ap = 0.10 SUBAREA Tc AND LOSS RATE DATA(AMC II): EFFECTIVE STREAM AREA(ACRES) = 2.43 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc TOTAL STREAM AREA(ACRES) = 2.43 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.14 COMMERCIAL B 0.83 0.75 0.10 56 10.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 - SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 FLOW PROCESS FROM NODE 432.00 TO NODE 229.01 IS CODE = 21 I.f3'f SUBAREA RUNOFF(CFS) = 2.83 L TOTAL AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) = 2.83 »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« FLOW PROCESS FROM NODE 227.01 TO NODE 430.02 IS CODE = 61 I,/30•/ INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1063.00 DOWNSTREAM(FEET) = 1060.50 111111 111111 111111 111111 111111 111111 111111 11211 111111 111111 111111 111111 ® 1 ® - Date: 11/09/00 File name: FC100D.RES Page 3 Date: 11/09/00 File name: FC100D.RES Page 4 TIME OF CONCENTRATION(MIN.1 = 15.64 Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGE)J••0.20 RAINFALL INTENSITY(INCH/HR) = 2.98 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.536 AREA - AVERAGED Fm(INCH /HR) = 0.07 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.777 AREA - AVERAGED Fp(INCH /HR) = 0.75 SUBAREA Tc AND LOSS RATE DATA(AMC II): AREA- AVERAGED Ap = 0.10 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc EFFECTIVE STREAM AREA(ACRES) = 2.36 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) TOTAL STREAM AREA(ACRES( = 2.36 COMMERCIAL B 0.91 0.75 0.10 56 10.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.17 . SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 •• CONFLUENCE DATA •• SUBAREA RUNOFF(CFS) = 3.03 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) = 3.03 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 6.14 16.53 2.882 0.75( 0.07) 0.10 2.4 430.20 2 6.17 15.64 2.980 0.75( 0.07) 0.10 2.4 432.00 FLOW PROCESS FROM NODE 229.01 TO NODE 430.02 IS CODE = 61 4252 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< CONFLUENCE FORMULA USED FOR 2 STREAMS. - » »»(STANDARD CURB SECTION USED) ««< _ _ _ •• PEAK FLOW RATE TABLE •• UPSTREAM ELEVATION(FEET) = 1060.50 DOWNSTREAM ELEVATION(FEET) = 1053.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) • 8.0 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE STREET HALFWIDTH(FEET) = 28.00 1 12.10 16.53 2.882 0.75( 0.07) 0.10 4.8 430.20 2 12.18 15.64 2.980 0.75( 0.07) 0.10 4.7 432.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 PEAK FLOW RATE(CFS) = 12.18 Tc(MIN.) = 15.64 EFFECTIVE AREA(ACRES) = 4.66 AREA - AVERAGED Fm(INCH/HR) = 0.07 SPECIFIED NUMBER OP HALFSTREETS CARRYING RUNOFF = 1 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 TOTAL AREA(ACRES) = 4.79 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0149 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 430.02 = 1500.00 FEET. Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.94 FLOW PROCESS FROM NODE 430.02 TO NODE 432.12 IS CODE = 31 STREETFL.OW MODEL RESULTS USING ESTIMATED FLOW: STREET FLAW DEPTH(FEET) = 0.42 »»COMPUTE PIPE -PLOW TRAVEL TIME THRU SUBAREA< HALFSTREET FLOOD WIDTH(FEET) = 13.04 »» »USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLAW) « «< AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.61 PRODUCT OF DEPTH &VELOCITY(FT•FT /SEC.) = 1.09 ELEVATION DATA: UPSTREAM(FEET) = 1016.20 DOWNSTREAM(FEET) = 1041.75 STREET FLOW TRAVEL TIME(MIN.) = 5.10 Tc(MIN.) = 15.64 FLOW LENGTH(FEET) = 690.00 MANNING'S N = 0.013 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.980 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES SUBAREA LOSS RATE DATA(AMC II): PIPE-FLOW VELOCITY(FEET /SEC.) = 5.95 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PIPE- FLOW(CFS) = 12.18 COMMERCIAL B 1.45 0.75 0.10 56 PIPE TRAVEL TIME(MZN.) = 1.93 Tc(MIN.) = 17.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 LONGEST FLOWPATH PROM NODE 430.20 TO NODE 432.12 = 2190.00 FEET. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 3.79 EFFECTIVE AREA(ACRES) = 2.36 AREA - AVERAGED Fm(INCH/HR) = 0.07 FLOW PROCESS FROM NODE 432.10 TO NODE 432.12 IS CODE = 81 431 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.36 PEAK FLOW RATE(CFS) = 6.17 »»»ADDITION OP SUBAREA TO MAINLINE PEAK FLOWc « « END OF SUBAREA STREET FLOW HYDRAULICS: MAINLINE Tc(MIN) = 17.57 DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.39 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.779 FLOW VEL.00ITY(FEET /SEC.) = 2.73 DEPTH•VELOCITY(FT•FT /SEC.) = 1.22 SUBAREA LOSS RATE DATA(AMC II): LONGEST FLOWPATH FROM NODE 432.00 TO NODE 430.02 = 1300.00 FEET. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 1.20 0.75 0.10 56 FLOW PROCESS FROM NODE 430.02 TO NODE 430.02 IS CODE = 1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 »»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.92 » »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< EFFECTIVE AREA(ACRES) = 5.86 AREA - AVERAGED Fm(INCH /HR) = 0.07 _ ________ = == = =a=== = =____ _ ___ _____= AREA- AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL NUMBER OF STREAMS = 2 TOTAL AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) = 14.26 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: r. fir:.: 111!11 111111 111111 111111 111111 111111 Date: 11/09/00 File name: FC100D.RES Page 5 Date: 11/09/00 File name: FC100D.RES Page 6 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.01 = 3220.00 FEET. FLOW PROCESS FROM NODE 131.10 TO NODE 432.12 IS CODE = 81 432• / » »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW «<« FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 81 4 33•/ MAINLINE Tc(MIN) = 17.57 >» »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< • 100 YEAR RAINFALL INTENSITY(INCH/HR) _ '2.779 = SUBAREA LOSS RATE DATA(AMC II): MAINLINE Tc(MIN) = 19.82 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.585 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SUBAREA LOSS RATE DATA(AMC II): COMMERCIAL B 1.20 0.75 0.10 56 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 COMMERCIAL B 1.30 0.75 0.10 56 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 EFFECTIVE AREA(ACRES) = 7.06 AREA - AVERAGED Fm(INCH/HR) = 0.07 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA - AVERAGED Ap = 0.10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.94 TOTAL AREA(ACRES) = 7.19 PEAK FLOW RATE(CFS) = 17.18 EFFECTIVE AREA(ACRES) = 12.26 AREA - AVERAGED Fm(INCH /HR) = 0.07 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.39 PEAK FLOW RATE(CFS) = 27.69 FLOW PROCESS FROM NODE 432.12 TO NODE 434.01 IS CODE = 31 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< «< FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 81 I., 3µ• ' » »»USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< _ - -"_ »»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ELEVATION DATA: UPSTREAM(FEET) = 1041.75 DOWNSTREAM(FEET) = 1037.30 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 MAINLINE Tc(MIN) = 19.82 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.9 INCHES • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.585 PIPE -FLOW VELOCITY(FEET /SEC.) = 8.27 SUBAREA LOSS RATE DATA(AMC II): ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS PIPE- FLOW(CFS) = 17.18 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 18.24 COMMERCIAL B 1.80 0.75 0.10 56 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 434.01 = 2520.00 FEET. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 SUBAREA AVERAGE PERVIOIL9. AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 'RR'", 1.80 SUBAREA RUNOFF(CFS) = 4.07 FLOW PROCESS FROM NODE 434.00 TO NODE 434.01 IS CODE = 81 L EFFECTIVE AREA(ACRES) = 14.06 AREA - AVERAGED Fm(INCH/HR) = 0.07 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA - AVERAGED Ap = 0.10 » »»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< TOTAL AREA(ACRES) = 14.19 PEAK FLOW RATE(CFS) = 31.76 MAINLINE Tc(MIN) = 18.24 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.717 FLOW PROCESS FROM NODE 433.20 TO NODE 433.01 IS CODS = 81 43 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS »»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL B 3.90 0.75 0.10 56 MAINLINE Tc(MIN) = 19.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCN/HR) = 0.75 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.585 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA LOSS RATE DATA(AMC II): SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 9.28 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS EFFECTIVE AREA(ACRES) = 10.96 AREA - AVERAGED Fm(INCH/HR) = 0.07 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 COMMERCIAL B 1.20 0.75 0.10 56 TOTAL AREA(ACRES) = 11.09 PEAK FLOW RATE(CFS) = 26.06 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.71 FLOW PROCESS FROM NODE 434.01 TO NODE 433.01 IS CODE = 31 EFFECTIVE AREA(ACRES) = 15.26 AREA - AVERAGED Fm(INCH/NR) = 0.07 AREA - AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< TOTAL AREA(ACRES) = 15.39 PEAK FLOW RATE(CFS) = 34.47 » »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1037.30 DOWNSTREAM(FEET) = 1032.40 FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 1 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 DEPTH OF FLAN IN 30.0 INCH PIPE IS 20.3 INCHES » =>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« < PIPE -FLOW VELOCITY(FEET /SEC.) = 7.37 = ESTIMATED PIPE DIAMETER(INCM) = 30.00 NUMBER OF PIPES = 1 TOTAL NUMBER OF STREAMS = 3 PIPE - FLOW(CFS) = 26.06 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 19.82 TIME OF CONCENTRATION(MIN.) = 19.82 Ur la- MS MS ® N _ UM II In MI VI IIIM MS On 11111 lin Date: 11/09/00 File name: FC1000.RES Page 7 Date: 11/09/00 File name: FC100D.RES Page 8 RAINFALL INTENSITY(INCH /HR) = 2.58 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL AREA - AVERAGED Fm(2NCH/HR) s 0.07 CONFLUENCE ANALYSES. AREA - AVERAGED PO/NCH/BR) a 0.75 AREA - AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 15.26 FLOW PROCESS FROM NODE 430.01 TO NODE 433.01 IS CODE = 61 Aga.; PounI4. rpt TOTAL STREAM AREA(ACRES) = 15.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.49 » »»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< # '- rwu of cowve »»»(STANDARD CURB SECTION USED) « «< AWA /4 VS i41Vy 6111P/4W FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 7 A4TA AMALyS /5 -rt.) UPSTREAM ELEVATION(FEET) = 1056.50 DOWNSTREAM ELEVATION(FBET) = 1 04 a 9 ewe. ro wow ' WOOS S 3 o STREET LENGTH(FEET) a 1635.00 CURB HEIGHT(INCHES) = 8.0 >» »USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «c STREET HALFWIDTH(FEET) = 28.00 = USER - SPECIFIED VALUES ARE AS FOLLOWS: DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 TC(MIN.) = 22.25 RAINFALL INTENSITY(INCH/HR) = 2.41 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 EFFECTIVE AREA(ACRES) a 236.78 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 TOTAL AREA(ACRES) a 260.72 PEAK FLOW RATE(CFS) = 468.49 AREA - AVERAGED Fnl(INCH /HR) a 0.21 AREA- AVERAGED Pp(INCH /HR) = 0.46 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF a 1 AREA - AVERAGED Ap = 0.46 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL Manning's FRICTION FACTOR for Streetf low Section(curb -to -curb) a 0.0149 CONFLUENCE ANALYSES. Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 ..TRAVEL TIME COMPUTED USING ESTIMATED PLOW(CFS) = 63.65 FLOW PROCESS FROM NODE 530.00 TO NODE 433.01 IS CODE = 31 ...STREET FLOWING FULL... STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA << «< STREET FLOW DEPTH(FEET) = 0.79 » »»USING COMPUTER - ESTIMATED PIPESIIE (NON- PRESSURE FLOW) ««< HALFSTREET FLOOD WIDTH(FEET) = 33.97 a a a - - -==a = AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.08 ELEVATION DATA: UPSTREAM(FEET) s 32.60 DOWNSTREAM(FEET) = 32.40 PRODUCT OF D£PTH &VELOCITY(FT'FT /SEC.) a 2.42 PLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 STREET FLOW TRAVEL TIME(MIN.) = 8.86 Tc(MIN.) = 34.01 DEPTH OF PLOW IN 108.0 INCH PIPE IS 78.9 INCHES • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.870 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.40 SUBAREA AREA(ACRES) a 0.00 SUBAREA RUNOFF(CFS) z 0.00 ESTIMATED PIPE DIAMETER(INCH) x 108.00 NUMBER OF PIPES = 1 EFFECTIVE AREA(ACRES) = 32.75 AREA - AVERAGED Fm(INCH/HR) a 0.10 PIPE - FLOW(CFS) a 468.49 AREA - AVERAGED Fm(INCH/HR) = 0.10 AREA - AVERAGED Ap = 1.00 PIPE TRAVEL TIME(MIN.) a 0.18 Tc(MIN.) = 22.43 TOTAL AREA(ACRES) = 32.75 PEAK FLOW RATE(CFS) a 63.65 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 433.01 = 1400.00 FEET. NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 1 DEPTH(FEET) = 0.79 HALFSTREET FLOOD WIDTN(FEET) a 33.97 FLOW VEL.00ITY(FEET /SEC.) = 3.08 DEPTH'VELOCITY(PT'FT /SEC.) a 2.42 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <c «< LONGEST FLOWPATH FROM NODE 430.01 TO NODE 433.01 a 1635.00 FEET. TOTAL NUMBER OF STREAMS a 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE a 1 TIME OF CONCENTRATION(MIN.) = 22.43 RAINFALL INTENSITY(INCH /HR) = 2.40 » »»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <c «< AREA - AVERAGED FTB(INCH /HR) = 0.21 »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< AREA - AVERAGED Fm(INCH/HR) = 0.46 = =_= aaz z x = = = =a a x AREA- AVERAGED Ap = 0.46 TOTAL NUMBER OF STREAMS = 3 EFFECTIVE STREAM AREA(ACRES) = 236.78 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TOTAL STREAM AREA(ACRES) a 260.72 TIME OF CONCENTRATION(MIN.) a 34.01 PEAK PLOW RATE(CFS) AT CONFLUENCE = 468.49 RAINFALL INTENSITY(INCH /HR) z 1.87 AREA - AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH/HR) = 0.10 FLOW PROCESS FROM NODE 430.01 TO NODE 430.01 IS CODE a 7 /ti n FROM AREA- AVERAGED Ap = 1.00 �(�(__ r EFFECTIVE STREAM AREA(ACRES) a 32.75 » »»USER SPECIFIED HYDROLOGY INFORMATION AT NOD! «c« /A7 )5e n DA1 Or TOTAL STREAM AREA(ACRES) = 32.75 =aaaa=sa=a = = = = =a ==saazaaaaaaa = =aa =z == a =a= == a=a' it 0r AVE AAA PEAK PLOW RATE(CFS) AT CONFLUENCE = 63.65 USER - SPECIFIED VALUES ARE AS FOLLOWS: E/� /RE ce R p 3...a TC(MIN.) = 25.15 RAINFALL INTENSITY(INCH/HR) = 2.24 Y .. CONFLUENCE DATA .. EFFECTIVE AREA(ACRES) a 32.75 NO 4f � ` M '�'►'19srig PZAW 61140Y STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) a 32.75 PEAK FLOW RATE(CFS) = 63.65 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /NR) (ACRES) NODE AREA - AVERAGED Fm(INCH/HR) a 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.10 1 33.82 20.72 2.517 0.75( 0.07) 0.10 15,4 430.20 AREA - AVERAGED Ap = 1.00 1 34.47 19.82 2.585 0.75( 0.07) 0.10 15.3 432.00 411111 111111 111111 4 1 N 111111 LITI IPTI IrrIl 111111 411111 BM 1 1 all 111111 111111 1 Date: 11/09/00 File name: FC100D.RES Page 9 Date: 11/09/00 File name: FC100D.RES Page 10 2 468.49 22.13 2.400 0.46( 0.21) 0.46 236.8 530.00 SUBAREA Tc AND LOSS RATE DATA(AMC II): 3 63.65 34.01 1.870 0.10( 0.10) 1.00 32.8 430.01 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RAINFALL INTENSITY Ar TIME OF CONCENTRATION RATIO COMMERCIAL B 0.70 0.75 0.10 56 8.61 CONFLUENCE FORMULA USID FOR 3 STREAMS. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR( = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 •• PEAK PLOW RATE TABLE •• SUBAREA RUNOFF(CFS) = 2.64 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.64 NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 535.54 19.82 2.585 0.40( 0.19) 0.48 213.6 432.00 I�/( 2 542.73 20.72 2.517 0.40( 0.19) 0.48 254.1 430.20 FLOW PROCESS FROM NODE 435.01 TO NODE 433.02 IS CODE = 61 ={,3y, 3 3 555.24 22.43 2.400 0.40( 0.19) 0.48 273.8 530.00 4 443.12 34.01 1.870 0.38( 0.19) 0.50 284.9 430.01 » »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««c » » >(STANDARD CURB SECTION USED)c «< COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: _ _ _ PEAK FLOW RATE(CFS) = 555.24 Tc(MIN.) = 22.43 UPSTREAM ELEVATION(FEET) = 1051.00 DOWNSTREAM ELEVATION(FEET) = 1048.50 EFFECTIVE AREA(ACRES) = 273.77 AREA - AVERAGED Fm(INCH/HR) = 0.19 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 8.0 AREA - AVERAGED Fp(INCH/NR) = 0.40 AREA- AVERAGED Ap = 0.48 STREET HALFWIDTH(FEET) = 28.00 TOTAL AREA(ACRES) = 308.86 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.01 = 3220.00 FEET. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 FLOW PROCESS FROM NODE 433.01 TO NODE 433.02 IS CODE = 31 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< STREET PARKWAY CROSSFALL(DECIMAL) 0.020 > »USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< Manning•s FRICTION FACTOR for Streetf low Section(curb -to -curb) = 0.0149 ___ _----== = = == = - - - -= = Manning•s FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 ELEVATION DATA: UPSTREAM(FEET) = 1032.10 DOWNSTREAM(FEET) = 1032.20 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.48 DEPTH OF FLOW IN 114.0 INCH PIPE IS 85.1 INCHES STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: PIPE -FLOW VELOCITY(FEET /SEC.) = 9.78 STREET FLOW DEPTH(FEET) = 0.38 . ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 HALFSTREET FLOOD WIDTH(FEET) = 11.06 PIPE- FLOW(CFS) = 555.21 AVERAGE FLOW VEIOCITY(FEET /SEC.) = 2.16 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 22.60 PRODUCT OF DEPTH &VELOCITY(FT•FT /SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 130.20 TO NODE 433.02 = 3320.00 FEET. STREET FLOW TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 10.30 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.828 SUBAREA LOSS RATE DATA(AMC II): FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEcc «< COMMERCIAL B 0.50 0.75 0.10 56 - - - - _ _== == = = === === x=== ==x_ = = = =x SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 TOTAL NUMBER OF STREAMS = 3 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: SUBAREA AREA(ACRES) x 0.50 SUBAREA RUNOFF(CFS) = 1.69 TIME OF CONCENTRATION(MIN.) = 22.60 EFFECTIVE AREA(ACRES) = 1.20 AREA - AVERAGED Fm(INCH/HR) = 0.07 RAINFALL INTENSITY(INCH /HR) = 2.39 AREA- AVERAGED Fp(INCH/HR) = 0.75 AREA- AVERAGED Ap = 0.10 AREA - AVERAGED Fm(INCH/HR) = 0.19 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.05 AREA- AVERAGED Fp(INCH /HR) = 0.10 AREA - AVERAGED Ap = 0.48 END OF SUBAREA STREET FLOW HYDRAULICS: EFFECTIVE STREAM AREA(ACRES) = 273.77 DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.78 TOTAL STREAM AREA(ACRES) = 308.86 FLOW VELOCITY(FEET /SEC.) = 2.57 DEPTH•VELOCITY(FT /SEC.) = 1.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 555.24 LONGEST FLOWPATH FROM NODE 434.20 TO NODE 433.02 = 700.00 FEET. FLOW PROCESS FROM NODE 134.20 TO NODE 435.01 IS CODE = 21 13t/'2 FLOW PROCESS FROM NODE 433.02 TO NODE 133.02 IS CODE = 1 • » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «. > »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « <« »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _ _ ___ _ _ - - - -= s =_== _-- -_ - - -= TOTAL NUMBER OF STREAMS = 3 INITIAL SUBAREA FLOW- LENGTH(FEET) = 450.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ELEVATION DATA: UPSTREAM(FEET) = 1056.00 DOWNSTREAM(FEET) = 1051.00 TIME OF CONCENTRATION(MIN.) = 10.30 RAINFALL INTENSITY(INCH /HR) = 3.83 TY s K•((LENGTH•• 3.00) /(ELEVATION CHANGE))••0.20 AREA - AVERAGED Fm(INCH /HR) = 0.07 SUBAREA ANALYSIS USED MINIMUM Ye(MIN.) = 8.610 AREA - AVERAGED Fp(INCH /HR) = 0.75 • 100 YEAR RAINFALL INTENSITY(INCN/HR) = 1.263 AREA- AVERAGED Ap = 0.10 Lirt, IIM OM MO OM MI M L ,x; Date: 11/09/00 File name: FC100D.RES Page 11 Date: 11/09/00 File name: FC100D.RES Page 12 EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.05 PEAK FLOW RATE(CFS) = 562.12 Tc(MIN.) = 22.60 EFFECTIVE AREA(ACRES) = 277.07 AREA - AVERAGED Pm(INCH /HR) = 0.19 AREA - AVERAGED Fp(INCH /HR) = 0.41 AREA- AVERAGED Ap = 0.48 FLAW PROCESS FROM NODE 435.10 TO NODE 433.02 IS CODE = 21 1435 / TOTAL AREA(ACRES) = 312.16 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.02 = 3320.00 FEET. »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _ = FLOW PROCESS FROM NODE 433.02 TO NODE 311.01 IS CODE = 31 INITIAL SUBAREA FLOW - LENGTH(FEET) = 700.00 ELEVATION DATA: UPST" AM(FEET) = 1052.00 DOWNSTREAM(FEET) = 1048.50 »»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» »USING COMPUTER- ESTIMATED PIPESI2E (NON- PRESSURE FLOW) « <« Tc = K•((LENGTH•• 3.00) /(ELEVATION CHANGE))••0.20 2 = = = = SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.054 ELEVATION DATA: UPSTREAM(FEET) = 1032.20 DOWNSTREAM(FEET) = 1031.00 • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.484 FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.013 SUBAREA Tc AND LASS RATE DATA(AMC II): DEPTH OF FLOW IN 114.0 INCH PIPE IS 89.2 INCHES DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc PIPE -FLAW VEL.00ITY(FEET /SEC.) = 9.44 LAND USE GROUP (ACRES) (INCH /NB) (DECIMAL) CN (MIN.) ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 COMMERCIAL B 2.10 0.75 0.10 56 12.05 PIPE- FLOW(CFS) = 562.12 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 PIPE TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 23.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap 2 0.10 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 311.01 = 3970.00 FEET. SUBAREA RUNOFF(CFS) = 6.44 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 6.44 PLOW PROCESS FROM NODE 312.00 TO NODE 311.01 IS CODE = 81 3i2. FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 » OF SUBAREA TO MAINLINE PEAK FLAW « «< »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< MAINLINE Tc(MIN) = 23.74 » »»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< • 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.320 _ _ 2222___ = SUBAREA LOSS RATE DATA(AMC II): TOTAL NUMBER OF STREAMS = 3 DEVELOPMENT TYPE/ SCS SOIL AREA Pp Ap SCS CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: LAND USE GROUP (ACRES) (/NCH/HR) (DECIMAL) CN TINE OF CONCENTRATION(MIN.) = 12.05 COMMERCIAL B 5.10 0.75 0.10 56 RAINFALL INTENSITY(INCH/HR) = 3.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.75 AREA - AVERAGED Fm(INCH/HR) = 0.07 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.75 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 10.30 AREA - AVERAGED Ap = 0.10 EFFECTIVE AREA(ACRES) = 282.17 AREA - AVERAGED Fp(INCH/HR) = 0.19 EFFECTIVE STREAM AREA(ACRES) = 2.10 AREA- AVERAGED Fp(INCH /HR) = 0.41 AREA- AVERAGED Ap = 0.47 TOTAL STREAM AREA(ACRES) = 2.10 TOTAL AREA(ACRES) = 317.26 PEAK FLOW RATE(CFS) = 562.12 PEAK FLAW RATE(CFS) AT CONFLUENCE = 6.44 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE __ _= 2 2 222_2____ •• CONFLUENCE DATA •• END OF STUDY SUMMARY: STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER TOTAL AREA(ACRES) = 317.26 TC(MIN.) = 23.74 NUMBER (CFS) (MIN.) (INCH /NR) (INCH /HR) (ACRES) NODE EFFECTIVE AREA(ACRES) = 282.17 AREA - AVERAGED Fm(INCH/HR)= 0.19 1 535.54 19.99 2.572 0.40( 0.19) 0.48 243.6 432.00 AREA - AVERAGED Fp(INCH /HR) = 0.41 AREA- AVERAGED Ap = 0.47 1 542.73 20.90 2.504 0.40( 0.19) 0.48 254.1 430.20 PEAK FLOW RATE(CFS) = 562.12 1 555.24 22.60 2.389 0.40( 0.19) 0.48 273.8 530.00 1 443.42 34.19 1.864 0.38( 0.19) 0.50 284.9 430.01 •• PEAK FLOW RATE TABLE •• 2 4.05 10.30 3.828 0.75( 0.07) 0.10 1.2 434.20 STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER 3 6.44 12.05 3.484 0.75( 0.07) 0.10 2.1 435.10 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 431.88 11.53 3.577 0.41( 0.19) 0.46 133.6 434.20 RAINFALL INTENSITY AND TINE OP CONCENTRATION RATIO 2 452.59 13.25 3.291 0.41( 0.19) 0.46 155.3 435.10 CONFLUENCE FORMULA USED FOR 3 STREAMS. 3 542.95 21.14 2.487 0.41( 0.19) 0.47 252.0 432.00 4 549.95 22.04 2.425 0.41( 0.19) 0.47 262.5 430.20 •• PEAK FLOW RATE TABLE •• 5 562.12 23.74 2.320 0.41( 0.19) 0.47 282.2 530.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 6 448.73 35.39 1.826 0.38( 0.19) 0.49 293.3 430.01 NUMBER (CPS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE ==2= 22 = _ _ =22=2==== 22==2= 1 431.88 10.30 3.828 0.41( 0.19) 0.47 128.5 434.20 =2222_ __: :2222 == a - -= 2- = =2=2 = = = = =__ 2 542.95 19.99 2.572 0.41( 0.19) 0.47 246.9 432.00 END OF RATIONAL METHOD ANALYSIS 3 549.95 20.90 2.504 0.41( 0.19) 0.48 257.4 430.20 4 562.12 22.60 2.389 0.41( 0.19) 0.48 277.1 530.00 1 5 448.73 34.19 1.864 0.38( 0.19) 0.50 288.2 430.01 6 452.59 12.05 3.484 0.41( 0.19) 0.47 150.2 435.10 Sycamore Hills Storm Drain Basis of Design Technical Appendix B Storm Drain Hydraulics 1 00 -year (Existing System - DeClez Channel to Santa Ana Avenue) 100 -year (Proposed System - Sierra Avenue through Tract) 100 -year (Temporary Channels) Sycamore Hills Storm Drain Basis of Design Technical Appendix B Storm Drain Hydraulics 100 -year (Existing System - DeClez Channel to Santa Ana Avenue) 111 COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 03/23/00 I PAGE 1 .ROJECT: Fontana /Jurupa SD /Line 8, C, and F /RBFJN15-000000 g ESIGNER: HJB J L2 MAX 0 ADJ 0 LENGTH FL 1 FL 2 CTL /TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N OC' S'& .' WS l� KEn T1-1L µ DEC at Ct4 ,JN e l- t 8 1 14.50 PLR .w1 P�Y,E m EArr 1 ANS 2 2 1799.0 1799.0 50.00 5.50 5.60 0.00 108. 168. 3 0.00 0.00 0.13 1 3 0 0 0. 0. 0. 0.00 0.015 1 2 3 1799.0 1799.0 377.50 5.60 6.36 0.00 108. 168. 3 0.00 0.00 0.26 0 4 100 0 0. 30. 0. 24.00 0.015 2 4 1799.0 1799.0 158.00 6.40 6.72 0.00 108. 168. 3 0.00 0.00 0.14 0 5 0 0 0. 0. 0. 0.00 0.015 IL 5 1799.0 1799.0 300.00 6.72 8.22 0.00 108. 168. 3 0.00 0.00 0.26 0 6 0 0 0. 0. 0. 0.00 0.015 lir 1799.0 1799.0 875.00 8.22 13.09 0.00 108. 168. 3 0.00 0.00 0.10 0 7 110 0 O. 45. 0. 7.00 0.015 2 7 1745.2 1745.2 10.00 13.13 13.18 0.00 108. 168. 3 0.00 0.00 0.00 0 8 120 0 0. 45. 0. 10.00 0.015 8 1665.1 1665.1 5.00 13.24 13.35 0.00 108. 168. 3 0.00 0.00 0.00 0 9 0 0 0. 0. 0. 0.00 0.015 2 9 1665.1 1665.1 878.00 13.35 19.67 0.00 108. 168. 3 0.00 0.00 0.10 0 10 0 0 0. 0. 0. 0.00 0.015 C 10 1665.1 1665.1 300.00 19.67 21.87 0.00 108. 168. 3 0.00 0.00 0.00 0 11 0 0 0. 0. 0. 0.00 0.015 1:21 11 1665.1 1665.1 100.00 21.87 22.27 0.00 108. 168. 3 0.00 0.00 0.05 0 12 130 140 0. 45. 45. 7.00 0.015 2 12 1496.4 1496.4 493.00 22.32 24.30 0.00 108. 168. 3 0.00 0.00 0.05 0 13 150 0 0. 45. 0. 6.00 0.015 2 13 1421.6 1421.6 87.00 24.33 24.67 0.00 108. 168. 3 0.00 0.00 0.00 0 14 0 0 0. 0. 0. 0.00 0.015 2 14 1421.6 1421.6 326.00 24.67 25.97 0.00 108. 168. 3 0.00 0.00 0.05 0 15 160 0 0. 45. 0. 6.00 0.015 l; 15 1346.8 1346.8 395.00 26.00 27.58 0.00 108. 168. 3 0.00 0.00 0.12 0 16 170 0 0. 45. 0. 6.00 0.015 16 1278.1 1278.1 79.00 27.60 27.92 0.00 108. 168. 3 0.00 0.00 0.13 0 17 202 0 0. 30. 0. 14.00 0.015 17 924.5 924.5 50.93 27.97 28.17 0.00 108. 168. 3 0.00 0.00 0.10 0 18 0 0 0. 0. 0. 0.00 0.015 f 18 924.5 924.5 30.00 28.17 28.29 0.00 108. 0. 3 0.00 0.00 0.08 0 19 0 0 0. 0. 0. 0.00 0.015 2 19 924.5 924.5 262.09 28.29 29.08 0.00 108. 0. 3 0.00 0.00 0.18 0 20 0 0 0. 0. 0. 4.66 0.013 i 20 924.5 924.5 347.67 29.09 30.13 0.00 108. 0. 3 0.00 0.00 0.00 0 21 0 0 0. 0. 0. 0.00 0.013 li 21 849.6 849.6 35.60 30.13 30.24 0.00 108. 0. 3 0.00 0.00 0.05 0 22 250 0 0. 30. 0. 22.24 0.013 22 403.2 403.2 489.83 31.79 33.75 0.00 90. 0. 3 0.00 0.00 0.05 0 23 0 0 0. 0. 0. 4.66 0.013 I 23 403.2 403.2 483.84 33.77 35.71 0.00 90. 0. 3 0.00 0.00 0.05 0 24 0 0 0. 0. 0. 4.66 0.013 2 24 403.2 403.2 59.17 35.72 35.96 0.00 90. 0. 3 0.00 0.00 0.00 0 25 0 0 0. 0. 0. 0.00 0.013 25 403.2 403.2 321.17 35.96 37.24 0.00 90. 0. 3 0.00 0.00 0.05 0 26 0 0 0. 0. 0. 4.66 0.013 li 1 A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 03/23/00 PAGE 2 PROJECT: Fontana /Jurupa SD /Line B, C, and F /RBFJN15-000000 1 ESIGNER: HJB ..0 L2 MAX Q ADJ 0 LENGTH FL 1 FL 2 CTL /TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N II 26 181.4 181.4 464.75 37.26 39.12 0.00 90. 0. 3 0.00 0.00 0.05 0 27 270 0 0. 30. 0. 16.75 0.013 2 27 181.4 181.4 180.36 42.18 51.31 0.00 54. 0. 3 0.00 0.00 0.05 0 28 0 0 0. 0. 0. 6.66 0.013 1 28 181.4 181.4 205.65 51.48 53.43 0.00 54. 0. 1 0.00 0.00 0.00 0 0 0 0 0. 0. 0. 0.00 0.013 If 100 0.1 0.1 10.00 6.88 7.38 0.00 72. 0. 1 0.00 0.00 0.00 4 0 0 0 0. 0. 0. 0.00 0.013 2 110 53.8 53.8 10.00 15.40 15.90 0.00 42. 0. 1 0.00 0.00 0.00 8 0 0 0 0. 0. 0. 0.00 0.013 It 120 80.1 80.1 10.00 14.50 15.00 0.00 60. 0. 1 0.00 0.00 0.00 9 0 0 0 0. 0. 0. 0.00 0.013 2 130 89.3 89.3 10.00 25.00 25.50 0.00 54. 0. 1 0.00 0.00 0.00 11 0 0 0 0. 0. 0. 0.00 0.013 li 140 79.4 79.4 10.00 25.00 25.50 0.00 48. 0. 1 0.00 0.00 0.00 11 0 0 0 0. 0. 0. 0.00 0.013 I( 150 74.8 74.8 10.00 27.00 27.50 0.00 48. 0. 1 0.00 0.00 0.00 13 0 0 0 0. 0. 0. 0.00 0.013 160 74.8 74.8 10.00 29.00 29.50 0.00 48. 0. 1 0.00 0.00 0.00 15 0 0 0 0. 0. 0. 0.00 0.013 li 170 68.7 68.7 10.00 29.92 30.42 0.00 48. 0. 1 0.00 0.00 0.00 16 0 0 0 0. 0. 0. 0.00 0.013 2 202 597.0 353.0 25.00 28.86 28.98 0.00 96. 0. 3 0.00 0.00 0.01 17 203 224 0 0. 90. 0. 2.00 0.013 II 203 596.0 596.0 39.00 28.98 29.08 0.00 96. 0. 3 0.00 0.00 0.00 0 204 225 0 0. 90. 0. 2.00 0.013 li( 204 590.0 590.0 126.00 29.08 29.62 0.00 96. 0. 3 0.00 0.00 0.00 0 205 226 0 0. 90. 0. 2.00 0.013 _ 205 590.0 590.0 260.00 29.62 30.66 0.00 96. 0. 3 0.00 0.00 0.00 0 206 227 0 0. 90. 0. 2.00 0.013 li 206 590.0 590.0 38.00 30.66 30.81 0.00 96. 0. 3 0.00 0.00 0.00 0 207 228 0 0. 45. 0. 2.00 0.013 2 207 590.0 590.0 27.00 30.81 30.91 0.00 96. 0. 3 0.00 0.00 0.00 0 208 229 0 0. 90. 0. 2.00 0.013 1 208 590.0 590.0 47.00 30.91 31.10 0.00 96. 0. 3 0.00 0.00 0.00 0 209 230 0 0. 45. O. 11.00 0.013 II( 209 373.0 373.0 137.00 31.60 32.15 0.00 90. 0. 3 0.00 0.00 0.00 0 210 231 0 0. 90. 0. 2.00 0.013 210 373.0 373.0 81.00 32.15 32.47 0.00 90. 0. 3 0.00 0.00 0.00 0 211 232 0 0. 90. 0. 2.00 0.013 If 211 373.0 373.0 260.00 32.47 33.50 0.00 90. 0. 3 0.00 0.00 0.00 0 212 233 0 0. 90. 0. 2.00 0.013 2 212 373.0 373.0 241.00 37 50 34.47 0.00 90. 0. 3 0.00 0.00 0.05 0 213 234 0 0. 60. 0. 2.00 0.013 II 213 373.0 373.0 300.00 34.47 35.66 0.00 90. 0. 3 0.00 0.00 0.05 0 214 235 0 0. 90. 0. 2.00 0.013 2 214 373.0 373.0 270.00 35.66 36.75 0.00 90. 0. 3 0.00 0.00 0.00 0 215 236 0 0. 90. 0. 2.00 0.013 1 215 373.0 373.0 38.00 36.75 36.90 0.00 90. 0. 3 0.00 0.00 0.00 0 216 237 0 0. 45. 0. 2.00 0.013 li r . • II A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 03/23/00 I PAGE 3 .ROJECT: Fontana /Jurupa SD /Line B, C, and F /RBFJN15- 000000 ESIGNER: HJB J L2 MAX Q ADJ 0 LENGTH FL 1 FL 2 CTL /TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N II 2 216 373.0 373.0 22.00 36.90 37.00 0.00 90. 0. 3 0.00 0.00 0.00 0 217 238 0 0. 90. 0. 2.00 0.013 2 217 356.0 356.0 57.00 37.00 37.21 0.00 90. 0. 3 0.00 0.00 0.00 0 218 239 0 0. 30. 0. 13.00 0.013 1 2 218 154.0 154.0 121.00 38.84 39.32 0.00 54. 0. 3 0.00 0.00 0.00 0 219 240 0 0. 90. 0. 2.00 0.013 2 219 154.0 154.0 110.00 39.32 39.66 0.00 54. 0. 3 0.00 0.00 0.00 0 220 241 0 0. 90. 0. 2.00 0.013 ' 2 220 154.0 154.0 191.00 39.66 40.52 0.00 54. 0. 3 0.00 0.00 0.00 0 221 242 0 0. 90. 0. 2.00 0.013 1 2221 154.0 154.0 509.00 40.52 42.55 0.00 54. 0. 3 0.00 0.00 0.05 0 222 223 0 0. 45. 0. 2.00 0.013 2 222 149.0 149.0 15.00 42.55 42.61 0.00 54. 0. 1 0.00 0.00 0.00 0 0 0 0 0. 0. 0. 0.00 0.013 1 2223 4.2 4.2 28.00 44.07 44.21 0.00 18. 0. 1 0.00 0.20 0.00 222 0 0 0 0. 0. 0. 0.00 0.013 2 224 6.9 6.9 84.00 33.22 52.96 0.00 18. 0. 1 0.00 0.20 0.00 203 0 0 0 0. 0. 0. 0.00 0.013 1 2 225 0.7 0.7 47.00 33.80 50.74 0.00 18. 0. 1 0.00 0.20 0.00 204 0 0 0 0. 0. 0. 0.00 0.013 lir 226 7.4 7.4 162.00 33.98 51.64 0.00 18. 0. 1 0.00 0.20 0.00 205 0 0 0 0. 0. 0. 0.00 0.013 2 227 5.4 5.4 162.00 34.91 51.17 0.00 18. 0. 1 0.00 0.20 0.00 206 0 0 0 0. 0. 0. 0.00 0.013 1: 2 228 2.5 2.5 46.00 35.47 46.70 0.00 18. 0. 1 0.00 0.20 0.00 207 0 0 0 0. 0. 0. 0.00 0.013 2 229 1.5 1.5 48.00 35.43 50.36 0.00 18. 0. 1 0.00 0.20 0.00 208 0 0 0 0. 0. 0. 0.00 0.013 230 232.0 232.0 86.00 33.55 40.05 0.00 54. 0. 1 0.00 0.00 0.00 209 0 0 0 0. 0. 0. 0.00 0.013 231 1.8 1.8 19.00 37.23 47.38 0.00 18. 0. 1 0.00 0.20 0.00 210 0 0 0 0. 0. 0. 0.00 0.013 232 4.9 4.9 162.00 36.40 52.34 0.00 18. 0. 1 0.00 0.20 0.00 211 0 0 0 0. 0. 0. 0.00 0.013 1 233 8.4 8.4 162.00 37.43 51.14 0.00 18. 0. 1 0.00 0.20 0.00 212 0 0 0 0. 0. 0. 0.00 0.013 2 234 6.1 6.1 - 169.00 38.18 50.55 0.00 18. 0. 1 0.00 0.20 0.00 213 0 0 0 0. 0. 0. 0.00 0.013 i 235 5.7 5.7 162.00 39.16 48.13 0.00 18. 0. 1 0.00 0.20 0.00 214 0 0 0 0. 0. 0. 0.00 0.013 236 4.7 4.7 162.00 40.04 46.37 0.00 18. 0. 1 0.00 0.20 0.00 215 0 0 0 0. 0. 0. 0.00 0.013 _ 237 13.4 13.4 26.00 40.31 42.28 0.00 18. 0. 1 0.00 0.20 0.00 216 0 0 0 0. 0. 0. 0.00 0.013 1 238 3.1 3.1 48.00 40.03 43.36 0.00 24. 0. 1 0.00 0.20 0.00 217 0 0 0 0. 0. 0. 0.00 0.013 2 239 215.0 215.0 61.00 40.21 41.19 0.00 54. 0. 1 0.00 0.00 0.00 218 0 0 0 0. 0. 0. 0.00 0.013 240 4.2 4.2 20.00 41.04 42.98 0.00 18. 0. 1 0.00 0.20 0.00 219 0 0 0 0. 0. 0. 0.00 0.013 li e 1 % COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 03/23/00 PAGE 4 rROJECT: Fontana /Jurupa SD /Line B, C, and F /RBFJN15-000000 1 ESIGNER: HJB ) L2 MAX 0 ADJ 0 LENGTH FL 1 FL 2 CTL /TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N 1 2 241 7.0 7.0 169.00 41.98 48.19 0.00 18. 0. 1 0.00 0.20 0.00 220 0 0 0 0. 0. 0. 0.00 0.013 2 242 8.6 8.6 170.00 43.07 53.08 0.00 18. 0. 1 0.00 0.20 0.00 221 0 0 0 0. 0. 0. 0.00 0.013 I ? 250 521.3 446.4 10.00 30.64 31.14 0.00 102. 0. 1 0.00 0.00 0.00 22 0 0 0 0. 0. 0. 0.00 0.013 2 270 221.8 221.8 10.00 39.90 39.95 0.00 60. 0. 1 0.00 0.00 0.00 27 0 0 0 0. 0. 0. 0.00 0.013 1 I li I I I I II I I: • Ill COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 03/23/00 I PAGE 1 NROJECT: Fontana /Jurupa SD /Line B, C, and F /RBFJN15- 000000 I ESIGNER: HJB INE 0 0 W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS II 1 HYDRAULIC GRADE LINE CONTROL = 14.50 II 2 1799.0 108 168 9.00 8.00 FULL 0.00542 14.3 14.3 5.50 5.60 14.50 14.79 9.00 9.19 0.00 0.00 3 1799.0 108 168 9.00 8.00 FULL 0.00542 14.3 14.3 5.60 6.36 14.79 15.81 9.19 9.45 0.00 0.00 4 1799.0 108 168 9.00 8.00 FULL 0.00542 14.3 14.3 6.40 6.72 15.81 16.19 9.41 9.47 0.00 0.00 5 1799.0 108 168 7.70 8.00 FULL 0.00542 14.3 14.3 6.72 8.22 16.19 17.91 9.47 9.69 0.00 0.00 111 1799.0 108 168 7.40 8.00 PART 0.00542 14.3 16.1 8.22 13.09 17.91 21.09 9.69 8.00 0.00 0.00 HYD JUMP X = 0.00 X(N) = 0.00 X(J) = 477.95 F(J) = 1353.37 D(BJ) = 7.41 D(AJ) = 8.62 7 1745.2 108 168 7.53 7.84 FULL 0.00510 13.9 13.9 13.13 13.18 22.27 22.36 9.14 9.18 0.00 0.00 8 1665.1 108 168 4.24 7.59 FULL 0.00464 13.2 13.2 13.24 13.35 22.84 22.92 9.60 9.57 0.00 0.00 li 9 1665.1 108 168 6.35 7.59 SEAL 0.00464 13.2 18.4 13.35 19.67 22.92 26.13 9.57 6.46 0.00 0.00 HYD JUMP X = 0.00 X(N) = 0.00 X(J) = 139.06 F(J) = 1250.79 D(BJ) = 6.36 D(AJ) = 8.99 0 1665.1 108 168 6.30 7.59 PART 0.00464 18.4 15.7 19.67 21.87 26.13 29.46 6.46 7.59 0.00 0.00 0 1 1665.1 108 168 7.91 7.59 PART 0.00464 15.7 15.1 21.87 22.27 29.46 30.14 7.59 7.87 0.00 0.00 2 1496.4 108 168 7.28 7.07 FULL 0.00375 11.9 11.9 22.32 24.30 31.90 33.50 9.58 9.20 0.00 0.00 3 1421.6 108 168 7.08 6.83 FULL 0.00338 11.3 11.3 24.33 24.67 33.85 34.12 9.52 9.45 0.00 0.00 14 1421.6 108 168 7.03 6.83 FULL 0.00338 11.3 11.3 24.67 25.97 34.12 35.07 9.45 9.10 0.00 0.00 5 1346.8 108 168 6.74 6.59 PART 0.00304 10.7 11.2 26.00 27.58 35.40 36.18 9.40 8.60 0.00 0.00 I 6 1278.1 108 168 6.45 6.37 SEAL 0.00274 10.1 10.4 27.60 27.92 36.64 36.70 9.04 8.78 0.00 0.00 li X = 33.37 X(N) = 0.00 7 924.5 108 168 5.15 5.13 FULL 0.00143 7.3 7.3 27.97 28.17 37.79 37.39 9.82 9.22 0.00 0.00 HJ a UJT 11 8 924.5 108 0 9.00 7.46 PART 0.00730 16.4 15.5 28.17 28.29 35.63 36.29 7.46 8.00 0.00 0.00 19 924.5 108 0 9.00 7.46 PART 0.00548 15.5 14.6 28.29 29.08 36.29 37.87 8.00 8.79 0.00 0.00 0 924.5 108 0 9.00 7.46 SEAL 0.00548 14.6 14.5 29.09 30.13 37.87 39.15 8.78 9.02 0.00 0.00 X = 341.16 X(N) = 0.00 21 849.6 108 0 9.00 7.19 FULL 0.00463 13.4 13.4 30.13 30.24 40.1. 40.34 10.03 10.10 0.00 0.00 HJ a UJT 403.2 90 0 5.22 5.20 PART 0.00276 12.4 12.9 31.79 33.75 36." 38.74 5.20 4.99 0.00 0.00 X = 0.00 X(N) = 16.19 lir 403.2 90 0 5.21 5.20 PART 0.00276 12.4 12.7 33.77 35.71 38.97 40.76 5.20 5.05 0.00 0.00 X = 0.00 X(N) = 17.37 Co 1 oL El-fVI�,or) fog /02 P i PE I TA K £ N TO 8C- -NE 1"1 A wil ur►'t £ i i t)J 116i TNKou6� 'rNf. -r /ox1 z 40.3 • A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 03/23/00 PAGE 2 PROJECT: Fontana /Jurupa SD /Line B, C, and F /RBFJN15-000000 IIIESIGNER: HJB -INE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS II 24 403.2 90 0 5.19 5.20 PART 0.00276 12.4 12.4 35.72 35.96 40.91 41.15 5.19 5.19 0.00 0.00 X = 0.00 X(N) = 34.54 I 25 403.2 90 0 5.22 5.20 PART 0.00276 12.4 12.3 35.96 37.24 41.16 42.46 5.20 5.22 0.00 0.00 X = 0.00 X(N) = 13.89 26 181.4 90 0 3.17 3.41 SEAL 0.00056 4.1 35.4 37.26 39.12 45.86 40.41 8.60 1.29 0.00 0.00 HYD JUMP X = 319.02 X(N) = 0.00 X(J) = 413.48 F(J) = 174.43 D(8J) = 1.45 D(AJ) = 7.15 27 181.4 54 0 2.01 3.89 PART 0.00851 23.6 14.4 42.18 51.31 44.37 54.63 2.19 3.32 0.00 0.00 '28 181.4 54 0 3.50 3.89 PART 0.00851 13.6 12.4 51.48 53.43 55.01 57.32 3.53 3.89 59.71 0.00 I 4 HYDRAULIC GRADE LINE CONTROL = 15.81 00 0.1 72 0 0.01 0.08 FULL 0.00000 0.0 0.0 6.88 7.38 15.81 15.81 8.93 8.43 15.81 0.00 I 8 HYDRAULIC GRADE LINE CONTROL = 22.60 0 53.8 42 0 1.16 2.29 FULL 0.00286 5.6 5.6 15.40 15.90 22.60 22.62 7.20 6.72 23.11 0.00 I 8 HYDRAULIC GRADE LINE CONTROL = 22.92 l 20 80.1 60 0 1.25 2.53 FULL 0.00095 4.1 4.1 14.50 15.00 22.92 22.93 8.42 7.93 23.19 0.00 I 11 HYDRAULIC GRADE LINE CONTROL = 29.46 IlL 89.3 54 0 1.37 2.77 PART 0.00206 5.6 6.1 25.00 25.50 29.46 29.39 4.46 3.89 29.97 0.00 I iii 11 HYDRAULIC GRADE LINE CONTROL = 29.46 0 79.4 48 0 1.35 2.69 SEAL 0.00306 6.3 6.3 25.00 25.50 29.46 29.49 4.46 3.99 30.11 0.00 X = 9.86 X(N) = 0.00 I 111 COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 03/23/00 I PAGE 3 - ROJECT: Fontana /Jurupa SD /Line B, C, and F /RBFJN15- 000000 F ESIGNER: HJB INE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 111 13 HYDRAULIC GRADE LINE CONTROL = 33.67 50 74.8 48 0 1.31 2.61 FULL 0.00271 6.0 6.0 27.00 27.50 33.67 33.70 6.67 6.20 34.25 0.00 I 15 HYDRAULIC GRADE LINE CONTROL = 35.24 60 74.8 48 0 1.31 2.61 FULL 0.00271 6.0 6.0 29.00 29.50 35.24 35.26 6.24 5.76 35.81 0.00 111 16 HYDRAULIC GRADE LINE CONTROL = 36.41 70 68.7 48 0 1.25 2.50 FULL 0.00229 5.5 5.5 29.92 30.42 36.41 36.43 6.49 6.01 36.90 0.00 17 HYDRAULIC GRADE LINE CONTROL = 37.24 02 597.0 96 0 6.20 6.21 FULL 0.00428 11.9 11.9 28.86 28.98 37.24 37.37 8.38 8.39 0.00 0.00 203 596.0 96 0 8.00 6.21 FULL 0.00427 11.9 11.9 28.98 29.08 37.40 37.56 8.42 8.48 0.00 0.00 04 590.0 96 0 6.48 6.18 FULL 0.00418 11.7 11.7 29.08 29.62 37.66 38.18 8.58 8.56 0.00 0.00 590.0 96 0 8.00 6.18 FULL 0.00418 11.7 11.7 29.62 30.66 38.19 39.28 8.57 8.62 0.00 0.00 I 05 _06 590.0 96 0 8.00 6.18 FULL 0.00418 11.7 11.7 30.66 30.81 39.29 39.45 8.63 8.64 0.00 0.00 )7 590.0 96 0 8.00 6.18 FULL 0.00418 11.7 11.7 30.81 30.91 39.46 39.57 8.65 8.66 0.00 0.00 I 208 590.0 96 0 8:00 6.18 FULL 0.00418 11.7 11.7 30.91 31.10 39.58 39.77 8.67 8.67 0.00 0.00 9 373.0 90 0 4.93 4.98 FULL 0.00236 8.4 8.4 31.60 32.15 40.72 41.04 9.12 8.89 0.00 0.00 II 10 373.0 90 0 4.95 4.98 FULL 0.00236 8.4 8.4 32.15 32.47 41.05 41.24 8.90 8.77 0.00 0.00 1 373.0 90 0 4.95 4.98 FULL 0.00236 8.4 8.4 32.47 33.50 41.24 41.86 8.77 8.36 0.00 0.00 2 373.0 90 0 4.92 4.98 FULL 0.00236 8.4 8.4 33.50 34.47 41.86 42.48 8.36 8.01 0.00 0.00 I 213 373.0 90 0 4.95 4.98 FULL 0.00236 8.4 8.4 34.47 35.66 42.48 43.25 8.01 7.59 0.00 0.00 4 373.0 90 0 4.92 4.98 SEAL 0.00236 8.4 8.7 35.66 36.75 43.25 43.77 7.59 7.02 0.00 0.00 X = 53.48 X(N) = 0.00 Il k COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 03/23/00 I PAGE 4 rROJECT: Fontana /Jurupa SD /Line B, C, and F /RBFJN15-000000 ESIGNER: HJB INE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 15 373.0 90 0 4.95 4.98 PART 0.00236 8.7 8.8 36.75 36.90 43.77 43.83 7.02 6.93 0.00 0.00 I 16 373.0 90 0 4.72 4.98 PART 0.00236 8.8 8.9 36.90 37.00 43.76 43.79 6.86 6.79 0.00 0.00 _17 356.0 90 0 4.91 4.86 PART 0.00215 8.3 8.3 37.00 37.21 44.06 44.15 7.06 6.94 0.00 0.00 HJ 51 UJT 18 154.0 54 0 4.50 3.63 PART 0.00613 10.6 9.9 38.84 39.32 42.70 43.55 3.86 4.23 0.00 0.00 219 154.0 54 0 4.50 3.63 PART 0.00613 9.9 9.8 39.32 39.66 43.55 44.01 4.23 4.35 0.00 0.00 20 154.0 54 0 4.50 3.63 PART 0.00613 9.8 9.9 39.66 40.52 44.01 44.75 4.35 4.23 0.00 0.00 lir 1 154.0 54 0 4.50 3.63 SEAL 0.00613 9.9 9.7 40.52 42.55 44.75 47.60 4.23 5.05 0.00 0.00 X = 253.22 X(N) = 0.00 22 149.0 54 0 4.50 3.58 FULL 0.00574 9.4 9.4 42.55 42.61 47.77 47.86 5.22 5.25 49.22 0.00 2 HYDRAULIC GRADE LINE CONTROL = 47.68 -23 4.2 18 0 0.81 0.78 FULL 0.00160 2.4 2.4 44.07 44.21 47.68 47.73 3.61 3.52 47.83 0.00 C 3 HYDRAULIC GRADE LINE CONTROL = 37.38 224 6.9 18 0 0.37 1.01 SEAL 0.00431 3.9 5.4 33.22 52.96 37.38 53.97 4.16 1.01 54.52 0.00 HYD JUMP X = 6.13 X(N) = 57.67 X(J) = 6.13 F(J) = 4.37 D(BJ) = 0.37 D(AJ) = 2.74 i 4 HYDRAULIC GRADE LINE CONTROL = 37.61 III 5 0.7 18 0 0.10 0.31 SEAL 0.00004 0.4 2.7 33.80 50.74 37.61 51.05 3.81 0.31 51.18 0.00 HYD JUMP X = 6.41 X(N) = 25.35 X(J) = 8.54 F(J) = 0.28 D(BJ) = 0.10 D(AJ) = 0.71 I 205 HYDRAULIC GRADE LINE CONTROL = 38.19 6 7.4 18 0 0.47 1.05 SEAL 0.00496 4.2 5.6 33.98 51.64 38.19 52.69 4.21 1.05 53.27 0.00 HYD JUMP X = 18.45 X(N) = 104.18 X(J) = 18.45 F(J) = 3.68 D(BJ) = 0.47 D(AJ) = 2.28 44 A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 03/23/00 I PAGE 5 PROJECT: Fontana /Jurupa SD /Line B, C, and F /RBFJN15-000000 IIISIGNER: HJB _INE G D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 6 HYDRAULIC GRADE LINE CONTROL = 39.29 7 5.4 18 0 0.41 0.90 SEAL 0.00264 3.1 4.9 34.91 51.17 39.29 52.07 4.38 0.90 52.51 0.00 HYD JUMP X = 26.20 X(N) = 86.96 X(J) = 26.20 F(J) = 2.40 D(BJ) = 0.41 D(AJ) = 1.81 I 207 HYDRAULIC GRADE LINE CONTROL = 39.45 III 2.5 18 0 0.22 0.60 SEAL 0.00057 1.4 3.8 35.47 46.70 39.45 47.30 3.98 0.60 47.57 0.00 HYD JUMP X = 10.19 X(N) = 35.86 X(J) = 10.76 F(J) = 1.19 D(BJ) = 0.22 D(AJ) = 1.35 I 8 HYDRAULIC GRADE LINE CONTROL = 39.57 229 1.5 18 0 0.16 0.46 SEAL 0.00020 0.8 3.3 35.43 50.36 39.57 50.82 4.14 0.46 51.02 0.00 HYD JUMP X = 8.50 X(N) = 24.86 X(J) = 9.90 F(J) = 0.67 D(BJ) = 0.16 D(AJ) = 1.05 9 HYDRAULIC GRADE LINE CONTROL = 40.25 0 232.0 54 0 2.06 4.20 PART 0.01392 24.7 15.0 33.55 40.05 36.12 44.25 2.57 4.20 47.75 0.00 [10 HYDRAULIC GRADE LINE CONTROL = 41.04 1 1.8 18 0 0.16 0.50 SEAL 0.00029 1.0 3.5 37.23 47.38 41.04 47.88 3.81 0.50 48.11 0.00 HYD JUMP X = 4.33 X(N) = 0.00 X(J) = 4.76 F(J) = 1.00 D(BJ) = 0.16 D(AJ) = 1.26 1 '1 HYDRAULIC GRADE LINE CONTROL = 41.24 c 4.9 18 0 0.39 0.85 SEAL 0.00218 2.8 4.8 36.40 52.34 41.24 53.19 4.84 0.85 53.61 0.00 HYD JUMP X = 32.65 X(N) = 92.59 X(J) = 32.65 F(J) = 2.10 D(BJ) = 0.39 D(AJ) = 1.69 a ' k Ar . r E A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 03/23/00 PAGE 6 PROJECT: Fontana /Jurupa SD /Line B, C, and F /RBFJN15-000000 ESIGNER: HJB ..INE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 12 HYDRAULIC GRADE LINE CONTROL = 41.86 33 8.4 18 0 0.54 1.12 SEAL 0.00639 4.8 5.9 37.43 51.14 41.86 52.26 4.43 1.12 52.92 0.00 HYD JUMP X = 27.20 X(N) = 109.53 X(J) = 27.20 F(J) = 3.98 D(BJ) = 0.54 D(AJ) = 2.29 I 212 HYDRAULIC GRADE LINE CONTROL = 42.48 1 34 6.1 18 0 0.47 0.95 SEAL 0.00337 3.5 5.2 38.18 1- 50.55 42.48 51.50 4.30 0.95 52.00 0.00 HYD JUMP X = 35.74 X(N) = 120.23 X(J) = 35.74 F(J) = 2.52 D(BJ) = 0.47 D(AJ) = 1.80 I 14 HYDRAULIC GRADE LINE CONTROL = 43.25 235 5.7 18 0 0.49 0.92 SEAL 0.00294 3.2 5.0 39.16 48.13 43.25 49.05 4.09 0.92 49.52 0.00 HYD JUMP X = 46.97 X(N) = 110.69 X(J) = 46.97 F(J) = 2.12 D(BJ) = 0.49 D(AJ) = 1.61 ..15 HYDRAULIC GRADE LINE CONTROL = 43.77 36 4.7 18 0 0.48 0.83 SEAL 0.00200 2.7 4.7 40.04 46.37 43.77 47.20 3.73 0.83 47.61 0.00 HYD JUMP X = 60.18 X(N) = 135.06 X(J) = 63.66 F(J) = 1.49 0(BJ) = 0.48 D(AJ) = 1.35 C t 15 HYDRAULIC GRADE LINE CONTROL = 43.80 _ 7 13.4 18 0 0.72 1.36 FULL 0.01627 7.6 7.6 40.31 42.28 43.80 44.22 3.49 ' 1.94 45.29 0.00 I I 17 HYDRAULIC GRADE LINE CONTROL = 43.93 X38 3.1 24 0 0.31 0.61 SEAL 0.00019 1.0 3.8 40.03 43.36 43.93 43.97 3.90 0.61 44.24 0.00 HYD JUMP X = 27.39 X(N) = 0.00 X(J) = 42.55 F(J) = 0.72 D(BJ) = 0.41 D(AJ) = 0.88 C f A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 03/23/00 PAGE 7 PROJECT: Fontana /Jurupa SD /Line B, C, and F /RBFJN15- 000000 ESIGNER: HJB ..INE G D W ON DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW 0 (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 1 7 HYDRAULIC GRADE LINE CONTROL = 43.43 9 215.0 54 0 3.23 4.12 PART 0.01195 15.8 14.1 40.21 41.19 43.60 45.31 3.59 4.12 48.39 0.00 _18 HYDRAULIC GRADE LINE CONTROL = 43.55 It 0 4.2 18 0 0.36 0.78 SEAL 0.00160 2.4 4.5 41.04 42.98 43.55 43.76 2.51 0.78 44.14 0.00 HYD JUMP X = 10.56 X(N) = 0.00 X(J) = 13.18 F(J) = 1.21 D(8J) = 0.49 D(AJ) = 1.21 20 HYDRAULIC GRADE LINE CONTROL = 44.01 41 7.0 18 0 0.61 1.02 SEAL 0.00444 4.0 5.5 41.98 48.19 44.01 49.21 2.03 1.02 49.77 0.00 HYD JUMP X = 12.09 X(N) = 127.65 X(J) = 12.09 F(J) = 2.43 D(BJ) = 0.61 D(AJ) = 1.62 1 HYDRAULIC GRADE LINE CONTROL = 44.75 42 8.6 18 0 0.60 1.14 PART 0.00670 13.0 6.0 43.07 53.08 43.67 54.22 0.60 1.14 54.88 0.00 s X = 0.00 X(N) = 85.78 li 1 HYDRAULIC GRADE LINE CONTROL = 38.66 0 521.3 102 0 2.69 5.71 PART 0.00236 9.4 10.0 30.64 31.14 38.66 38.51 8.02 7.37 40.05 0.00 li 7 HYDRAULIC GRADE LINE CONTROL = 42.39 lir 221.8 60 0 5.00 4.22 PART 0.00725 12.5 12.2 39.90 39.95 44.12 44.33 4.22 4.38 46.63 0.00 C # V 1, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE E F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ B UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ B DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 3/23/2000 11:46 I I I I I C I I I 1 Sycamore Hills Storm Drain Basis of Design Technical Appendix B Storm Drain Hydraulics 100 -year (Existing System DeClez Channel to Santa Ana Avenue ) 100 -year ( Proposed System - Lines A, C, D and E ) 100 -year ( Proposed System - Lines B, F and G ) 100 - -year (Temporary Channels) Sycamore Hills Storm Drain Basis of Design Technical Appendix B Storm Drain Hydraulics 100 -year ( Proposed System ) Lines A, C, D, And E i LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 10/19/00 I PAGE 1 PROJECT: Forecast Homes On -site Drainage II ESIGNER: hjb L I C1 V t1 'OAT Lis E 5 A 1 c 1 CD L2 MAX 0 ADJ 0 LENGTH FL 1 FL 2 CTL /TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N 8 1 46.51 2 12 159.0 159.0 279.43 36.91 37.75 50.10 78. 0. 3 0.00 0.00 0.05 1 13 27 0 0. 45. 0. 7.50 0.013 1 2 13 130.1 130.1 75.27 37.78 38.01 0.00 78. 0. 3 0.00 0.00 0.05 0 14 30 31 0. 45. 60. 7.58 0.013 I 2 14 128.2 128.2 393.28 38.03 39.21 0.00 78. 0. 3 0.00 0.00 0.15 0 15 32 33 0. 45. 60. 7.58 0.013 2 15 126.3 126.3 391.40 39.23 40.40 49.70 78. 0. 3 0.00 0.00 0.15 0 16 34 35 0. 45. 60. 7.58 0.013 1 2 16 123.3 123.3 66.90 40.42 40.62 0.00 78. 0. 3 0.00 0.00 0.13 0 17 78 0 0. 45. 0. 0.00 0.013 2 17 110.8 110.8 160.26 40.62 41.10 50.50 78. O. 3 0.00 0.00 0.30 0 18 85 0 0. 45. 0. 13.08 0.013 1 2 18 63.4 63.4 90.27 41.14 41.50 50.10 60. 0. 3 0.00 0.00 0.27 0 19 36 37 0. 45. 65. 9.25 0.013 I 2 19 47.8 47.8 501.87 41.54 43.55 51.00 54. 0. 3 0.00 0.00 0.05 0 20 0 0 0. 0. 0. 4.67 0.013 2 20 47.8 47.8 472.52 43.57 45.46 53.30 54. 0. 3 0.00 0.00 0.30 0 21 38 39 0. 60. 45. 7.42 0.013 2 21 37.0 37.0 187.21 45.49 46.23 54.60 48. 0. 3 0.00 0.00 0.05 0 22 40 0 0. 45. 0. 6.00 0.013 2 22 14.5 14.5 347.51 46.58 49.62 56.00 30. 0. 3 0.00 0.00 0.05 0 23 0 0 0. 0. 0. 4.00 0.013 2 23 14.5 14.5 359.15 49.66 53.25 60.60 30. 0. 3 0.00 0.00 0.33 0 24 26 0 0. 45. 0. 4.67 0.013 2 24 6.6 6.6 55.22 53.29 53.84 59.90 24. 0. 1 0.00 0.20 0.25 0 0 0 0 0. 0. 0. 0.00 0.013 E 2 26 10.4 7.9 54.80 53.50 54.05 59.90 24. 0. 1 0.00 0.20 0.00 25 0 0 0 0. 0. 0. 0.00 0.013 Iii 27 29.9 28.9 55.93 39.76 42.55 49.50 30. 0. 3 0.00 0.00 0.35 13 28 29 0 0. 60. 0. 4.67 0.013 2 28 10.7 10.7 28.81 42.77 43.06 48.93 24. 0. 1 0.00 0.20 0.22 0 0 0 0 0. 0. 0. 0.00 0.013 2 29 16.7 14.2 19.56 42.94 43.14 48.93 24. 0. 1 0.00 0.20 0.00 28 0 0 0 0. 0. 0. 0.00 0.013 2 30 1.2 1.2 18.73 40.51 43.55 49.29 24. 0. 1 0.00 0.20 0.00 14 0 0 0 0. 0. 0. 0.00 0.013 1 2 31 1.4 0.7 29.18 40.51 44.16 49.29 18. 0. 1 0.00 0.20 0.00 14 0 0 0 0. 0. 0. 0.00 0.013 I 2 32 1.1 1.1 18.98 41.46 41.84 49.29 18. 0. 1 0.00 0.20 0.00 15 0 0 0 0. 0. 0. 0.00 0.013 2 33 1.3 0.8 29.12 41.71 42.30 49.29 18. 0. 1 0.00 0.20 0.00 15 0 0 0 0. 0. 0. 0.00 0.013 2 34 1.5 1.5 18.73 42.66 43.03 49.29 24. 0. 1 0.00 0.20 0.00 16 0 0 0 0. 0. 0. 0.00 0.013 2 35 1.6 1.5 29.18 42.91 43.49 49.29 18. 0. 1 0.00 0.20 0.00 16 0 0 0 0. 0. 0. 0.00 0.013 1 2 36 5.8 5.8 14.23 43.27 43.91 48.84 18. 0. 1 0.00 0.20 0.00 19 0 0 0 0. 0. 0. 0.00 0.013 i _A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 10/19/00 I PAGE 2 PROJECT: Forecast Homes On -site Drainage III DESIGNER: hjb :D L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL /TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N I 2 37 10.1 9.8 24.83 43.02 43.52 48.84 24. 0. 1 0.00 0.20 0.00 19 0 0 0 0. 0. 0. 0.00 0.013 2 38 5.1 5.1 25.00 46.97 47.47 53.15 18. 0. 1 0.00 0.20 0.00 22 0 0 0 0. 0. 0. 0.00 0.013 1 2 39 6.1 5.7 19.61 46.97 47.26 53.15 18. 0. 1 0.00 0.20 0.00 22 0 0 0 0. 0. 0. 0.00 0.013 2 40 22.7 22.5 92.14 47.16 47.53 54.10 30. 0. 3 0.00 0.00 0.23 23 41 42 43 0. 30. 45. 8.83 0.013 I 2 41 5.2 5.2 302.98 47.57 48.78 54.57 30. 0. 1 0.00 0.20 0.18 0 0 0 0 0. 0. 0. 0.00 0.013 I 2 42 9.7 9.7 23.77 47.78 48.97 53.40 24. 0. 1 0.00 0.20 0.00 41 0 0 0 0. 0. O. 0.00 0.013 ir- 2 43 8.8 7.8 32.17 47.78 48.42 53.40 24. 0. 1 0.00 0.20 0.00 41 0 0 0 0. 0. 0. 0.00 0.013 2 78 13.4 12.5 193.40 42.88 43.85 50.60 24. 0. 3 0.00 0.00 0.16 17 79 0 0 0. 0. 0. 4.00 0.013 2 79 13.4 13.4 206.83 43.86 44.72 0.00 24. 0. 3 0.00 0.00 0.17 0 80 82 83 0. 90. 60. 6.50 0.013 1 2 80 9.6 9.6 30.55 44.92 45.07 51.00 24. 0. 3 0.00 0.00 0.18 0 81 84 0 0. 45. 0. 4.75 0.013 I 2 81 5.0 5.0 197.08 45.10 48.09 52.18 18. 0. 1 0.00 0.20 0.38 0 0 0 0 0. 0. 0. 0.00 0.013 2 82 2.5 2.5 20.88 45.14 45.34 50.45 18. 0. 1 0.00 0.20 0.00 80 0 0 0 0. 0. 0. 0.00 0.013 1 2 83 1.5 1.3 38.77 45.14 45.52 50.39 18. 0. 1 0.00 0.20 0.00 80 0 0 0 0. 0. 0. 0.00 0.013 2 84 5.1 4.6 70.69 45.33 45.68 50.55 18. 0. 1 0.00 0.20 0.00 81 0 0 0 0. 0. O. 0.00 0.013 1 2 85 40.5 47.4 146.14 42.12 42.41 49.60 54. 0. 3 0.00 0.00 0.11 18 86 88 89 0. 60. 45. 7.42 0.013 2 86 27.7 27.7 393.86 42.43 44.01 52.20 48. 0. 3 0.00 0.00 0.30 0 87 90 91 0. 45. 30. 8.83 0.013 2 87 10.7 10.7 179.36 44.43 45.33 51.67 30. 0. 1 0.00 0.20 0.18 0 0 0 0 0. 0. 0. 0.00 0.013 2 88 1.7 1.7 30.43 43.92 43.98 48.99 18. 0. 1 0.00 0.20 0.00 86 0 0 0 0. 0. 0. 0.00 0.013 2 89 11.8 11.1 20.29 43.67 43.71 48.99 24. 0. 1 0.00 0.20 0.00 86 0 0 0 0. 0. 0. 0.00 0.013 1 2 90 4.6 4.6 35.00 44.93 45.00 51.87 24. 0. 1 0.00 0.20 0.00 87 0 0 0 0. 0. 0. 0.00 0.013 2 91 13.1 12.4 26.48 44.93 44.98 51.87 24. 0. 1 0.00 0.20 0.00 87 0 0 0 0. 0. 0. 0.00 0.013 II I 1 I A 1 A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 10/19/00 I PAGE 1 PROJECT: Forecast Homes On-site Drainage lir ESIGNER: hjb INE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 1 HYDRAULIC GRADE LINE CONTROL = 46.51 L , E A I 12 159.0 78 0 3.45 3.34 FULL 0.00092 4.8 4.8 36.91 37.75 46.51 46.78 9.60 9.03 0.00 0.00 13 130.1 78 0 3.05 3.00 FULL 0.00062 3.9 3.9 37.78 38.01 46.91 46.97 9.13 8.96 0.00 0.00 14 128.2 78 0 3.04 2.97 FULL 0.00060 3.9 3.9 38.03 39.21 46.99 47.26 8.96 8.05 0.00 0.00 15 126.3 78 0 3.02 2.95 FULL 0.00058 3.8 3.8 39.23 40.40 47.28 47.54 8.05 7.14 0.00 0.00 16 123.3 78 0 2.98 2.91 FULL 0.00055 3.7 3.7 40.42 40.62 47.56 47.63 7.14 7.01 0.00 0.00 17 110.8 78 0 2.80 2.76 FULL 0.00045 3.3 3.3 40.62 41.10 47.68 47.80 7.06 6.70 0.00 0.00 I 18 63.4 60 0 2.15 2.23 FULL 0.00059 3.2 3.2 41.14 41.50 47.88 47.98 6.74 6.48 0.00 0.00 1:19 47.8 54 0 1.93 1.99 FULL 0.00059 3.0 3.0 41.54 43.55 48.05 48.35 6.51 4.80 0.00 0.00 20 47.8 54 0 1.93 1.99 SEAL 0.00059 3.0 4.2 43.57 45.46 48.35 48.51 4.78 3.05 0.00 0.00 X = 83.20 X(N) = 0.00 21 37.0 48 0 1.78 1.80 PART 0.00066 3.5 4.5 45.49 46.23 48.65 48.71 3.16 2.48 0.00 0.00 HJ B UJT 22 14.5 30 0 1.06 1.28 PART 0.00125 3.2 7.9 46.58 49.62 48.80 50.62 2.22 1.00 0.00 0.00 HYD JUMP X = 0.00 X(N) = 165.51 X(J) = 70.92 F(J) = 4.17 D(BJ) = 1.06 D(AJ) = 1.52 23 14.5 30 0 1.03 1.28 PART 0.00125 7.6 5.7 49.66 53.25 50.69 54.53 1.03 1.28 0.00 0.00 X = 0.00 X(N) = 266.30 X 24 6.6 24 0 0.74 0.91 PART 0.00085 2.2 3.4 53.29 53.84 55.07 55.03 1.78 1.19 55.25 59.90 C 26 HYDRAULIC GRADE LINE CONTROL = 53.78 1-AT A-11 26 10.4 24 0 0.95 1.15 PART 0.00211 7.0 5.5 53.50 54.05 54.45 55.20 0.95 1.15 55.78 59.90 I 13 HYDRAULIC GRADE LINE CONTROL = 46.85 , N E G 11 L 2 29.9 30 0 0.98 1.86 FULL 0.00531 6.1 6.1 39.76 42.55 46.85 47.35 7.09 4.80 0.00 0.00 1 28 10.7 24 0 0.96 1.17 FULL 0.00224 3.4 3.4 42.77 43.06 48.24 48.35 5.47 5.29 48.56 48.93 II _A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 10/19/00 I PAGE 2 PROJECT: Forecast Homes On -site Drainage I ESIGNER: hjb :INE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS a 28 HYDRAULIC GRADE LINE CONTROL = 47.80 L AI C 3 1 29 16.7 24 0 1.27 1.47 FULL 0.00545 5.3 5.3 42.94 43.14 47.80 47.90 4.86 4.76 48.43 48.93 1 14 HYDRAULIC GRADE LINE CONTROL = 46.98 L pi G • ) 1 30 1.2 24 0 0.15 0.38 FULL 0.00003 0.4 0.4 40.51 43.55 46.98 46.98 6.47 3.43 46.98 49.29 14 HYDRAULIC GRADE LINE CONTROL = 46.98 L Al C,'• 2. 31 1.4 18 0 0.20 0.44 FULL 0.00018 0.8 0.8 40.51 44.16 46.98 46.99 6.47 2.83 47.00 49.29 15 HYDRAULIC GRADE LINE CONTROL = 47.27 L A T A • 3 32 1.1 1B 0 0.27 0.39 FULL 0.00011 0.6 0.6 41.46 41.84 47.27 47.27 5.81 5.43 47.28 49.29 15 HYDRAULIC GRADE LINE CONTROL = 47.27 ` I- AT A i 1 u 133 1.3 18 0 0.30 0.43 FULL 0.00015 0.7 0.7 41.71 42.30 47.27 47.27 5.56 4.97 47.28 49.29 16 HYDRAULIC GRADE LINE CONTROL = 47.55 L A 'f A c I 34 1.5 24 0 0.29 0.42 FULL 0.00004 0.5 0.5 42.66 43.03 47.55 47.55 4.89 4.52 47.56 49.29 I 16 HYDRAULIC GRADE LINE CONTROL = 47.55 Lek A • w I 35 1.6 18 0 0.33 0.47 FULL 0.00023 0.9 0.9 42.91 43.49 47.55 47.56 4.64 4.07 47.57 49.29 I m rrr , II/A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 10/19/00 I PAGE 3 eROJECT: Forecast Homes On-site Drainage I ESIGNER: hjb INE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 1 19 HYDRAULIC GRADE LINE CONTROL = 48.01 LA A . 1 36 5.8 18 0 0.52 0.93 FULL 0.00305 3.3 3.3 43.27 43.91 48.01 48.06 4.74 4.15 48.26 48.84 19 HYDRAULIC GRADE LINE CONTROL = 48.01 L AT A- 8 37 10.1 24 0 0.77 1.13 FULL 0.00199 3.2 3.2 43.02 43.52 48.01 48.06 4.99 4.54 48.26 48.84 1 22 HYDRAULIC GRADE LINE CONTROL = 48.75 L • T A - q I 38 5.1 18 0 0.61 0.87 SEAL 0.00236 2.9 3.1 46.97 47.47 48.75 48.79 1.78 1.32 48.97 53.15 X = 16.01 X(N) = 0.00 22 HYDRAULIC GRADE LINE CONTROL = 48.75 L ' r A - !a 39 6.1 18 0 0.73 0.95 FULL 0.00337 3.5 3.5 46.97 47.26 48.75 48.82 1.78 1.56 49.04 53.15 ; 5 23 HYDRAULIC GRADE LINE CONTROL = 50.65 L' N V AZ 22.7 30 0 1.81 1.62 FULL 0.00306 4.6 4.6 47.16 47.53 50.65 51.01 3.49 3.48 0.00 0.00 E 41 5.2 30 0 0.76 0.75 FULL 0.00016 1.1 1.1 47.57 48.78 51.40 51.46 3.83 2.68 51.48 54.57 1 1 41 HYDRAULIC GRADE LINE CONTROL = 51.21 LAIR A 2 I. 1 42 9.7 24 0 0.59 1.11 FULL 0.00184 3.1 3.1 47.78 48.97 51.21 51.25 3.43 2.28 51.43 53.40 I 11 41 HYDRAULIC GRADE LINE CONTROL = 51.21 LAT ft 24. 2 43 8.8 24 0 0.72 1.05 FULL 0.00151 2.8 2.8 47.78 48.42 51.21 51.26 3.43 2.84 51.40 53.40 NMI NW I LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 10/19/00 I PAGE 4 PROJECT: Forecast Homes On -site Drainage ESIGNER: hjb LINE 0 D W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 NG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 17 HYDRAULIC GRADE LINE CONTROL = 47.65 l 1149 a 1 78 13.4 24 0 1.40 1.31 FULL 0.00351 4.3 4.3 42.88 43.85 47.65 48.38 4.77 4.53 0.00 0.00 79 13.4 24 0 1.51 1.31 FULL 0.00351 4.3 4.3 43.86 44.72 48.39 49.16 4.53 4.44 0.00 0.00 1 80 9.6 24 0 1.12 1.10 FULL 0.00180 3.1 3.1 44.92 45.07 49.45 49.53 4.53 4.46 0.00 0.00 1 81 5.0 18 0 0.65 0.86 FULL 0.00227 2.8 2.8 45.10 48.09 49.63 50.12 4.53 2.03 50.27 52.18 1 80 HYDRAULIC GRADE LINE CONTROL = 49.31 11.44/61r D • ) 1 82 2.5 18 0 0.50 0.60 FULL 0.00057 1.4 1.4 45.14 45.34 49.31 49.32 4.17 3.98 49.36 50.45 1 80 HYDRAULIC GRADE LINE CONTROL = 49.31 LOOT 1:)°41 83 1.5 18 0 0.38 0.46 FULL 0.00020 0.8 0.8 45.14 45.52 49.31 49.32 4.17 3.80 49.33 50.39 81 HYDRAULIC GRADE LINE CONTROL = 49.58 LA? 1:P 1 84 5.1 18 0 0.92 0.87 FULL 0.00236 2.9 2.9 45.33 45.68 49.58 49.75 4.25 4.07 49.90 50.55 18 HYDRAULIC GRADE LINE CONTROL = 47.84 L to L I 85 40.5 54 0 2.15 1.83 FULL 0.00042 2.5 2.5 42.12 42.41 47.84 47.92 5.72 5.51 0.00 0.00 86 27.7 48 0 1.51 1.56 FULL 0.00037 2.2 2.2 42.43 44.01 47.95 48.12 5.52 4.11 0.00 0.00 i 87 10.7 30 0 1.05 1.09 FULL 0.00068 2.2 2.2 44.43 45.33 48.09 48.22 3.66 2.89 48.31 51.67 I 86 HYDRAULIC GRADE LINE CONTROL = 47.93 �� i/ ' IL 8 1.7 18 0 0.63 0.49 FULL 0.00026 1.0 1.0 43.92 43.98 47.93 47.94 4.01 3.96 47.96 48.99 B _A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 10/19/00 PAGE 5 PROJECT: Forecast Homes On -site Drainage 1 ESIGNER: hjb SINE 0 D W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW I NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 86 HYDRAULIC GRADE LINE CONTROL = 47.93 1.4 e- z, 1 89 11.8 24 0 2.00 1.23 FULL 0.00272 3.8 3.8 43.67 43.71 47.93 47.99 4.26 4.28 48.25 48.99 86 HYDRAULIC GRADE LINE NT = T " CO ROL 48.10 90 4.6 24 0 0.95 0.75 FULL 0.00041 1.5 1.5 44.93 45.00 48.10 48.12 3.17 3.12 48.16 51.87 86 HYDRAULIC GRADE LINE CONTROL = 48.10 LP ? 6 91 13.1 24 0 2.00 1.30 FULL 0.00335 4.2 4.2 44.93 44.98 48.10 48.19 3.17 3.21 48.52 51.87 I I 1 I li I I I I A C V 1, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END I X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE I F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) I SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ a UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ a DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE I EOJ 11/13/2000 10:32 I I 1 I I I I I li I Sycamore Hills Storm Drain Basis of Design Technical Appendix B Storm Drain Hydraulics 100 -year ( Proposed System ) Lines B, F, And G .A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/R04412.1 (INPUT) DATE: 11/12/00 I PAGE 1 PROJECT: Forecast Homes Onsite Drainage ESIGNER: skg 14 CAST 8. D AT 1,10g, 0, F, 14 Cr D L2 MAX 0 ADJ 0 LENGTH FL 1 FL 2 CTL /TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N 8 1 45.45 2 8 145.6 145.6 18.14 34.33 34.40 0.00 84. 0. 3 0.00 0.00 0.00 1 9 78 0 0. 45. 0. 0.00 0.013 2 9 144.2 144.2 270.28 34.40 35.48 0.00 84. 0. 3 0.00 0.00 0.17 0 10 79 0 0. 45. 0. 0.00 0.013 2 10 134.4 134.4 175.47 35.48 36.19 46.70 84. 0. 3 0.00 0.00 0.15 0 11 30 31 0. 80. 45. 8.17 0.013 2 11 117.6 117.6 57.55 37.27 37.47 0.00 78. 0. 3 0.00 0.00 0.18 0 12 61 0 0. 64. 0. 0.00 0.013 2 12 113.1 113.1 596.98 37.47 39.56 0.00 78. 0. 3 0.00 0.00 0.55 0 13 62 0 0. 45. 0. 0.00 0.013 2 13 109.1 109.1 21.87 39.56 39.64 0.00 78. 0. 3 0.00 0.00 0.00 0 14 63 0 0. 45. 0. 0.00 0.013 2 14 103.3 103.3 18.70 39.64 39.70 47.60 78. 0. 3 0.00 0.00 0.23 0 15 92 0 0. 30. 0. 14.50 0.013 2 15 64.1 64.1 34.19 39.75 39.89 0.00 60. 0. 3 0.00 0.00 0.18 0 16 64 0 0. 45. 0. 0.00 0.013 2 16 62.3 62.3 211.10 39.89 40.73 48.40 60. 0. 3 0.00 0.00 0.05 0 17 102 65 0. 45. 45. 8.50 0.013 I 2 17 30.9 30.9 606.49 40.77 43.20 50.00 48. 0. 3 0.00 0.00 0.05 0 18 67 68 0. 45. 68. 7.25 0.013 2 18 22.0 22.0 524.74 43.23 45.32 50.80 42. 0. 3 0.00 0.00 0.05 0 19 69 70 0. 45. 62. 7.33 0.013 C I 2 19 15.1 15.1 30.80 45.35 45.48 0.00 30. 0. 3 0.00 0.00 0.23 0 20 71 0 0. 45. 0. 8.97 0.013 2 20 8.8 8.8 264.53 45.52 46.57 51.10 24. 0. 3 0.00 0.00 0.23 0 21 60 0 0. 45. 0. 4.67 0.013 2 21 4.1 4.1 35.25 46.59 46.73 51.21 18. 0. 1 0.00 0.20 0.30 0 0 0 0 0. 0. 0. 0.00 0.013 2 30 2.2 2.2 16.07 38.71 39.92 46.58 18. 0. 1 0.00 0.20 0.00 11 0 0 0 0. 0. 0. 0.00 0.013 2 31 14.7 14.7 23.42 38.95 40.12 46.58 24. 0. 1 0.00 0.20 0.00 11 0 0 0 0. 0. 0. 0.00 0.013 2 60 4.9 4.7 26.50 46.83 47.10 51.21 18. 0. 1 0.00 0.20 0.00 21 0 0 0 0. 0. 0. 0.00 0.013 2 61 3.5 3.5 29.12 39.71 40.44 46.92 24. 0. 1 0.00 0.20 0.00 12 0 0 0 0. 0. 0. 0.00 0.013 2 62 4.7 4.0 12.90 42.07 42.33 47.83 18. 0. 1 0.00 0.20 0.00 13 0 0 0 0. 0. 0. 0.00 0.013 2 63 6.8 5.8 30.79 42.15 42.77 47.89 18. 0. 1 0.00 0.20 0.00 14 0 0 0 0. 0. 0. 0.00 0.013 II 2 64 2.4 1.7 11.59 41.65 41.88 47.75 18. 0. 1 0.00 0.20 0.00 16 0 0 0 0. 0. 0. 0.00 0.013 2 65 5.6 5.5 14.34 42.37 42.66 48.33 18. 0. 1 0.00 0.20 0.00 17 0 0 0 0. 0. 0. 0.00 0.013 2 67 4.7 4.7 14.97 44.46 44.76 49.87 18. 0. 1 0.00 0.20 0.00 18 0 0 0 0. 0. 0. 0.00 0.013 2 68 4.3 4.3 24.38 44.46 44.95 49.87 18. 0. 1 0.00 0.20 0.00 18 0 0 0 0. 0. 0. 0.00 0.013 4 I _A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 11/12/00 I PAGE 2 PROJECT: Forecast Homes Onsite Drainage ESIGNER: skg CD L2 MAX 0 ADJ 0 LENGTH FL 1 FL 2 CTL /TW 0 W S KJ KE KM LC L1 13 l4 Al A3 A4 J N 2 69 2.3 2.3 15.20 46.34 46.49 50.65 18. 0. 1 0.00 0.20 0.00 19 0 0 0 0. 0. 0. 0.00 0.013 2 70 4.6 4.6 25.25 46.34 46.47 50.65 18. 0. 1 0.00 0.20 0.00 19 0 0 0 0. 0. 0. 0.00 0.013 2 71 6.6 6.3 40.85 45.99 46.40 50.79 18. 0. 1 0.00 0.20 0.00 20 0 0 0 0. 0. 0. 0.00 0.013 2 78 2.1 1.4 21.88 36.92 42.39 48.55 18. 0. 1 0.00 0.20 0.00 9 0 0 0 '0. 0. 0. 0.00 0.013 I 2 79 11.4 9.9 9.51 38.78 40.16 0.00 24. 0. 3 0.00 0.00 0.22 10 80 0 0 0. 0. 0. 0.00 0.013 II 2 80 11.4 11.4 71.06 40.16 40.48 46.50 24. 0. 3 0.00 0.00 0.05 0 81 82 0 0. 45. 0. 4.67 0.013 2 81 5.6 5.6 32.27 40.96 41.93 46.49 18. 0. 1 0.00 0.20 0.25 0 0 0 0 0. 0. 0. 0.00 0.013 2 82 5.8 5.8 23.26 41.21 41.91 46.49 18. 0. 1 0.00 0.20 0.00 81 0 0 0 0. 0. 0. 0.00 0.013 2 92 39.7 39.3 252.27 40.98 41.99 51.50 48. 0. 3 0.00 0.00 0.17 16 93 97 98 0. 60. 45. 7.33 0.013 2 93 26.6 26.6 409.22 42.02 43.65 49.70 42. 0. 3 0.00 0.00 0.27 0 94 99 0 0. 45. 0. 6.00 0.013 2 94 8.2 8.2 68.22 43.68 43.95 49.43 24. 0. 1 0.00 0.20 0.25 0 0 0 0 0. 0. 0. 0.00 0.013 2 97 5.1 5.1 25.19 43.25 43.50 48.09 18. 0. 1 0.00 0.20 0.00 93 0 0 0 0. 0. 0. 0.00 0.013 2 98 8.9 7.6 15.10 43.00 43.15 48.09 24. 0. 1 0.00 0.20 0.00 93 0 0 0 0. 0. 0. 0.00 0.013 2 99 18.8 18.4 68.92 44.17 44.44 49.09 30. 0. 3 0.00 0.00 0.23 94 100 101 0 0. 45. 0. 4.67 0.013 C 2 100 6.7 6.7 33.25 44.46 44.53 47.71 24. 0. 1 0.00 0.20 0.25 0 0 0 0 0. 0. 0. 0.00 0.013 [ 2 101 12.3 12.3 23.26 44.95 45.00 49.21 18. 0. 1 0.00 0.20 0.00 100 0 0 0 0. 0. 0. 0.00 0.013 a 2 102 26.1 25.9 154.67 41.50 42.66 47.70 42. 0. 3 0.00 0.00 0.23 17 103 107 108 0. 55. 45. 8.59 0.013 1 2103 13.3 13.3 239.95 42.69 43.41 0.00 24. 0. 3 0.00 0.00 0.25 0 104 0 0 0. 0. 0. 0.00 0.013 2 104 13.3 13.3. 203.70 43.41 44.02 49.10 24. 0. 3 0.00 0.00 0.05 0 105 106 0 0. 45. 0. 4.67 0.013 6.7 6.7 33.83 44.03 46.57 49.13 24. 0. 1 0.00 0.20 0.25 0 0 0 0 0. 0. 0. 0.00 0 .0 1 3 12105 2 106 6.7 6.7 23.26 44.06 44.13 49.13 24. 0. 1 0.00 0.20 0.00 105 0 0 0 0. 0. 0. 0.00 0.013 I 2 107 6.6 6.6 25.36 42.92 43.00 47.68 24. 0. 1 0.00 0.20 0.00 103 0 0 0 0. 0. 0. 0.00 0.013 II 2 108 6.7 6.7 15.20 43.17 43.22 47.68 24. 0. 1 0.00 0.20 0.00 103 0 0 0 0. 0. 0. 0.00 0.013 I I LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 11/12/00 li PAGE 1 PROJECT: Forecast Homes Onsite Drainage ESIGNER: skg _INE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW il NO (CFS) (1N)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS II 1 HYDRAULIC GRADE LINE CONTROL = 45.45 L me e II 8 145.6 84 0 2.93 3.11 FULL 0.00052 3.8 3.8 34.33 34.40 45.45 45.46 11.12 11.06 0.00 0.00 9 144.2 84 0 2.89 3.09 FULL 0.00051 3.7 3.7 34.40 35.48 45.47 45.64 11.07 10.16 0.00 0.00 II 10 134.4 84 0 2.77 2.98 FULL 0.00044 3.5 3.5 35.48 36.19 45.68 45.79 10.20 9.60 0.00 0.00 11 117.6 78 0 2.78 2.84 FULL 0.00050 3.5 3.5 37.27 37.47 45.79 45.86 8.52 8.39 0.00 0.00 C 12 113.1 78 0 2.71 2.79 FULL 0.00047 3.4 3.4 37.47 39.56 45.89 46.26 8.42 6.70 0.00 0.00 13 109.1 78 0 2.63 2.74 FULL 0.00043 3.3 3.3 39.56 39.64 46.28 46.29 6.72 6.65 0.00 0.00 14 103.3 78 0 2.64 2.67 FULL 0.00039 3.1 3.1 39.64 39.70 46.31 46.36 6.67 6.66 0.00 0.00 . 15 64.1 60 0 2.15 2.24 FULL 0.00061 3.3 3.3 39.75 39.89 46.37 46.42 6.62 6.53 0.00 0.00 16 62.3 60 0 2.13 2.21 FULL 0.00057 3.2 3.2 39.89 40.73 46.44 46.57 6.55 5.84 0.00 0.00 `17 30.9 48 0 1.61 1.65 SEAL 0.00046 2.5 2.5 40.77 43.20 46.69 46.96 5.92 3.76 0.00 0.00 X = 540.67 X(N) = 0.00 rig 18 22.0 42 0 1.42 1.44 SEAL 0.00048 2.3 4.4 43.23 45.32 47.00 47.14 3.77 1.82 0.00 0.00 X = 77.28 X(N) = 0.00 19 15.1 30 0 1.35 1.31 PART 0.00136 3.6 3.8 45.35 45.48 47.33 47.36 1.98 1.88 0.00 0.00 i: 20 8.8 24 0 1.14 1.05 PART 0.00151 2.8 4.3 45.52 46.57 47.50 47.82 1.98 1.25 0.00 0.00 HJ a UJT 21 4.1 18 0 0.85 0.77 SEAL 0.00152 2.3 2.4 46.59 46.73 48.10 48.15 1.51 1.42 48.25 51.21 t: X = 5.60 X(N) = 0.00 1;11 HYDRAULIC GRADE LINE CONTROL = 45.79 L AI A - l 30 2.2 18 0 0.28 0.56 FULL 0.00044 1.2 1.2 38.71 39.92 45.79 45.80 7.08 5.88 45.83 46.58 11 11 HYDRAULIC GRADE LINE CONTROL = 45.79 1 AT " .Z 31 14.7 24 0 0.74 1.38 FULL 0.00422 4.7 4.7 38.95 40.12 45.79 45.89 6.84 5.77 46.30 46.58 II li II I LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 11/12/00 I PAGE 2 PROJECT: Forecast Homes Onsite Drainage ;9ESIGNER: skg LINE Q D W ON DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 21 HYDRAULIC GRADE LINE CONTROL = 47.96 L A 1 8- 13 I 60 4.9 18 0 0.72 0.85 PART 0.00218 3.4 4.8 46.83 47.10 47.96 47.95 1.13 0.85 48.37 51.21 HYD JUMP X = 0.00 X(N) = 0.00 X(J) = 12.60 F(J) = 1.13 D(BJ) = 0.75 D(AJ) = 0.96 12 HYDRAULIC GRADE LINE CONTROL = 45.87 L AT 8 _ 61 3.5 24 0 0.42 0.65 FULL 0.00024 1.1 1.1 39.71 40.44 45.87 45.88 6.16 5.44 45.90 46.92 I 13 HYDRAULIC GRADE LINE CONTROL = 46.27 L Ai 6 •2 1162 4.7 18 0 0.58 0.83 FULL 0.00200 2.7 2.7 42.07 42.33 46.27 46.30 4.20 3.97 46.43 47.83 C I I 14 HYDRAULIC GRADE LINE CONTROL = 46.30 AT 13-.3 63 6.8 18 0 0.71 1.01 FULL 0.00419 3.8 3.8 42.15 42.77 46.30 46.43 4.15 3.66 46.71 47.89 i; 1 16 HYDRAULIC GRADE LINE CONTROL = 46.43 L Al 1 64 2.4 18 0 0.41 0.59 FULL 0.00052 1.4 1.4 41.65 41.88 46.43 46.43 4.78 4.55 46.47 47.75 I 1 17 HYDRAULIC GRADE LINE CONTROL = 46.63 I. AT 13- 6 65 5.6 18 0 0.64 0.91 FULL 0.00284 3.2 3.2 42.37 42.66 46.63 46.67 4.26 4.01 46.85 48.33 I 1 18 HYDRAULIC GRADE LINE CONTROL = 46.98 L A? 8 67 4.7 18 0 0.58 0.83 FULL 0.00200 2.7 2.7 44.46 44.76 46.98 47.01 2.52 2.25 47.14 49.87 I O II LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC /RD4412.2 DATE: 11/12/00 I PAGE 3 PROJECT: Forecast Homes Onsite Drainage II1DESIGNER: skg LINE 0 D W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 18 HYDRAULIC GRADE LINE CONTROL = 46.98 L A T Ban 1 68 4.3 18 0 0.55 0.79 FULL 0.00168 2.4 2.4 44.46 44.95 46.98 47.02 2.52 2.07 47.13 49.87 1 19 HYDRAULIC GRADE LINE CONTROL = 47.23 L AT C3 - I 0 69 2.3 18 0 0.48 0.57 PART 0.00048 2.1 2.8 46.34 46.49 47.23 47.21 0.89 0.72 47.35 50.65 19 HYDRAULIC GRADE LINE CONTROL = 47.23 L AT b' I I E 3 70 4.6 18 0 0.85 0.82 PART 0.00192 4.2 4.5 46.34 46.47 47.23 47.32 0.89 0.85 47.69 50.65 X = 0.00 X(N) = 21.84 20 HYDRAULIC GRADE LINE CONTROL = 47.43 LAl 5 71 6.6 18 0 0.86 0.99 PART 0.00395 3.8 5.1 45.99 46.40 47.43 47.44 1.44 1.04 47.92 50.79 9 HYDRAULIC GRADE LINE CONTROL = 45.46 LAO / ‘11 11 1 78 2.1 18 0 0.20 0.55 FULL 0.00040 1.2 1.2 36.92 42.39 45.46 45.47 8.54 3.08 45.50 48.55 10 HYDRAULIC GRADE LINE CONTROL = 45.66 L /hi E I ' 1 79 11.4 24 0 0.49 1.21 FULL 0.00254 3.6 3.6 38.78 40.16 45.66 45.73 6.88 5.57 0.00 0.00 80 11.4 24 0 1.29 1.21 FULL 0.00254 3.6 3.6 40.16 40.48 45.73 45.92 5.57 5.44 0.00 0.00 81 5.6 18 0 0.57 0.91 FULL 0.00284 3.2 3.2 40.96 41.93 46.06 46.19 5.10 4.26 46.38 46.49 I II I LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 11/12/00 PAGE 4 PROJECT: Forecast Homes Onsite Drainage DESIGNER: skg .INE 0 D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 1 81 HYDRAULIC GRADE LINE CONTROL = 45.99 10. AT Al- 82 5.8 18 0 0.58 0.93 FULL 0.00305 3.3 3.3 41.21 41.91 45.99 46.06 4.78 4.15 46.26 46.49 16 HYDRAULIC GRADE LINE CONTROL = 46.43 L ) 1111 E i I 92 39.7 48 0 1.85 1.87 FULL 0.00076 3.2 3.2 40.98 41.99 46.43 46.65 5.45 4.66 0.00 0.00 e 93 26.6 42 0 1.58 1.58 SEAL 0.00070 2.8 2.8 42.02 43.65 46.74 47.02 4.72 3.37 0.00 0.00 X = 371.84 X(N) = 0.00 94 8.2 24 0 1.09 1.02 FULL 0.00131 2.6 2.6 43.68 43.95 47.04 47.13 3.36 3.18 47.26 49.43 1 93 HYDRAULIC GRADE LINE CONTROL = 46.69 10,40111 F III 97 5.1 18 0 0.74 0.87 FULL 0.00236 2.9 2.9 43.25 43.50 46.69 46.75 3.44 3.25 46.91 48.09 93 HYDRAULIC GRADE LINE CONTROL = 46.69 ` r F-2- 98 8.9 24 0 0.87 1.06 FULL 0.00155 2.8 2.8 43.00 43.15 46.69 46.72 3.69 3.57 46.87 48.09 94 HYDRAULIC GRADE LINE CONTROL = 47.03 LINE F 99 18.8 30 0 1.59 1.47 FULL 0.00210 3.8 3.8 44.17 44.44 47.03 47.23 2.86 2.79 0.00 0.00 100 6.7 24 0 1.17 0.91 FULL 0.00088 2.1 2.1 44.46 44.53 47.21 47.26 2.75 2.73 47.35 47.71 1 99 HYDRAULIC GRADE LINE CONTROL = 47.22 A - 1 L Y �l 01 12.3 18 0 1.50 1.32 FULL 0.01371 7.0 7.0 44.95 45.00 47.22 47.54 2.27 2.54 48.44 49.21 I , N 1 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 I DATE: 11/12/00 PAGE 5 PROJECT: Forecast Homes Onsite Drainage DESIGNER: skg LINE 0 D W DN DC FLOW SF-FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW TW I NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT /FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 17 HYDRAULIC GRADE LINE CONTROL = 46.63 L , N 15 d 1 102 26.1 42 0 1.31 1.56 FULL 0.00067 2.7 2.7 41.50 42.66 46.63 46.76 5.13 4.10 0.00 0.00 103 13.3 24 0 2.00 1.31 FULL 0.00346 4.2 4.2 42.69 43.41 46.76 47.66 4.07 4.25 0.00 0.00 1 104 13.3 24 0 2.00 1.31 FULL 0.00346 4.2 4.2 43.41 44.02 47.66 48.37 4.25 4.35 0.00 0.00 ,105 6.7 24 0 0.44 0.91 FULL 0.00088 2.1 2.1 44.03 46.57 48.70 48.75 4.67 2.18 48.83 49.13 111 105 HYDRAULIC GRADE LINE CONTROL = 48.54 lor kt I V' ref - 106 6.7 24 0 1.05 0.91 FULL 0.00088 2.1 2.1 44.06 44.13 48.54 48.56 4.48 4.43 48.64 49.13 E 03 HYDRAULIC GRADE LINE CONTROL = 46.76 L...A1"6» 1 1 107 6.6 24 0 1.02 0.91 FULL 0.00085 2.1 2.1 42.92 43.00 46.76 46.78 3.84 3.78 46.86 47.68 lil 03 HYDRAULIC GRADE LINE CONTROL = 46.76 & v 2 1 08 6.7 24 0 1.02 0.91 FULL 0.00088 2.1 2.1 43.17 43.22 46.76 46.77 3.59 3.55 46.85 47.68 I I E C I V 1, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP OCCURS IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FULL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ a UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ a DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE I EOJ 11/13/2000 10:31 I I I I 1 I I I I I T Sycamore Hills Storm Drain Basis of Design Technical Appendix B Storm Drain Hydraulics 100 -year (Temporary Channels) Cross Section Cross Section for Trapezoidal Channel IP SO a AVE j _______ ____ Project Description H olos Worksheet Temporary Channel In PA 4 ::1 CO vl • Fiow Element Trapezoidal Channel I S 8 Method Mannings Formula t/1 O Solve For Channel Depth ' 4( N y 6111 U4I o Section Data . 0 Mannings Coeffic 0.030 v Slope 002500 ft/ft � 1 \ r S �0 GFS IN Depth 1.93 ft kl V ,O .Q Left Side Slope 5.00 H : V N Oil Right Side Slope 5.00 H : V W 1V / M 0 0 Bottom Width 15.00 ft ( O fl Discharge 145.60 cfs 0100 =5 r2. • cli'S ( /W — 1108. Sefs . e- " e 00 14 S' 4 Gys Ple s= o, S=O.0O&S Si ... om a gm Ili NS is a 1 93 ft 15.00 ft lis I^ V:1 H:1 ao NTS on a Pm a IiS lit 0 1 So a Project Engineer: RBF Om c:\haestad \fmw \projectl .fm2 Robert Bain, William Frost & Associates FlowMaster v6.0 (614d) 06/29/00 09:34:25 PM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 itra I" Temporary Channel In PA 4 and PA 5 Worksheet for Trapezoidal Channel Po Project Description Worksheet Temporary Channel In PA 4 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.030 Slope 002500 ft/ft • Left Side Slope 5.00 H : V Right Side Slope 5.00 H : V Bottom Width 15.00 ft Discharge 145.60 cfs Results Tie Depth 1.93 ft Flow Area 47.6 ft Wetted Perim. 34.69 ft Top Width 34.31 ft Critical Depth 1.24 ft Critical Slope 0.013463 ft/ft • Velocity 3.06 ft/s Velocity Head 0.15 ft Specific Enerc 2.08 ft Froude Numb 0.46 Flow Type 3ubcritical sirm Prn /A it Project Engineer: RBF c: \haestad \fmw \project1.fm2 Robert Bain, William Frost & Associates FlowMaster v6.0 [614d] 06/29/00 09:34:32 PM CO Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Cross Section Cross Section for Trapezoidal Channel Project Description Worksheet Temporary Channel in PA 4 al Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.030 Slope 003000 ft/ft Depth 1.93 ft Left Side Slope 0.20 V : H Right Side Slope 0.20 V : H Bottom Width 15.00 ft Discharge 159.00 cfs 1.9 ft r - 15.00 ft V:1 H:1 NTS A�► lid Project Engineer: Steve Giffen c \haestad \fmw\projectl .fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 [614b] ®let 11/10/00 11:00:00 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 lit Temporary Channel In PA 4 and PA 5 Ins Worksheet for Trapezoidal Channel Project Description Al* Worksheet Temporary Channel in PA 4 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.030 a Slope 003000 ft/ft Left Side Slope 0.20 V : H Right Side Slope 0.20 V : H Bottom Width 15.00 ft Discharge 159.00 cfs A Results 5kx�, Depth 1.93 ft Flow Area 47.5 ft Wetted Perim' 34.66 ft Top Width 34.28 ft Critical Depth 1.30 ft Critical Slope 0.013276 ft/ft Velocity 3.35 ftJs Velocity Head 0.17 ft Specific Enerc 2.10 ft Froude Numb. 0.50 Flow Type 3ubcritical 9- AIN • e�* r" 6 A 11111 Project Engineer: Steve Gillen c:\haestad \fmw\projectl.fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 (614b] 11/10/00 10:59:50 AM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Cross Section Cross Section for Trapezoidal Channel is Project Description Worksheet Temporary Channel in PA 4 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.030 oft Slope 007500 ft/ft Depth 1.51 ft Left Side Slope 0.20 V : H Right Side Slope 0.20 V : H Bottom Width 15.00 ft Discharge 156.80 cfs lie n* 11r y 151 ft '" � - 15.00 ft — it V:1 H:1.0 NTS Oft #rr 1 a 1 !Pk Project Engineer: Steve Giffen c:\haestad \fmw\project1.fm2 Robert Bein, William Frost 8 Associates FlowMaster v6.0 (614b) 10/23/00 02:17:45 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 l Temporary Channel for PA 4 and PA 5 Worksheet for Trapezoidal Channel Project Description Worksheet Temporary Channel in PA 4 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.030 !PO Slope 007500 ft/ft Left Side Slope 0.20 V : H Right Side Slope 0.20 V : H Bottom Width 15.00 ft Discharge 156.80 cfs Results el el Depth 1.51 ft Flow Area 33.9 ft= Wetted Perim 30.36 ft Top Width 30.06 ft Critical Depth 1.29 ft Critical Slope 0.013305 ft/ft Velocity 4.62 ft/s Velocity Head 0.33 ft Specific Enerc 1.84 ft Froude Numb. 0.77 Flow Type 3ubcritical V ire • 1 1 6 Project Engineer: Steve Giffen c: \haestad \fmw\projectl .fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 [614b] 10/23/00 02:14:01 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Cross Section Cross Section for Trapezoidal Channel Project Description Worksheet Temporary Channel in PA 4 Flow Element Trapezoidal Channel El Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.030 Slope 007500 ft/ft Depth 2.21 ft Left Side Slope 0.20 V : H Right Side Slope 0.20 V : H 6 Bottom Width 15.00 ft Discharge 329.40 cfs IP* R** fir 2.21 ft ommi 15.0Oft V:1 H:1 NTS 1 mm Project Engineer: Steve Giffen c: \haestad \fmw\projectl.fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 (614b1 11/10/00 10:58'18 AM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Temporary Channel In PA 4 and PA 5 Worksheet for Trapezoidal Channel Project Description •I1" Worksheet Temporary Channel in PA 4 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.030 11 Slope 007500 ft/ft Left Side Slope 0.20 V : H Right Side Slope 0.20 V : H Bottom Width 15.00 ft Discharge 329.40 cfs Results Depth 2.21 ft Flow Area 57.7 ft Wetted Perim 37.57 ft Top Width 37.13 ft Critical Depth 1.97 ft Critical Slope 0.011871 ft/ft tt Velocity 5.71 ft/s Velocity Head 0.51 ft Specific Enerc 2.72 ft Froude Numb 0.81 Flow Type Subcritical ire ins • • lig Yr c: \ Project Engineer: Steve Giffen haestad \fmw\projectl.fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 [ 61413 ] 11/10/00 10:58:05 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 aW p Cross Section 0 . 4 Cross Section for Trapezoidal Channel Project Description Worksheet Temporary Channel in PA 4 Flow Element Trapezoidal Channel Method Manning's Formula 0. Solve For Channel Depth Section Data Mannings Coeffic 0.030 Slope 002500 ft/ft Depth 3.45 ft Left Side Slope 0.20 V : H Right Side Slope 0.20 V : H Bottom Width 15.00 ft Discharge 468.50 cfs IMP ilu � 3.4 ft 0, ^ � J 1 5.00 ft V:1 H:1 NTS e 1 AIR 1 Project Engineer: Steve Giffen c:\haestad \fmw\projectl.fm2 Robert Belo, William Frost & Associates FlowMaster v6.0 [614b] 11/10/00 11:01:14 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Oft fir► Temporary Channel In PA 4 and PA 5 Worksheet for Trapezoidal Channel ois Project Description Worksheet Temporary Channel in PA 4 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth MP Input Data Mannings Coeffic 0.030 Slope 002500 ft/ft Left Side Slope 0.20 V : H Right Side Slope 0.20 V : H Op Bottom Width 15.00 ft Discharge 468.50 cfs Results Depth 3.45 ft Flow Area 111.3 ft Wetted Perim 50.18 ft Top Width 49.50 ft Critical Depth 2.39 ft Critical Slope 0.011271 ft/ft Velocity 4.21 ft/s 6 Velocity Head 0.28 ft Specific Enerc 3.73 ft Froude Numb. 0.50 Flow Type Subcritical r�+ 1 g Project Engineer: Steve Giffen c:\haestad \fmw\projectl .fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 [614b) 11/10/00 11:01:04 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Cross Section Cross Section for Trapezoidal Channel IP ells Project Description Worksheet Temporary Channel in PA 4 Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.030 Slope 002500 ft/ft Depth 3.76 ft Left Side Slope 0.20 V : H 1.1 Right Side Slope 0.20 V : H Bottom Width 15.00 ft IMP Discharge 562.10 cfs wn elow o 3.76 ft 15.00 ft V:1 H:1 NTS rrs+r kw am gal imp Project Engineer: Steve Giffen c:\haestadtfmwtproject1.fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 (614b3 11/10/00 11:02:05 AM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Temporary Channel In PA 4 and PA 5 �., Worksheet for Trapezoidal Channel Project Description Worksheet Temporary Channel in PA 4 Flow Element Trapezoidal Channel Method Manning's Formula pw Solve For Channel Depth Input Data !� Mannings Coeffic 0.030 Slope 002500 ft/ft Left Side Slope 0.20 V : H Right Side Slope 0.20 V : H PP Bottom Width 15.00 ft Discharge 562.10 cfs Results Depth 3.76 ft Flow Area 127.2 ft Wetted Perim' 53.37 ft Top Width 52.62 ft Critical Depth 2.63 ft Critical Slope 0.010978 ft/ft Velocity 4.42 ft/s Velocity Head 0.30 ft Specific Enerc 4.07 ft !1e Froude Numb 0.50 Flow Type Subcritical Pia 1. PR • 1 Project Engineer: Steve Giffen c:\haestad \fmw\projectl .fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 (614b] 11/10/00 11:01:54 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Sycamore Hills Storm Drain Basis of Design Technical Appendix C Inlet Sizing Calculations FORECAST HOMES Catch Basin Sizing Analysis fit Reference: "Drainage of Highway Pavements" Hydraulic Engineering Circular No. 12, dated March 1984 Computer Program: QHEC -12 based on HEC No. 12 developed by Haestad Methods Assumptions: Mannings "n" value for gutter 0.015 liar Longitudinal Street Slope (ft /ft) 0.004 (most inlets are at sump locations so street slope is not necessary for the inlet length determination) Pavement Cross Slope (ft /ft) 0.02 Gutter Width (ft) 1.5 Local Depression Width (ft) 2' -10" = 2.83' Local Depression Depth (in) 2 Local Depression Cross Slope (ft /ft) 2 "/34" = 0.0588 Curb Opening (ft) Curb Height + Local Depression - 4" • PIO Inlet sizing based on maintaining calculated Depth of Water below top of curb ? pfPtrl OF WA1(R cvt6 090. q LocA'- Ofet( 1°,l DEg" — — S*. ` PA "Pi tN T X- St, OPL a W = LocA%- 0cPQEs -) v�Osµ vv INLET NUMBER 1 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 5.56 (cfs) PP GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT PP OP SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 14.99 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.12 SPREAD = 5.94 NM I w kW INLET NUMBER 2 LENGTH 4.0 jr- STATION Om TOTAL PEAK DISCHARGE = 5.84 (Cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT sm SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 15.43 (ft.) w. XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX hp P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.13 SPREAD = 6.55 int PM ho INLET NUMBER 3 LENGTH 4.0 STATION ION TOTAL PEAK DISCHARGE = 2.17 (cfs) 0 GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT MP SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 10.21 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.22 SPREAD = 11.03 S um S F OM ig ============================================== ====== _ - MO INLET NUMBER 4 LENGTH 7.0 STATION ON TOTAL PEAK DISCHARGE = 14.24 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 22.28 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 12.09 H = 0.330 DEPTH OF WATER = 0.44 SPREAD = 22.02 IRm P 10 INLET NUMBER 5 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 3.52 (cfs) im GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 11.50 (ft.) !A XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX kr P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.30 SPREAD = 15.23 r" I INLET NUMBER 6 LENGTH 7.0 STATION Oft TOTAL PEAK DISCHARGE = 10.74 (cfs) Pm GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT ig SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 19.96 (ft.) IA* XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 12.09 H = 0.330 • DEPTH OF WATER = 0.25 SPREAD = 12.52 I mi IN 10 TIN NI I INLET NUMBER 7 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 3.59 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 13.22 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 6.70 H (ft) = 0.330 wm DEPTH OF WATER (ft) = 0.38 SPREAD (ft) = 18.92 pm I mm ki INLET NUMBER 8 LENGTH 4.0 STATION OM TOTAL PEAK DISCHARGE = 1.20 (cfs) U GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT a SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 6.79 (ft.) Po XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.500 DEPTH OF WATER = 0.15 SPREAD = 7.43 r. 1r em INLET NUMBER 9 LENGTH 4.0 STATION iw TOTAL PEAK DISCHARGE = 1.43 (cfs) 10 GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT Po SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 7.30 (ft.) IN XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX Ps P EFFEC. LENGTH = 9.09 H = 0.500 DEPTH OF WATER = 0.17 SPREAD = 8.35 0414 dill PP I Pi -- --------------- - - - - -- INLET NUMBER 10 LENGTH 4.0 STATION t TOTAL PEAK DISCHARGE = 1.08 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 8.16 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 6.70 H (ft) = 0.330 DEPTH OF WATER (ft) = 0.17 SPREAD (ft) = 8.49 PR INLET NUMBER 11 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 1.29 (cfs) pm GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 6.75 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX r- P EFFEC. LENGTH = 9.09 H = 0.500 is DEPTH OF WATER = 0.16 SPREAD = 7.80 L ir INLET NUMBER 12 LENGTH 4.0 STATION P. TOTAL PEAK DISCHARGE = 1.48 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 9.29 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 6.70 H (ft) = 0.330 DEPTH OF WATER (ft) = 0.21 SPREAD (ft) = 10.48 • mm MO min INLET NUMBER 13 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 1.58 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT ar um SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 7.49 (ft.) IN XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX mm P EFFEC. LENGTH = 9.09 H = 0.500 DEPTH OF WATER = 0.18 SPREAD = 8.93 Mr _ INLET NUMBER 14 LENGTH 4.0 STATION "" TOTAL PEAK DISCHARGE = 2.52 (cfs) 6W GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT iur SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 11.13 (ft.) 'm XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.500 DEPTH OF WATER = 0.24 SPREAD = 12.19 W INLET NUMBER 15 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 1.53 (cfs) 00 GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT I OR SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 8.00 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.500 PO DEPTH OF WATER = 0.17 SPREAD = 8.74 I al MM a op INLET NUMBER 16 LENGTH 4.0 STATION AIR TOTAL PEAK DISCHARGE = 5.06 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT MP MI SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 13.18 (ft.) PAP XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.500 DEPTH OF WATER = 0.39 SPREAD = 19.40 Po _ INLET NUMBER 17 LENGTH 4.0 STATION 10 TOTAL PEAK DISCHARGE = 5.02 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 11.50 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX PP e P EFFEC. LENGTH = 9.09 H = 0.330 i DEPTH OF WATER = 0.39 SPREAD = 19.30 oft on LENGTH 14.0 = INLET NUMBER 18 I STATION TOTAL PEAK DISCHARGE = 14.77 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT APP SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 22.78 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 16.70 11�+ DEPTH OF WATER (ft) = 0,25 H (ft) = 0.330 SPREAD (ft) = 12.42 I �■I PP I INLET NUMBER 19 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 4.57 (cfs) it GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 14.52 (ft.) I XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 6.70 H (ft) = 0.330 Pm DEPTH OF WATER (ft) = 0.15 SPREAD (ft) = 7.39 PP Pm P iv INLET NUMBER 20 LENGTH 4.0 STATION ' TOTAL PEAK DISCHARGE = 1.69 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT Pm fi SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 7.38 (ft.) r. XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX 60 P EFFEC. LENGTH = 9.09 H = 0.500 DEPTH OF WATER = 0.19 SPREAD = 9.34 INLET NUMBER 21 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 11.83 (cfs) PM • GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 20.86 (ft.) PM XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.500 DEPTH OF WATER = 0.23 SPREAD = 11.71 Pm 60 Po �rI ass son _ ------ - - - - -_ _ _ =_ --- - 10 INLET NUMBER 22 LENGTH 4.0 STATION en TOTAL PEAK DISCHARGE = 5.78 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT on SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 15.80 (ft.) RA XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.13 SPREAD = 6.42 gin mom IN MN INLET NUMBER 23 LENGTH 7.0 STATION TOTAL PEAK DISCHARGE = 10.03 (cfs) el GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT OW SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 19.65 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P"" P EFFEC. LENGTH (ft) = 9.70 H (ft) = 0.330 DEPTH OF WATER (ft) = 0.34 SPREAD (ft) = 16.98 PM ww 010 = a - -s INLET NUMBER 24 LENGTH 14.0 STATION aw TOTAL PEAK DISCHARGE = 5.06 (cfs) on GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT it SPREAD W WIT SW SW /SX Eo a S'W SE on 15.11 2.8 0.19 0.0588 2.9 0.47 3.3 0.098 0.066 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 14.4 EFFICIENCY= 1.00 on CFS INTERCEPTED= 5.05 CFS CARRYOVER= 0.01 Pm ZS== ____ •== = = == _ ___ INLET NUMBER 25 LENGTH 14.0 STATION BO TOTAL PEAK DISCHARGE = 6.11 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD W W/T SW SW /SX Eo a S'W SE Pm 16.25 2.8 0.17 0.0588 2.9 0.44 3.3 0.098 0.063 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 16.0 EFFICIENCY= 0.98 PM CFS INTERCEPTED= 5.96 CFS CARRYOVER= 0.15 1w U OM INLET NUMBER 26 LENGTH 7.0 STATION um TOTAL PEAK DISCHARGE = 9.74 (cfs) ON GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT MP SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 19.43 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX no P EFFEC. LENGTH (ft) = 9.70 H (ft) = 0.330 kJ DEPTH OF WATER (ft) = 0.32 SPREAD (ft) = 16.01 am mow on INLET NUMBER 27 LENGTH 7.0 STATION Rim TOTAL PEAK DISCHARGE = 10.32 (cfs) a GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT am SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 19.87 (ft.) mm XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 9.70 H (ft) = 0.330 DEPTH OF WATER (ft) = 0.36 SPREAD (ft) = 17.98 mm mm U it INLET NUMBER 28 LENGTH 7.0 STATION TOTAL PEAK DISCHARGE = 10.36 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 18.19 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 12.09 H = 0.500 SPREAD DEPTH OF WATER = 0.52 D = 25.87 _ _ INLET NUMBER 29 LENGTH 7.0 STATION TOTAL PEAK DISCHARGE = 6.60 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 16.64 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 12.09 H = 0.500 DEPTH OF WATER = 0.38 SPREAD = 19.15 C =___ == _ °__ ___ INLET NUMBER 30 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 4.73 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 14.60 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.37 SPREAD = 18.55 INLET NUMBER 31 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 6.78 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT I; SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 13.49 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.18 SPREAD = 8.83 __■■■__■■__ INLET NUMBER 32 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 5.13 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 14.84 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 SPREAD 3 DEPTH OF WATER = 0.39 = 19.58 ....... INLET NUMBER 33 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 8.01 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 17.94 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.25 SPREAD = 12.32 q 1:; 1NL 34 M ot vscp 00-1 1 = INLET NUMBER AS LENGTH 4.0 STATI TOTAL PEAK DISCHARGE = 8.24 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 17.97 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.26 SPREAD = 13.04 INLET NUMBER 36 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 6.66 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 16.70 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.17 SPREAD = 8.52 INLET NUMBER 37 LENGTH 7.0 STATION TOTAL PEAK DISCHARGE = 12.26 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 16.89 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 12.09 H = 0.330 SPREAD OF WATER = 0.33 D = 16.32 1 INLET NUMBER 38 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 2.37 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 10.64 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.23 SPREAD = 11.70 No 'Nur No. 39 nor v U = L = INLET NUMBER 40 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 6.67 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 16.61 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.17 SPREAD = 8.54 INLET NUMBER 41 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 6.76 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 16.71 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.18 SPREAD = 8.78 V = = ==__= ==== x=x INLET NUMBER 42 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 6.58 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 15.36 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.17 SPREAD = 8.31 INLET NUMBER 43 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 6.71 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 14.45 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 SPREAD DEPTH OF WATER = 0.17 D = 8.65 INLET NUMBER 44 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 5.55 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 14.74 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.0Y H = 0.330 SPREAD DEPTH OF WATER = 0.12 D = 5.92 I Nor -f . I t.f-r No 45 NOT V f _ ___ =s= =zs= ssz== c =sz =ssszzzz =aa == == ==s== == = == ==arx=s=== == INLET NUMBER 46 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 4.66 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 14.00 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.37 SPREAD = 18.37 INLET NUMBER 47 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 4.33 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 13.69 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.35 SPREAD = 17.49 ____ 11 INLET NUMBER 48 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 2.29 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 10.70 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXX. XXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.23 SPREAD = 11.43 1 111■r ------------- - - - - = =x = aaxaausx a -- == INLET NUMBER 49 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 4.64 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 14.49 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.37 SPREAD = 18.31 INLET NUMBER 50 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 6.62 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT C SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 14.58 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.17 SPREAD = 8.42 = x aas INLET NUMBER 51 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 4.07 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 11.94 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 SPREAD OF WATER = 0.34 D = 16.78 z sss s sssszs==asszs ==rrsaxas=as=s==a aa=ssa=r====za= z:====ssrxz==== INLET NUMBER 52 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 4.88 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 12.67 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.38 SPREAD = 18.94 == ___ -___ == == =■■■= =====x= == INLET NUMBER 53 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 2.14 (Cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .004 (ft. /ft.) IS 8.13 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.22 SPREAD = 10.93 1 PROJECT 15- 100187 HEC12 Version: V2.30 User S /N: 77010134 Run Date: 10 20 - 7^00 li INLET NUMBER 54 LENGTH 14.0 STATION TOTAL PEAK DISCHARGE = 5.21 (cfs) II GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD W W/T SW SW /SX Eo a S'W SE 14.64 2.8 0.19 0.0588 2.9 0.48 3.3 0.098 0.067 I XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 14.4 EFFICIENCY= 1.00 CFS INTERCEPTED= 5.20 CFS CARRYOVER= 0.01 1 1 INLET NUMBER 55 LENGTH 14.0 STATION TOTAL PEAK DISCHARGE = 10 (cfs) GUTTER SLOPE = 0.0040 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD W W/T SW SW /SX Eo a S'W SE 19.64 2.8 0.14 0.0588 2.9 0.37 3.3 0.098 0.056 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 21.7 EFFICIENCY= 0.85 CFS INTERCEPTED= 9.02 CFS CARRYOVER= 1.64 f II II II II II li i li