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HomeMy WebLinkAboutSycamore Hills TT 16074STORM DRAIN BASIS OF DESIGN Sycamore Hills, Tentative Tract No. 16074 Prepared For: Forecast Homes 10670 Civic Center Drive Rancho Cucamonga, CA 91730 Prepared By: 9gbett Sei.Q,`Wi E= cFYost 6&lssociates n;a Professional 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 April 11, 2000 A Revised May 29, 2000 C' Revised June 30, 2000 Revised October 23, 2000 Revised November 10, 2000 JN 15-100187 fi . C4054 � Ems. C11t1V OF CAk-\ 4 1 } SYCAMORE HILLS - STORM DRAIN BASIS OF DESIGN TABLE OF CONTENTS 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 SECTION 3.0 PREVIOUS WATERSHED STUDIES AND INVESTIGATIONS ................... 3-1 3.1 Master Storm Drainage Plan Study ........................................ 3-1 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 5.3 Storm Drain Hydraulics ................................................. 5-5 5.4 Inlet Hydraulics....................................................... 5-7 SECTION 6.0 MITIGATION MEASURES ............................................... 6-1 6.1 Drainage and Flood Protection Guidelines ................................... 6-1 6.2 Drainage System Requirements .......................................... 6-1 15-100187 i Introduction " SYCAMORE HILLS - STORM DRAIN BASIS OF DESIGN r.. rr LIST OF EXHIBITS .- AW Site Location Map Developed Condition Hydrology Map (Map Pocket) Land Use Plan a-. TECHNICAL APPENDIX 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 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) �- 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) I - 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 Inlet Sizing Calculations 0 14 M ka 15-100187 ii Introduction SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN SECTION 2.0 ENVIRONMENTAL SETTING 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 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 eastern watershed areas beyond the road. Development of the proposed Sycamore Hills project will require removal of the existing vegetation and rubbish. 2.2 Existing and Proposed Land Uses On and Off -Site 2.2.1 Existing On -Site Land Uses 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. 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 • 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). • Commercial Office and Professional uses adjacent to Santa Ana Avenue on 2.7 acres. • 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. 15-100187 2-1 Section 2 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 Slover 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 area bounded by Jurupa Avenue on the south, Santa Ana Avenue to the north, Sierra Avenue to the west and Tamarind Avenue to the east. An area of approximately 79 acres north of Santa Ana Avenue is also tabled to drain to the 102 -inch storm drain line. The DeClez Channel is an existing concrete lined trapezoidal channel which begins at approximately Oleander Avenue at the terminus of the 9' x 14' RCB in Jurupa Avenue. The channel is owned and maintained by the San Bernardino County Flood Control. The 9' x 14' RCB is located 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 govern 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 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 SYCAMORE HILLS STORM DRAIN BASIS Of DESIGN 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. 3.1 Master Storm Drainage Plan Study The City of Fontana and "Sphere of Influence" Master Storm Plan Study, prepared in June 1992, was prepared to achieve three main objectives: 1) Calculate storm water runoff based on current land use; 2) Develop estimated sizes and locations of drainage facilities necessary to convey storm water to regional flood control facilities; and 3) Provide cost estimates of the facilities to establish project budgets and adequate funding programs. The goal of the report was to establish a flood control system which provides 100 -year flood protection for the City of Fontana and the City of Fontana's Sphere of Influence. The Sycamore Hills 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 Siena Avenue. The flows are then conveyed in a 9'x 14' RCB in Jurupa Avenue to the DeClez Channel. Storm drains in the Empire Center development are denoted as DZ -1 through DZ -2A on the Master Storm Drainage Plan Exhibit Map. The 9' x 14" RCB as well as the storm drain system in Sierra Avenue is owned and maintained by the City of Fontana. 3.2 Empire Center Hydrology Study The Master Hydrology Study for Empire Center, was prepared by Hall & Foreman, Inc, dated January 28, 1992. The purpose of the hydrology study was to determine developed condition discharges for the 25 and 100 -year flood events. The Empire Center study area consist of approximately 540 acres and is generally bounded by Jurupa Avenue on the south, the 1-10 freeway to the north, Sierra Avenue to the west and Tamarind Avenue to the east. The hydrology study analyzed fully -developed conditions based on proposed land uses and zoning conditions and an interim condition. The interim condition represents the mass graded condition for 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. 15-100187 3-1 Section 3 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 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" The primary issues which governed 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 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 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 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 area to be developed in the future. Line A Tributary 15-100187 4-1 Section 4 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN This portion 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, 26, 3 and the north east comer 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 This portion of the storm drain system drains the majority of Planning Area 1A and all of Planning Area 1B. 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. Offsite / Temporary Channel Tributary 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 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 Boulevard. Until Planning Areas 4, 5A, and 5B are developed, temporary earthen channels will be constructed to convey to flows generated from this area. 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 less 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 loss 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 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: 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. Soil 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 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. 4. The Kirpich formula as used to determine the times of concentration (Tc) 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 5-1 Section 5 1 1 1 I I 1 1 1 I Q 0 400' ROBERT BEIN, WILLIAM FROST & ASSOCIATES JN10-100794-7418 1 Come] C-2 PA 5B 24.9 AC. C-2 PA 5A 16,5 AC, �q C-2 PA 4 12.0 AC. PA 6 2.7 AC. R.O.W. SANTA ANA AVE. 3.8 AC. R-1.5200 PA 2B 13.1 AC, R-1-5200 PA 3 12.0 AC. R-1-5200 PA 2A 25.8 AC. R iM. 174 R.O.W. COLLECTOR STREETS 8.8 AC. �y10-OD STREET ,P1\/i. _ -177/2 J-27 FORECAST SYCAMORE HILLS SPECIFIC PLAN Land Use Plan Exhibit 3 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN 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. 6. Standard rainfall intensity -duration curve data was obtained from the San Bernardino County Hydrology Manual, dated August 1986. 7. The 10-, 25-, and 100- year peak flow computations for the developed watershed land use conditions are included in Technical Appendix A. 8. The hydrology calculations assumed 100 percent interception of the surface runoff at the street inlets and local area drain inlets. 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 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 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. 10. Per criteria from the San Bernardino 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 saturation from previous rainfall events. The AMC can range from 1 to 3, with the condition 3 being the most severe. 5.2 Proposed Development Onsite Hydrology The hydrologic analysis prepared for the onsite project watershed reflects the proposed development including drainage patterns and land uses. The drainage patterns were based upon the Rough Grading Plans and alignment of the underground storm drain system. A hydrologic "link -node" model was prepared which reflects the physical process of the rainfall surface runoff. A summary of the hydrologic results is shown in Table 1. Table 1 Hydrologic Summary 15-100187 5-3 Section 5 10 5.03 15.10 8.56 9.94 12.71 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 35 1.33 12.58 2.56 2.96 3.78 37 30.10 18.48 42.18 49.24 63.39 40 4.10 14.45 7.19 8.34 10.66 50 10.49 12.89 18.72 1 21.69 27.70 15-100187 5-3 Section 5 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN 15-100187 5-4 Section 5 60 --- 70 16.07 13.67 27.36 31.73 40.48 80 4.05 14.38 7.13 8.27 10.57 90 50.22 16.39 74.14 86.32 110.84 100 1.50 9.76 3.41 3.94 5.02 110 3.42 10.50 6.51 7.52 9.57 120 4.84 12.20 9.12 10.55 13.44 130 140 55.06 15.98 82.69 96.18 123.34 150 56.28 16.13 84.70 98.50 126.30 160 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 16.68 180 12.39 14.51 20.15 23.38 29.88 182 70.28 17.97 106.68 124.04 159.01 185 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 8.24 230 11.23 16.51 17.87 20.75 26.59 240 --- 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 30.94 290 --- 300 --- 310 5.15 13.77 8.99 10.43 13.33 320 10.34 13.82 18.03 20.90 26.72 330 23.45 14.90 42.39 49.19 62.90 335 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 86.03 110.07 350 44.77 15.16 76.88 89.18 114.10 360 46.24 16.40 79.24 91.92 117.62 370 --- 380 3.03 14.00 5.43 6.29 8.04 15-100187 5-4 Section 5 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN 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 Table 2 Hydrologic Comparison Sycamore Hills Basis of Design Master Hydrology study for Empire Center Location Node Area 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 96.93 112.52 144.19 415 57.98 17.36 97.88 113.62 145.58 420 238.33 20.11 304.01 362.10 468.49 450 70.70 18.28 95.92 114.74 147.26 460 79.02 21.22 95.92 114.74 147.26 500 161.54 18.68 200.07 234.69 305.12 510 --- 1.678 Avenue 530 260.72 22.25 304.01 362.10 468.49 311.01 317.26 23.74 336.23 392.87 562.12 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 Table 2 Hydrologic Comparison Based on the results of the hydrologic comparison it appears that the two studies are very close. The main difference is in the tributary areas. The cfs/ac values are very close. 15-100187 5-5 Section 5 Sycamore Hills Basis of Design Master Hydrology study for Empire Center Location Node Area Q100 Q/A Node Area Q100 Q/A ac cfs cfs/ac ac (cfs)cfs/ac 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 Based on the results of the hydrologic comparison it appears that the two studies are very close. The main difference is in the tributary areas. The cfs/ac values are very close. 15-100187 5-5 Section 5 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN 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 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 proposed tentative tract grade will mirror this pattern. 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. 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, 1 B, 2A, 2B, and 3. With the development of PA 4 and PA 5 the open channel between Empire Center Blvd. South and Planning Area 1 B will be replaced will a closed conduit system with 102" RCP. 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 1 B and 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. 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, 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 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 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. 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, 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. 15-100187 5-6 Section 5 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN To determine the water surface elevation for the proposed storm drain system at the existing 102 -inch pipe 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. 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. Due to the uncertainty of the land 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 earthern channels proposed in PA 5A, PA 5B and between Empire Center Boulevard and Sierra Avenue. 5.4 Inlet Hydraulics 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 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. 15-100187 5-7 Section 5 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 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. 6.2 Drainage System Requirements It is 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. Storm Drains: The following is an outline of the recommendations for the development of the storm drain criteria and the local flood protection requirements: • 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 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 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. • 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. • 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 SYCAMORE HILLS STORM DRAIN BASIS OF DESIGN capacity or the original tabled drainage area to that system. The drainage systems are designed to 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. 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\15100187.g 13\zz\Rpt_5_29_00.wpd 15-100187 6-2 Section 6 ...... . ...... .3m --u- -T -ji % P, j kv 111�1 -1 E� 1'r.r _ _ C c �-; �-. v.J.. 1:. �av -B. Cltyt -r<:..: r�'_ . -"t� _..., - �:-i'�._.....:•�zr. � ' u. _. Jstfi2- .. � _.. ,-d -uz. . �! . •: • ,�." ��� � t+ _ - 'ii y'0a�`'' rill 9 c.C Due -ro Ta L�o,(-,f w 44�1 tjD - FILL. P-eaoloo HE 51 A.X -. 7-7 �Ic. TYPI) VE SOIL J WAS SOIL AOvp _O L6 (,I r T 0 -ok -�krc �Nl VD A I r -11tJ J* S, jg` r D CE I'NjZF SC55URVEY' --o — I'D 7" D�B I;.. NZ -- All J, A -R, Rr L 7- -.7 it D- 4� NN S, SAN BERNARDINO COUNTY HYDROLOGY MANUAL INDEX MAP SOIL GROUP BOUNDARY SOIL GROUP DESIGNATION 7C;LE 1'08,000 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1,/2 - -; 1-111 HYDROLOGIC SOILS GROUP MAP FOR SOU THWEST-C AREA C-1 C-2 SAN BERNARD NO COUNTY C-3 C-4 INDEX MAP SOIL GROUP BOUNDARY SOIL GROUP DESIGNATION 7C;LE 1'08,000 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1,/2 - -; 1-111 HYDROLOGIC SOILS GROUP MAP FOR SOU THWEST-C AREA I 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) PM f L. P i to bo 0 ON aw PR `r PM `. Sycamore Hills Storm Drain Basis of Design Technical Appendix A 10 -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 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** 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 ************************************************************************** 5f9 HY0ROL06Y MAP Pie �`MASt�R FILE NAME: EMP10.DAT P[,ha STUj)Y f oit C?^ARE Cf�J71)C 1"cid TIME/DATE OF STUDY: 21:30 05/26/2000 SUSAUAS 60J E) NOIDES � FVLLY NVI LOA00 _ C 0 r0)fl,)#J 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 COMPUTED RAINFALL INTENSITY DATA: 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* **************************************************************************** FLOW PROCESS FROM NODE 208.01 TO NODE 208.01 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<< <<< M USER-SPECIFIED VALUES ARE AS FOLLOWS 0100 ream- - rAAWA j�"'r4 TC(MIN.) = 16.18 RAINFALL INTENSITY(INCH/HR) = 2.04 ��us1�� 0 R Q10 EFFECTIVE AREA (ACRES) = 42.34 0100. �0100� 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 _ up, (0) AREA -AVERAGED Ap = 1.00 7 0'3 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL r / �L'FS CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 208.01 TO NODE 214.01 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1052.50 DOWNSTREAM(FEET) = 1051.40 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.013 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 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<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.67 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 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 ---------------------------------------------------------------------------- >>>>>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 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.130 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 115-7 DWELLINGS/ACRE" B 8.80 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 13.91 TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 56 15.05 0.75 13.91 **************************************************************************** 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 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.91 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.56 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 * 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 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: 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. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.01 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 21.44 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.723 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 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 ---------------------------------------------------------------------------- >>>>>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.) = 21.44 RAINFALL INTENSITY(INCH/HR) = 1.72 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 TOTAL STREAM AREA(ACRES) = 13.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.51 ** CONFLUENCE DATA ** STREAM Q 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 2 16.51 21.44 1.723 0.75( 0.37) 0.50 13.6 213.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 85.87 Tc(MIN.) = 16.67 EFFECTIVE AREA(ACRES) = 52.91 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.41 AREA -AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 59.70 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.01 = 1550.00 FEET. **************************************************************************** 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)I= 1051.40 DOWNSTREAM(FEET) = 1050.40 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 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 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 17.17 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.02 = 1790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.17 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 EFFECTIVE STREAM AREA(ACRES) = 52.91 TOTAL STREAM AREA(ACRES) = 59.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 85.87 **************************************************************************** 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<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 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.) = 16.880 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.989 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 7.00 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 10.17 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 56 16.88 0.75 10.17 **************************************************************************** FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.88 RAINFALL INTENSITY(INCH/HR) = 1.99 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.75 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 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 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 95.92 17.17 1.969 0.43( 0.37) 0.85 59.9 208.01 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 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 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>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 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 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. **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.01 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 18.18 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.902 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 4.00 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 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 --------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1048.00 DOWNSTREAM(FEET) = 1047.20 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 Fp(Fm) DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.9 INCHES HEADWATER PIPE -FLOW VELOCITY(FEET/SEC.) = 8.73 (MIN.) ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.92 NODE 1 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 18.51 1.900 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 402.01 = 2485.00 FEET. END OF STUDY SUMMARY: 405.00 (� G) 800E TOTAL AREA(ACRES) = 70.70 TC(MIN.) = 18.51 T,4PU-r DATA EFFECTIVE AREA(ACRES) = 63.91 AREA -AVERAGED Fm(INCH/HR)= 0.37�y y "AW4KQLIO ( A5D f�� AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.83 of PEAK FLOW RATE (CFS) = 95.92 1.637 AT- �Jopf 530 ** PEAK FLOW RATE TABLE ** 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 3 83.12 23.34 1.637 0.46( 0.37) 0.82 66.9 213.00 r L r" L r L I F- L r 5 L �r rr PM im 0 0 Sycamore Mills Storm Drain Basis of Design Technical Appendix A 10 -year Developed Condition Hydrology Street flow at Intersection of Santa Ana Ave and Tamarind Ave **************************************************************************** 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 ************************** DESCRIPTION OF STUDY ************************** * Sycamore Hills - Forecast Homes JN: 15-100187 * 10 -year Street Flow to Intersection of Santa Ana Ave and Tamarind Ave * Data from "Master Hydrology Study for Empire Center" dated Jan 28, 1992 FILE NAME: STFL10.DAT STUOY f;6jt EmARL M4'rrA jc�'olL SURA0#4S TIME/DATE OF STUDY: 21:38 05/26/2000 AWP qobfS ( FULLY {)jrv[t0AC0 Co-JDrf/oa) 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 COMPUTED RAINFALL INTENSITY DATA: 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* **************************************************************************** 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 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.234 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL B 1.30 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 56 13.90 0.75 2.53 **************************************************************************** FLOW PROCESS FROM NODE 400.01 TO NODE 401.01 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<<<<< 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 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 **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 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 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 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 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 4.11 END OF SUBAREA STREET FLOW HYDRAULICS: 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. **************************************************************************** FLOW PROCESS FROM NODE 401.01 TO NODE 402.01 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>(STANDARD CURB SECTION USED)<< <<< ------------------------------- UPSTREAM ELEVATION(FEET) = 1077.80 DOWNSTREAM ELEVATION(FEET) = 1058.00 STREET LENGTH(FEET) = 2970.00 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 **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 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 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: TIME OF CONCENTRATION(MIN.) = 41.68 RAINFALL INTENSITY(INCH/HR) = 1.16 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 TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.35 **************************************************************************** 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 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) = 1.86 **************************************************************************** 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 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 **************************************************************************** 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 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 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.75 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 2.75 **************************************************************************** FLOW PROCESS FROM NODE 405.01 TO NODE 402.01 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>(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 **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 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): 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 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 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 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. **************************************************************************** FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.96 RAINFALL INTENSITY(INCH/HR) = 2.14 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 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 NUMBER (CFS) (MIN.) 1 5.35 41.68 2 1.86 11.02 3 4.46 14.96 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.156 0.75( 0.07) 2.569 0.75( 0.07) 2.139 0.75( 0.07) Ap Ae HEADWATER (ACRES) NODE 0.10 5.5 400.00 0.10 0.8 405.01 0.10 2.4 403.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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 EFFECTIVE AREA(ACRES) = 5.20 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: 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 PEAK FLOW RATE(CFS) = 9.66 ** 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 11.02 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 END OF RATIONAL METHOD ANALYSIS 1 DRi A USO PST �ooE go2.01 OP SYGAtnoge rapsf A C 1, 1� r t 0 r 6 0" lm Sycamore Hills Storm Drain Basis of Design Technical Appendix A 10 -year Developed Condition Hydrology Hydrology to Node 410 Date: 11/07/00 File name: FC10AB.P.ES ..«......««.«..««......«.......«...««..................................«.««. 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 .......................... DESCRIPTION OF STUDY ..........«............... ' Sycamore Hills - Forecast Homes JN 15-100187 ' " 10 -year P,ational Method Hydrology at Node 182 and 410 ' ' October 2000/hjb ' ­­ ................ .................................. ­­ .............. FILE NAME: FC\FC10AB.DAT TIME/DATE OF STUDY: 15:14 11/07/2000 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) = 1.330 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR. INTENSITY(INCH/HOUR) = 0.9292 SLOPE OF INTENSITY DURATION CURVE = 0.6000 'ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOP. RATIONAL METHOD' Page 1 FLOW PROCESS FROM NODE 0.00 TO NODE 10.00 IS CODE = 21 ---------------------------------------------------------------------------- » - ATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE NALYSIS--»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ------------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 760.00 ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAM(FEET) = 55.52 To = K'C(LENGTH" 3.00)/(ELEVATION CHANGE)J- 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.101 ' 10 YEAR RAINFALL INTENSITY (INCH/ HR) = 2.126 SUBAREA To AND LOSS RATE DATA(AMC II)' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP.) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE' D 2.97 0.47 0.50 75 15.10 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.06 TOTAL AREA(ACRE!' = 2.97 PEAK FLOW RATE(CFS) = 5.06 .......................................................................... I. FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 61 13 -c?. Date, 11/07/00 File name: FC10AB.RES ____________________________________________________________________________ »- »COMPUTE STREET FLOW TRAVEL TIME THP.0 SUBAREA« « »» (STANDAP.D CURB SECTION USED)« _« UPSTREAM ELEVATION(FEET) 57.02 DOWNSTREAM ELEVATION(FEET) = 54.34 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FF.ET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GPADEBREAK(FEET) = 13.00 INSIDE STREET CP.OSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER. OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CR.OSSFALLfDECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 Manning's FP.ICTICN FACTOR, for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.81 STPEETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTR.EET FLOOD WIDTH(FEET) = 16.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.14 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 4.04 Tc(MIN.) = 19.14 . 10 YEAR RAINFALL INTFNSITY(INCH/HR) = 1.844 SUBAREA LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HP.) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACP.E" D 1.04 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0 47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AP.EA(ACP.ES) = 1.04 SUBAREA RUNOFF(CFS) = 1.51 EFFECTIVE AREA(ACRES) = 4.01 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.01 PEAK FLOW RATE(CFS) = 5.81 END OF SUBAREA STREET FLOW HYDRAULICS. DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.10 FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH'VELOCITY(FT'FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1280.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ________________________________________________________________ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTP.ATION(MIN.) = 19.14 RAINFALL INTENSITY(INCH/HR) = 1.84 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 APEA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.01 TOTAL STREAM AREA(ACPES) = 4.01 PEAK FLOW PATE(CFS) AT CONFLUENCE = 5.81 Page 2 .....:...............................«...................................... FLOW PROCESS FROM NODE 0.00 TO NODE 10.00 IS CODE = 21 16-/0-1 ____________________________________________________________________________ »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Date: 11/07/00 File name FC10AB.EES INITIAL SUBAREA FLOW-LENGTH(FEET) = 760.00 ELEVATION DATA: UPSTREA4(FEET) = 60.50 DOWNSTP.EAM(FEET) = 55 52 Tc = K"[(LENGTH•• 3.00)/ (ELEVATION CHANGE)]«'0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN ) = 15.101 . 10 YEAR. RAINFALL INTENSITY(INCH/HP.) = 2.126 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 2.06 0.47 0.50 75 15.10 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.51 TOTAL AREA(ACRES) = 2.06 PEAK FLOW PATE(CFS) = 3.51 .x..........««..x...................................x........... FLOW PROCESS FROM NODE 10 00 TO NODE 20.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA....< --USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ---------- ELEVATION LOW)«-_________ELEVATION DATA: UPSTP.FAM(FEET) = 49.24 DOWNSTREAM(FEET) = 47.9R FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3 78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.51 PIPE TRAVEL TIME(MIN.) = 1.28 TC(MIN.) = 16 38 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1050.00 FEET. x....«...«.x«...«x....««.........«.............. I........«...... FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ---------------------------------------------------------------- » » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.38 RAINFALL INTENSITY(INCH/HR) = 2.03 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.06 TOTAL STREAM AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.51 ...«......«.........«".................. ..............................8-10.2- ...... !� FLOW PROCESS FROM NODE 0.00 TO NODE 20.00 IS CODE = 21 - ' O . 2- ____________________________________________________________________________ --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAM(FEET) = 54.23 Tc = K"[(LENGTH"" 3.00)/(ELEVATION CHANGE)] -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.306 . 10 YEAR RAINFALL INTENSITY (INCH/MR) = 2.196 SUBAREA Ta AND LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL I Date 11'07'00 File name. FC10AB RES Page 4 "5-7 DWELLINGS/ACRE" D 3.72 0 47 0.50 75 14.31 SUBAREA AVERAGE PEPVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 50 SUBAREA PUNOFF(CFS) = 6.57 TOTAL AREA(ACRES) = 3 72 PEAK FLOW PATEfCFS) = 6 57 ..««..«.«....«.....+«.««««..«.««.«.«.«.««...........«......« FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « » » AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« « TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE TIME OF CONCENTRATION(MIN ) = 14.31 RAINFALL INTENSITY(INCH/HR) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AP.EA-AVERAGED AD = 0.50 EFFECTIVE STREAM APEA(ACP.ES) = 3.72 TOTAL STREAM AP.EA(ACPES) = 3.72 PEAK. FLOW PATE(CFS) AT CONFLUENCE = 6.57 " CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN ) (INCH/HP.) (INCH/HP.) (ACRES) NODE 1 5.81 19.14 1.844 0.47( 0.23) 0.50 4.0 0.00 2 3 51 16.38 2.025 0.47( 0.23) 0.50 2.1 0.00 3 6 57 14.31 2.196 0.47( 0.23) 0.50 3.7 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. " PEAK FLOW PATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE 1 15.03 16.38 2.025 0.47( 0.24) 0.50 9.2 0 00 2 14.35 19.14 1.844 0.47( 0.24) 0.50 9.8 0.00 3 15.21 14.31 2.196 0.47( 0.23) 0.50 8.5 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK. FLOW RATE(CFS) = 15.21 Tc(MIN.) = 14 31 EFFECTIVE AREA(ACRES) = 8.52 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 9.79 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1280.00 FEET. ............................".«x................................ FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 IS CODE = 31 --COMPUTE COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA-1- ­-USING UBAREA«« <» -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ------------------------- LOW)« ______________________ _ ELEVATION DATA: UPSTREAM(FEET) 47.98 DOWNSTREAM (FEET) 47.16 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.84 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = I PIPE-FLOW(CFS) = 15.21 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 14.55 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 25.00 = 1380.00 FEET. ......................................................................x...x FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 Date: 11/07/00 File name: FC10AB.RES Page 5 1 1 Date: 11/07.00 File name: FCICAB.RES Page 6 _____________________________________________________ » > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE - TIME OF CONCEITPPATION(MIN ) = 14.55 RAINFALL INTENSITY(INCH/HR) = 2.17 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 8.52 TOTAL STREAM AREA(ACRES) = 9.79 PEAK FLOW PATE(CFS) AT CONFLUENCE = 15.21 ............................................................................ FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 7 QAf.4 FROM 14V, ----------------------------------------------------- A7-/-M1rFA S EC7 --USER USER SPECIFIED HYDROLOGY INFORMATION AT NODE« « AA/A Al USER-SPECIFIED VALUES ARE AS FOLLOWS: T,IMARIA/Z 4 d6 TC IMIN ) = 14.96 RAINFALL INTENSITY(INCH/HR) = 2.14 EFFECTIVE AREA(ACRES) = 5.20 TOTAL AREA(ACRES) = 8.73 PEAK FLOW RATE(CFS) = 9.66 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ................................................................ FLOW PROCESS FROM NODE 402.01 TO NODE 25.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAP.EA«« » » USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« ELEVATION DATA: UPSTREAM(FEET) 53.25 DOWNSTREAM(FEET) 46.58 FLOW LENGTH(FEET) = 710 00 MANNING'S N = 0.013 DEPTH OF FLOW 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 PIPE-FLOW(CFS) = 9.66 PIPE TRAVEL TIME(MIN.) = 1.83 Tc(MIN.) = 16.79 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 25.00 = 1760 00 FEET. ................................................................ FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«< >» AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES- ­ TOTAL TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.79 RAINFALL INTENSITY(INCH/HR) = 2.00 AREA -AVERAGED Fm(INCH/HP.) = 0 08 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.20 TOTAL STREAM AREA(ACRES) = 8.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.66 • CONFLUENCE DATA '• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.03 16.62 2.007 0.47( 0.24) 0.50 9.2 0.00 1 14 35 19 39 1.830 0 47( 0.24) 0 50 9 8 0 00 1 15 21 14 55 2.174 0.47( 0.23) 0 50 8 5 0.00 2 9 66 16 79 1.995 0.75( 0.08) 0.10 5.2 402.01 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW PATE TABLE - STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HP.) 1 24 36 14.55 2 174 2 24.65 16.62 2.007 3 23.18 19.39 1.830 4 24.65 16.79 1.995 Fp(Fm) Ap Ae HEADWATER (INCH/HR.) (ACRES) NODE 0 50( 0.18) 0.36 13.0 0.00 0 50( 0.18) 0.36 14.4 0.00 0.50( 0.18) 0.36 15.0 0.00 0.50( 0.18) 0.36 14.4 402.01 yCOMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 24.65 Tc(MIN.) = 16.62 EFFECTIVE AREA ACRES) = 14.36 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.50 AREA -AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 18.52 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 25.00 = 1760.00 FEET. ................................................................ FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAPEA«« »» USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ­11 «< ------------------- _______________________________________ ___________________________________ ELEVATION DATA: UPSTREAM(FEET) = 46 23 DOWNSTREAM(FEET) = 45.49 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.84 ESTIMATED PIPE DIAMETEP.(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.65 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 17.17 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 30.00 = 1950.00 FEET. ................................................................ FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ________________________________________________________________ » » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.17 RAINFALL INTENSITY(INCH/HR) = 1.97 AREA -AVERAGED Fm(INCH/HP.) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.50 AREA -AVERAGED Ap = 0.36 EFFECTIVE STREAM AREA(ACRES) = 14 36 TOTAL STREAM AREA(ACRES) = 18.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.65 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 30.00 IS CODE = 21 0-// ____________________________________________________________________________ » —RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 790.00 ELEVATION DATA: UPSTREAM(FEET) = 58.60 DOWNSTREAM(FEET) = 53.97 Tc = K'[(LENGTH•' 3.00)/(ELEVATION CHANGE)]" 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.682 Date: 11/07/00 File name: FC10AB.RES " 10 YEAR RAINFALL INTENSITY(INCH/HP.) = 2.079 SUBAREA Tc AND LOSS PATE 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/ACP.E" 0 2.05 0.47 0 50 75 15.68 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.40 TOTAL AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) = 3.40 +.«.«+++.++.++++..+++..++.++«+++......+......................... FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------- »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.68 RAINFALL INTENSITY(INCH/HR) = 2 08 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA-AVEPAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.05 TOTAL STREAM AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.40 ...+..+..+...«.......«........................ FLOW PROCESS FROM NODE 0.00 TO NODE 30.00 IS CODE = 21 »> PATIONAL METHOD INITIAL SUBAREA ANALYSIS«< »USE TIME-OF-CONCENTPATION NOMOGRAPH FOR INITIAL SUBAREA« ________ INITIAL SUBAREA FLOW-LENGTH(FEET) 760.00 ELEVATION DATA: UPSTREAM(FEET) = 58.60 DOWNSTREAM(FEET) = 53.99 Tc = K"[(LENGTH'« 3.00)/ (ELEVATION CHANGE))'+0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.335 " 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.107 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" D 2.44 0.47 0.50 75 15.34 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.11 TOTAL AREA(ACRES) = 2.44 PEAK FLOW RATE(CFS) = 4.11 .........«.........«.........+...........".................................. FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«< » -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTPATION(MIN.) = 15.34 RAINFALL INTENSITY(INCH/HR) = 2.11 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA-AVEPAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.44 TOTAL STREAM AREA(ACRES) = 2.44 Page 7 Date: 11/07;00 File name: FC10AB.RES PEAK FLOW PATE(CFS) AT CONFLUENCE = 4.11 . CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER. (CFS) (MIN.) (INCH/HP) (INCH/HR) (ACRES) NODE 1 24.36 15.09 2.127 0.50( O.1P) 0.36 13.0 0.00 1 24 65 17.17 1.969 0.50( 0.18) 0.36 14.4 0.00 1 23.18 19 95 1.799 0.50( 0.18) 0.36 15.0 0.00 1 24.65 17.33 1.958 0.50( 0.18) 0.36 14.4 402.01 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 PAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. «« PEAK FLOW RATE TABLE "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) IMIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 31.81 15.09 2 127 0.49( 0.19) 0.40 17.4 0 00 2 31 90 15.68 2.079 0.49( 0.19) 0.40 17.9 0.00 3 31.66 17.17 1.969 0.49( 0.19) 0.39 1R.9 0.00 4 31 61 17.33 1.95B 0.49( 0.19) 0.39 18.9 402.01 5 29 50 19 95 1.799 0.49( 0.19) 0.39 19.5 0 00 6 31.88 15.34 2.107 0.49( 0.19) 0.40 17.6 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.90 Tc(MIN.) = 15.68 EFFECTIVE AREA(ACRES) = 17.89 AREA-AVEPAGED Fm(INCH/HR) = 0.19 AP.EA-AVERAGED Fp(INCH/HP.) = 0.49 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 23.01 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 30.00 = 1950.00 FEET. .......................«......................... I.............. FLOW PROCESS FROM NODE 30.00 TO NODE 37.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAP.EA<« « »> USING COMPUTER. -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « ELEVATION DATA: UPSTREAM(FEET) = 45.46 DOWNSTREAM(FEET) = 42.84 FLOW LENGTH(FEET) = 9RO.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36 0 INCH PIPE IS 28.7 INCHES PIPE -FLOW VELOCITYIFEET/SEC.) = 5.27 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.90 PIPE TRAVEL TIME(MIN.) = 3.10 Tc(MIN.) = 18.78 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 37.00 = 2930.00 FEET. ..........+..................".................................. FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 ________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.78 RAINFALL INTENSITY(INCH/HR) = 1.87 AREA-AVEPAGED Fm(INCH/HR) = 0.19 AREA-AVEPAGED Fp(INCH/HR) = 0.49 AREA-AVEPAGED Ap = 0.40 EFFECTIVE STREAM AREA(ACRES) = 17.89 TOTAL STREAM AREA(ACRES) = 23.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.90 Date: 11/07/00 File name: FC10AB.RES FLOW PROCESS FROM NODE 0.00 TO NODE 37.00 IS CODE = 21 B_ � 3 ____________________________________________________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOP. INITIAL SUBAREA" INITIAL SUBAREA FLOW-LENGTH(FEET) = 910.00 ELEVATION DATA: UPSTREAM(FEET) = 53.62 DOWNSTREAM(FEET) = 49.67 Tc = K«[(LENGTH" 3 00)/(ELEVATION CHANGE)] " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.622 . 10 YEAR RAINFALL INTENSITY(INCH/HP.) = 1.938 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/ACP.E" D 2.53 0.47 0 50 75 17.62 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.88 TOTAL AREA(ACRES) = 2.53 PEAK FLOW PATE(CFS) = 3.88 :....«.....«...............................................«.«« FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 ---------------------------------------------------------------- »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE - TIME OF CONCENTRATION(MIN.) = 17.62 RAINFALL INTENSITY(INCH/HR) = 1.94 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HP,) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.53 TOTAL STREAM AREA(ACRES) = 2.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.88 Page 9 .........«.................................................................. FLOW PROCESS FROM NODE 0.00 TO NODE 35.00 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) = 56.00 DOWNSTREAM(FEET) = 52.46 Tc = K«[(LENGTH«« 3.00)/(ELEVATION CHANGE)]""0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.576 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.373 SUBAREA Tc AND LOSS PATE 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" D 1.33 0.47 0.50 75 12.58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HP.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 2.56 TOTAL AREA(ACRES) = 1.33 PEAK FLOW RATE(CFS) = 2 56 f'FLOW PROCESS FROM NODE 3500 TONODE 37.00ISCODE= 61 `•••+•'`*eR'**................ ` • e «*•'eA5 - / /• Z ____________________________________________________________________________ » -COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREAa« »» (STANDARD CURB SECTION USED) «« Date: 11/07/00 File name. FC10AB.RES ____________________________________________________________________________ UPSTREAM ELEVATION(FEET) = 52 41 DOWNSTREAM ELEVATION(FEET) = 49.67 STREET LENGTH(FEET) = 720.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFVIIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CPOSSFALL GRADEBPEAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CP.OSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0 0149 Manning's FRICTION FACTOR for flack -of -Walk Flow Section = 0.0200 ..TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4 92 STPEETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0 45 HALFSTREET FLOOD WIDTH(FEET) = 15.99 AVERAGE FLOW VELOCITY(FEF.T/SEC.) = 1.84 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/HR) = 1.846 SUBAREA LOSS PATE DATA(AMC II)' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" D 3.23 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp11NCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACPES) = 3.23 SUBAREA PUNOFF(CFS) = 4.68 EFFECTIVE AREA(ACRES) = 4.56 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.56 PEAK FLOW RATE(CFS) = 6 61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0 49 HALFSTREET FLOOD WIDTH(FEET) = 17.97 FLOW VELOCITY(FEET/SEC.) = 1.97 DEPTH«VELOCITY(FT'FT/SEC I = 0 96 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 37.00 = 1220.00 FEET. FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« » -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- __________________ ______ ___ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTPATION(MIN.) = 19.11 RAINFALL INTENSITY(INCH/HR) = 1.85 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.56 TOTAL STREAM AREA(ACRES) = 4.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.61 " CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 31.81 18.19 1.902 0.49( 0.19) 0.40 17.4 0.00 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 1 31.61 20.43 1.774 0.49( 0.19) 0.39 18.9 402.01 1 29.50 23 07 1.649 0.49( 0.19) 0.39 19.5 0.00 Page 10 Date: 11/07/00 File name: FC10AB.P.ES ELEVATION DATA: UPSTREAM(FEET) = 61.30 DOWNSTP.EAM(FEET) = 51.96 1 31.8L 18.43 1.887 0.49( 0.19) 0.40 17.6 0 00 2 3.88 17.62 1.938 0.47( 0.24) 0.50 2.5 0 00 3 6.61 19.11 1.846 0.47( 0.23) 0.50 4.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 CONFLUENCE FORMULA USED FOR 3 STP.EAMS. TOTAL AREA(ACRES) = 4.69 PEAK FLOW PATE(CFS) = 8.88 .....................w...................................................... FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS ** PEAK FLOW RATE TABLE .. _____________________ __________________________________--------------------- ________________________ TOTAL NUMBER OF STREAMS = 3 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE 1 41.80 17.62 1.938 0.48( 0.21) 0.43 23.6 0.00 2 42.12 18.19 1.902 0 48( 0.21) 0.43 24.3 0 00 3 42.18 18.43 1.887 0 48( 0.21) 0.43 24.6 0.00 4 42.18 19.78 1.866 0.48( 0.20) 0.42 24 9 0.00 5 41.53 20 26 1.782 0.48( 0.20) 0.42 25.9 0.00 6 41.43 20 43 1 774 0.48( 0.20) 0.42 26.0 402.01 7 38.52 23.07 1 649 0.48( 0 20) 0.42 26.6 0 00 8 42.13 19.11 1.846 0.48( 0.20) 0.42 25.2 0 00 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) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 30.10 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 37.00 = 2930.00 FEET. ..:.w....w.............w............... ................. ........ FLOW PROCESS FROM NODE 37.00 TO NODE 90.00 IS CODE = 31 »»-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« ELEVATION DATA: UPSTREAM(FEET) = 41.50 DOWNSTREAM(FEET) 41.14 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39 0 INCH PIPE IS 27.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.71 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.18 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 19.00 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 90.00 = 3020.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 10 ____________________________________________________________________________ »»-MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK M 1 <c «< ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 40.00 IS CODE = 21 1 - 3 ____________________________________________________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _ INITIAL SUBAREA FLOW-LENGTH(FEET) 850.00 ELEVATION DATA: UPSTREAM(FEET) = 61.30 DOWNSTREAM(FEET) = 52.61 Tc = K*[(LENGTH** 3.00)/ (ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.448 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.183 SUBAREA Tc AND LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP.) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 4 10 0.47 0.50 75 14.45 11 Date. 11/07/00 File name: FCl0AB.RES SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 7.19 TOTAL APEA(ACP.ES) = 4.10 PEAK FLOW RATE(CFS) = 7.19 ...w......w.w.w................... I ..... . w...................... FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA" «< .. »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« _____________ _ ELEVATION DATA UPSTREAM(FEET) 43.15 DOWNSTREAM(FEET) 42.43 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC ) = 4.35 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7 19 PIPE TRAVEL TIME(MIN.) = 0.69 TC(MIN = 15.14 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 50.00 = 1030.00 FEET. ................................................. I.............. FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 ________________________________________________________________ »»-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.14 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AP.EA(ACRES) = 4.10 TOTAL STREAM AP.EA(ACRES) = 4.10 PEAK FLOW PATE(CFS) AT CONFLUENCE = 7.19 • FLOW PROCESSFROM NODE`** "•0. ...... .................... •• 00 TONODE•*50.• w w*•**w 00ISCODE - I -------------------------------------------------------------------------- »»>PATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 720.00 ELEVATION DATA: UPSTREAM(FEET) = 61.30 DOWNSTP.EAM(FEET) = 51.96 Tc = K*[(LENGTH.. 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.891 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.338 SUBAREA Tc AND LOSS PATE 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/ACP.E" D 4.69 0.47 0.50 75 12.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 8.88 TOTAL AREA(ACRES) = 4.69 PEAK FLOW PATE(CFS) = 8.88 .....................w...................................................... FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 ---------------------------------------------------------------------------- »»-DESIGNATE INDEPENDENT STREAM FOP. CONFLUENCEI «< _____________________ __________________________________--------------------- ________________________ TOTAL NUMBER OF STREAMS = 3 Page 12 Date: 11/07/00 File name: FC10AB.RES CONFLUENCE VALUES USED FOP. INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATION(MIN.) = 12.89 RAINFALL INTENSITY(IMCH/HR) = 2.34 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR.) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4 69 TOTAL STREAM AREA(ACRES) = 4 69 PEAK FLOW PATE(( ` AT CONFLUENCE = R.88 ...«....«......«...................«««...................«................ FLOW PROCESS FROM NODE 0.00 TO NODE 50.00 IS CODE = 21 S-57 --RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« 43 »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA" INITIAL SUBAREA FLOW-LENGTH(FEET) = 610.00 ELEVATION DATA: UPSTP.EAM(FEET) = 56.10 DOWNSTREAM(FEET) = 51.95 Tc = K•[(LENGTH " 3. 00) / I ELEVATION CHANGE) J'.0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.726 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.252 SUBAREA Tc AND LOSS PATE DATA(AMC II): .....................................«...................................... FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 10 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL ____________________________________________________________________________ -. -RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « "5-7 DWELLINGS/ACPE" D 1.70 0.47 0.50 75 13 73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp11NCH/HR) = 0.47 __ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1060.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 ELEVATION DATA: UPSTREAM(FEET) = 55.70 DOWNSTREAM(FEET) = SUBAREA RUNOFF(CFS) = 3.09 Tc = K -[(LENGTH"" 3.00)/(ELEVATION CHANGE)] " 0.20 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 3 09 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 17.822 .........«.............«.................................................... FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.925 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEI «< » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- ------------ TOTAL ALUES-- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.73 RAINFALL INTENSITY(INCH/HR) = 2.25 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HP) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.70 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.09 " CONFLUENCE DATA - STP.EAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 3 3 09 13.73 2.252 0.47( 0.23) 0.50 1.7 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. PEAK FLOW RATE TABLE .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.72 12.89 2.338 0 47( 0.23) 0.50 9.8 0.00 2 18.05 15.14 2.123 0.47( 0.23) 0.50 10 5 0.00 Page 13 Date: 11,07"00 File name: FC10AB.RES 18 56 13 73 2.252 0.47( 0.23) 0 50 10.1 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAY. FLOW PATE(CFS) = 18 72 Tc(MIN.) = 12.R9 EFFECTIVE AP.EA(ACPES) = 9 78 AREA -AVERAGED Fm(INCH/HP.) = 0 23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AP.EA-AVEPAGED Ap = 0.50 TOTAL APEA(ACPES) = 10.49 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 50.00 = 1030.00 FEET. .«....««««....««..«.««««««««.«.«...................«............ FLOW PROCESS FPOM NODE 50.00 TO NODE 70.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< >. -USING COMPUTER, -ESTIMATED PIPESIZE (NON -PRESSURE FLOW - « ELEVATION DATA: UPSTREAM(FEET) = 43.98 DOWNSTREAM(FEET) = 42 43 FLOW LENGTHIFEET) = 310.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.0 INCHES PIPE -FLOW VELOCITY(FEET,SEC.) = 5.92 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.72 PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 13.76 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1340.00 FEET. .....................................«...................................... FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 10 ---------------------------------------------------------------------------- ... >nAIN-STP.EAM MEMORY COPIED ONTO MEMORY BANK M 2 « « ..........................«......««.«....................................... FLOW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 8 ____________________________________________________________________________ -. -RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« __ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1060.00 ELEVATION DATA: UPSTREAM(FEET) = 55.70 DOWNSTREAM(FEET) = 49.80 Tc = K -[(LENGTH"" 3.00)/(ELEVATION CHANGE)] " 0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 17.822 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.925 SUBAREA Tc AND LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP,) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 2.55 0.47 0.50 75 17.82 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.88 TOTAL AREA(ACRES) = 2.55 PEAK FLOW PATE(CFS) = 3.88 ........................................................ I....... FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 ________________________________________________________________ » » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-­ TOTAL ONFLUENCE«« TOTAL NLR4BEP. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.82 RAINFALL INTENSITY(INCH/HR) = 1.92 AP.EA-AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 Page 14 Date: 11/07/00 File name: FC10AB RES Page 15 EFFECTIVE STREAM AREA(ACRES) = 2.55 TOTAL STREAM AREA(ACRES) = 2.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.88 ............................«............................................... FLOW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 j - 7 ------------ --RATIONAL METHOD INITIAL SUBAREA ANALYSIS« --- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOP INITIAL SUBAPRA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 850.00 ELEVATION DATA: UPSTREAM(FEET) = 56.70 DOWNSTREAM(FEET) = 49 80 Tc = K*[(LENGTH'" 3.00)/ (ELEVATION CHANGE)]..0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.130 " 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.124 SUBAREA Tc AND ")SS RATE DATA(AMC II): DEVELOPMENT n rE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACP.E" D 2.52 0.47 0.50 75 15.13 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.28 TOTAL AREA(ACRES) = 2.52 PEAK FLOW RATE(CFSI = 4.28 ...... ."........................................................ FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 --DESIGNATE >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- - -AND -AND COMPUTE VARIOUS CONFLUE14CED STREAM VALUES -- ---------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE TIME OF CONCENTRATION(MIN.) = 15.13 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA -AVERAGED FM(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.52 TOTAL STREAM AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.28 "* CONFLUENCE DATA .. 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 2 4.28 15.13 2.124 0.47( 0.23) 0 50 2 5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. "" PEAK FLOW RATE TABLE *" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.71 17 82 1.925 0.47( 0.24) 0.50 5.1 0.00 2 7.96 15.13 2.124 0.47( 0.24) 0.50 4.7 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.96 Tc(MIN.) = 15.13 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 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. Date: 11/07/00 File name: FC10AB.RES ....................-................................................... FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 11 ---------------------------------------------------------------------------- >. -CONFLUENCE MEMORY BANK k 2 WITH THE MAIN-STP.EAM MEMORY«--- ,. VAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER, (CFS) (MIN.) (INCH/HR) )INCH/HP.) (ACRES) NODE 1 7 96 15.13 2 124 0.47( 0 24) 0.50 4 7 0 00 2 7.71 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. ** MEMORY BANK 8 2 CONFLUENCE DATA «* STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER, (CFS) (MIN ) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.72 13.76 2 248 0.47( 0.23) 0.50 9.8 0.00 2 18.56 14.60 2.170 0.47( 0.23) 0.50 10.1 0.00 3 18.05 16.02 2052. 0.47( 0.23) 0.50 10.5 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 0.00 FEET. ** PEAK FLOW RATE TABLE *" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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 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 5 25.93 16.02 2.052 0.47( 0.23) 0.50 15.3 0.00 TOTAL AP.EA(ACR.ES) = 15.56 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS - PEAK FLOW RATE(CFS) = 26.44 Tc(MIN.) = 13.764 EFFECTIVE AREA(ACRES) = 14.04 AREA -AVERAGED F.(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 15.56 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. ....«..««..«..............««...................................,............ FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 12 ---------------------------------------------------------------------------- »» CLEAR. MEMORY BANK M 2 --------------- - ................................................. ............... FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 ---------------------------------------------------------------- »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -1 - TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTP.ATION(MIN.) = 13.76 RAINFALL INTENSITY(INCH/HR) = 2.25 AREA-AVEPAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR.) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 14.04 TOTAL STREAM AREA(ACRES) = 15.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.44 .«..".«................«.................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 .8 - 05 ---------------------------------------------------------------------------- Page 16 Date: 11/07/00 File name: FC10AB.RES --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOP. INITIAL SUBAREA', INITIAL SUBAREA FLOW-LENGTH(FEET) _ 310.00 ELEVATION DATA: UPSTREAM(FEET) = 52.56 DOWNSTREA4(FEET) = 49 80 Tc = K'[(LENGTH " 3.00)/(ELEVATION CHANGE)I " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN ) = 9.922 . 10 YEAR RAINFALL INTENSITY (INCH/ MR) = 2.736 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACR.E" D 0.51 0.47 0.50 75 9.92 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 1.15 ...«..........«............................................................. FLOW PROCESS FROM NODE 70.00 TO NODE 70 00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ... - 11 AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES----- _________________ TOTAL NUMBER O. STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9 92 RAINFALL INTENSITY(INCH/HP.) = 2.74 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.51 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.15 CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 1 24.49 17.82 1.925 0.47( 0.23) 0.50 15.6 0.00 1 26.44 13.76 2.248 0.47( 0.23) 0.50 14.0 0.00 1 26.43 14.60 2.170 0.47( 0.24) 0 50 14.6 0.00 1 25.93 16.02 2.052 0.47( 0.23) 0.50 15 3 0 00 2 1.15 9.92 2.736 0.47( 0.23) 0.50 0 5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. - PEAK FLOW RATE TABLE .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 27.36 13.76 2.248 0.47( 0.23) 0.50 14.5 0 00 2 27.32 14.60 2.170 0.47( 0.24) 0.50 15.1 0.00 3 27.20 15.13 2.124 0.47( 0.23) 0.50 15.4 0.00 4 26.76 16.02 2.052 0.47( 0.23) 0.50 15.8 0.00 5 25.27 17.82 1.925 0.47( 0.23) 0.50 16.1 0.00 6 24.82 9.92 2.736 0.47( 0.23) 0.50 10.6 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.36 Tc(MIN ) = 13.76 EFFECTIVE AREA(ACRES) = 14.55 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 16.07 Page 17 Date: 11/07/00 File name: FC10AB.R.ES LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. ..«........«...«.....«.............................. I......... FLOW PROCESS FROM NODE. 70,00 TO NODE 90 00 IS CODE = 31 -111COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- ­­USING UBAREA----<.MUSING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- __________________ _ _ ELEVATION DATA- UPSTREAM(FEET)_ 42.41 DOWNSTREAM(FEET) = 42.12 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.49 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.36 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 14.32 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. ..............................«.........................................«««. FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 11 ---------------------------------------------------------------------------- 11111CONFLUENCE MEMORY BANK % 1 WITH THE MAIN -STREAM MEMORY- - ____________________________________________________________________________ _________________________________________________________ - MAIN STREAM CONFLUENCE DATA - STP.EAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 24 82 10.48 2.647 0.47( 0.23) 0.50 10.6 0.00 2 27.36 14.32 2.195 0.47( 0.23) 0.50 14.5 0.00 3 27.32 15.16 2.121 0 47( 0.24) 0.50 15.1 0.00 4 27 20 15.69 2.078 0 47( 0.23) 0.50 15.4 0.00 5 26.76 16.57 2.011 0 47( 0.23) 0.50 15.8 0.00 6 25.27 18.38 1.890 0 47( 0.23) 0.50 16.1 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. MEMORY BANK X 1 CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR.) (INCH/HR) (ACRES) NODE 1 41.80 17.85 1.923 0.48( 0.21) 0.43 23.6 0.00 2 42.12 18.41 1.888 0.48( 0.21) 0.43 24.3 0 00 3 42.18 18.66 1.873 0.48( 0.21) 0.43 24.6 0 00 4 42.18 19.00 1.852 0.48( 0.20) 0.42 24.9 0.00 5 42.13 19.33 1.833 0.48( 0.20) 0.42 25.2 0 00 6 41 53 20.49 1.771 0.48( 0.20) 0.42 25.9 0 00 7 41.43 20.65 1.762 0.48( 0.20) 0.42 26.0 402.01 8 38.52 23.30 1.639 0.48( 0.20) 0.42 26.6 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 0.00 FEET. - PEAK FLOW PATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NU14BER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 59.72 10.48 2.647 0.48( 0.22) 0.46 24.5 0.00 2 66.21 14 32 2.195 0.48( 0.22) 0.46 33.5 0.00 3 66.92 15.16 2.121 0.48( 0.22) 0.46 35.2 0.00 4 67.25 15.69 2.078 0.48( 0.22) 0.46 36.2 0.00 5 67.56 16.57 2.011 0.48( 0.22) 0.46 37.7 0.00 6 67.37 18.38 1.890 0.48( 0.22) 0.46 40.3 0 00 7 67.51 17.85 1.923 0.48( 0.22) 0.46 39.6 0.00 8 67.36 18.41 1.888 0.48( 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 10 66.89 19.00 1.852 0.48( 0 22) 0.45 41.0 0 00 11 66.54 19.33 1.833 0.48( 0 22) 0.45 41.3 0.00 12 64.98 20.49 1.771 0.48( 0.22) 0.45 42.0 0.00 13 64.75 20.65 1.762 0.48( 0.22) 0.45 42.1 402.01 14 59.96 23.30 1.639 0.48( 0.22) 0.45 42.6 0.00 Page 18 Date: 11/07/00 File name: FC10AB.P.ES TOTAL AREA(ACRES) = 46.17 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 67.56 Tc(MIN ) = 16 574 EFFECTIVE AREA(ACRES) = 37.72 AREA -AVERAGED Fm(INCH/HP) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AP.EA-AVERAGED Ap = 0 46 TOTAL AREAIACRES) = 46.17 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90 00 = 1210 00 FEET. ............................................................................ FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 12 ---------------------------------------------------------------------------- » -CLEAR MEMORY BANK % 1 ««< ................................................................ FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1 ________________________________________________________________ » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.57 RAINFALL INTENSITY(INCH/HR) = 2 01 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.46 EFFECTIVE STREAM AREAIACRES) = 37.72 TOTAL STREAM AREA(ACRES) = 46.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 67.56 Page 19 ................ FLOW PROCESSFROM NODE000TONODE8000ISCODE 21 •+................................. f44 ".4 ' 44444.4 4 ^.4,6 r /?. / _________________________________________________________________________ » -RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 580.00 ELEVATION DATA: UPSTREAM(FEET) = 52.50 DOWNSTREAM(FEET) = 49.67 Tc = K'[(LENGTH" 3.00)/ (ELEVATION CHANGE)) "0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.376 . 10 YEAR RAINFALL INTENSITY IINCH/ HR) = 2.190 SUBAREA Tc AND LOSS PATE DATAIAMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 2.52 0.47 0.50 75 14.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.43 TOTAL AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) = 4.43 ............... w414444 4 444i4.4 4 CODE= 81 .444 a FLOW PROCESSFROMNODE 80.00T0NODE8000IS-/q. 2 ____________________________________________________________________________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.38 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.190 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL Date 11/07/00 File name: FC10AB.RES "5-7 DWELLINGS/ACRE" D 1.53 0 47 0.50 75 SUBAREA AVEPAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 50 SUBAREA AREA(ACRES) = 1 53 SUBAREA RUNOFF(CFS) = 2 69 EFFECTIVE AP.EA(ACRES) = 4.05 AREA -AVERAGED F.(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0 50 TOTAL AREAIACP.ES) = 4.05 PEAK FLOW RATE(CFS) = 7.13 ................................................................ FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 31 --COMPUTE COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA­­ ­-USING UBAREA««»-USING COMPUTER. -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «o« _ ELEVATION DATA: UPSTREAM(FEET) 41.60 DOWNSTREAM(FEET) = 41.10 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21 0 INCH PIPE IS 12.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4 74 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.13 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 14.73 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 90.00 = 680.00 FEET. ................................................................ FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1 .»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- ---------- ALUES«- TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.73 RAINFALL INTENSITY(INCH/HR) = 2.16 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.05 TOTAL STREAM AREA(ACRES) = 4.05 PEAK FLOW PATE(CFS) AT CONFLUENCE = 7.13 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN ) (INCH/HR) (INCH/HR) (ACRES) NODE 1 59.72 10 48 2.647 0.481 0.22) 0.46 24.5 0.00 1 66.21 14.32 2.195 0.481 0.22) 0.46 33.5 0.00 1 66.92 15.16 2.121 0.481 0.22) 0.46 35.2 0.00 1 67 25 15 69 2.078 0.48( 0.22) 0.46 36.2 0.00 1 67.56 16.57 2.011 0.48( 0.22) 0.46 37.7 0.00 1 67.37 18.38 1.890 0.48( 0.22) 0.46 40.3 0.00 1 67.51 17.85 1.923 0.48( 0.22) 0.46 39.6 0.00 1 67.36 18.41 1.888 0.48( 0.22) 0.46 40.3 0.00 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 1 64.98 20.49 1.771 0.48( 0.22) 0.45 42.0 0.00 1 64.75 20.65 1.762 0.48( 0.22) 0.45 42.1 402.01 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 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 Page 20 Date: 11/07/00 File name: FC10AB.P.ES NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE 1 66. OR 10.48 2 647 0.48( 0.22) 0.46 27 4 0 00 2 73.27 14.32 2.195 0.48( 0.22) 0.46 37 4 0 00 3 73.90 15.16 2.121 0.48( 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 5 74.14 16.57 2.011 0.48( 0.22) 0.46 41.8 0 00 6 73.77 17 95 1 923 0 4R( 0.22) 0.46 43 6 0 00 7 73.50 18.38 1.890 0.48( 0.22) 0.46 44.4 0.00 8 73.48 18.41 1.888 0 48( 0.22) 0.46 44.4 0 00 9 73.27 18.66 1.873 0.48( 0.22) 0.46 44 7 0.00 10 72.8R 19.00 1 852 0 48( 0.22) 0.46 45 0 0 00 11 72.46 19.33 1.833 0.48( 0.22) 0.46 45.3 0.00 12 70.67 20.49 1 771 0.48( 0.22) 0.46 46.1 0.00 13 70.41 20.65 1.762 0.48( 0.22) 0.45 46.1 402.01 14 65.16 23.30 1.639 0.48( 0.22) 0.46 46.7 0.00 15 73.68 14.73 2.158 0.48( 0.22) 0.46 38.4 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 74.14 Tc(MIN.) = 16.57 EFFECTIVE AREA(ACRES) = 41.77 AREA -AVERAGED Fm(INCH/HR) = 0.22 APEA-AVERAGED Fp(INCH/HR) = 0.48 AP.EA-AVERAGED Ap = 0 46 TOTAL AREA(ACRES) = 50.22 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210 00 FEET ...................................................................... FLOW PROCESS FROM NODE 90.00 TO NODE 140.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)­­ ---------- ELEVATION LOW)« ELEVATION DATA: UPSTREAM(FEET) 41.10 DOWNSTREAM(FEET) = 40.64 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 39.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.73 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 74.14 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 16 96 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1365.00 FEET ............................................................................ FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 10 _________________________________________________________________________ » >MAIN-STP.EAM MEMORY COPIED ONTO MEMORY BANK R 1 <« ..............*...................... ....... ................... ..,.......... FLOW PROCESS FROM NODE 0.00 TO NODE 100.00 IS CODE = 21 13-15' /-/s ____________________________________________________________________________ - >RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00 ELEVATION DATA: UPSTREAM(FEET) = 56.30 DOWNSTREAM(FEET) = 53.01 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.763 * 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 LAND USE GROUP (ACRES) (INCH/HR.) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE' D 1.50 0.47 0.50 75 9.76 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 21 Date: 11/07/00 File name: FC10AB.P.ES SUBAREA PUNOFF(CFS) = 3 41 TOTAL AREA(ACRES) = 1.50 PEAK FLOW PATE(CFS) = 3.41 +.,............................ .................+............... FLOW PROCESS FROM NODE 100 00 TO NODE 110 00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA« 1 --USING USING COMPUTER. -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « ELEVATION DATA: UPSTREAM(FEET) 46.18 DOWNSTPEAM(FEET) 45.25 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETEP.(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.92 ESTIMATED PIPE DIAMETEP(INCH) = 18 00 14UMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.41 PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 10.57 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 110.00 = 510.00 FEET. ....+...+..........+...................+..........+... FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 ________________________________________________________________ ».>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.57 RAINFALL INTENSITY(INCH/HR) = 2.63 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 41 Page 22 ................+**....................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 110.00 IS CODE = 21 B- Flo __________________________________________________________________________ » -RATIONAL METHOD INITIAL SUBAREA ANALYSIS ­ >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 710.00 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 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.211 SUBAREA Tc AND LOSS PATE 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/ACP.E" D 1.92 0.47 0.50 75 14.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.41 TOTAL AREA(ACRES) = 1.92 PEAK FLOW RATE(CFS) = 3.41 ...........:................................................................ FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 ____________________________________________________________________________ » » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « » -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« - TOTAL NUMBER. OF STREAMS = 2 Date: 11/07/00 File name: FC10AB.RES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATION(MIN.) = 14.15 RAINFALL INTENSITY(INCH/HR) = 2.21 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA-AVEPAGED Ap = 0 50 EFFECTIVE STREAM AREA(ACRES) = 1.92 TOTAL STREAM AREA(ACRES) = 1.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.41 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.41 10.57 2.633 0.47( 0.23) 0.50 1.5 0 00 2 3.41 14.15 2.211 0.47( 0.23) 0.50 1.9 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS " PEAK FLOW RATE TABLE - STP.EAM 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 2 6.22 14.15 2.211 0.47( 0.23) 0.50 3.4 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 6.51 Tc(MIN.) = 10.57 EFFECTIVE AREA(ACRES) = 2.93 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.42 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 110.00 = 710.00 FEET. ««..+..........«...«««.«........................................ FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««- >» USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ______________________=-_---___-----_-_________ __ - ELEVATION DATA: UPSTREAM(FEET) 45.22 DOWNSTREAM(FEET) 44.97 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.53 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.51 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 10 76 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 120.00 = 760.00 FEET. ..................««............................................ FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 _________________ ---------------------------------------------- ­­DESIGNATE _____________________________________________»DESIGNATE IN,EPENDENT STREAM FOR CONFLUENCE-1- TOTAL ONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.76 RAINFALL INTENSITY(INCH/HR) = 2.61 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.93 TOTAL STREAM AREA(ACRES) = 3.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.51 Page 23 Date: 11/07/00 File name: FC10AB.RES Page 24 FLOW PROCESS FROM NODE 0 00 TO NODE 120.00 IS CODE = 21 A -�/ ____________________________________________________________________________ » -RATIONAL METHOD INITIAL SUBAREA ANALYSIS.... -USE TIME -OF -CONCENTRATION NOMOGRAPH FOP. INITIAL SUBAREA<, INITIAL SUBAREA FLOW-LENGTH(FEET) - 360.00 ELEVATION DATA: UPSTPEAM(FEET) = 52 55 DOWNSTREAM(FEET) = 51.22 Tc = K«[(LENGTH" 3.00)/(ELEVATION CHANGE)]'«0.20 Tc SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12 973 (MIN.) . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.329 SUBAREA Tc AND LOSS PATE DATA(AMC II): 12.20 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MID] 1 RESIDENTIAL "S-7 DWELLINGS/ACP.E" D 0.55 0.47 0.50 75 12.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HP) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 1.04 .........«.««««.....«««...............«...«..................... FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 ---------------------------------------------------------------- ... »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« - TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATION(MIN.) = 12.97 RAINFALL INTENSITY (INCH/HR) = 2.33 AREA-AVEPAGED Fm(INCH/HP.) = 0.23 AP.EA-AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.55 TOTAL STREAM AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.04 «««.«««..««....«..«.........«..«...................................«...... FLOW PROCESS FROM NODE 0.00 TO NODE 120.00 IS CODE = 21 Apfd __________________________________________________________________________ » - ATIONAL METHOD INITIAL SUBAREA ANALYSIS« --- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 55.40 DOWNSTREAM(FEET) = 51.28 TC = K'((LENGTH" 3.00)/(ELEVATION CHANGE)] " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.200 « 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.417 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" D 0.87 0.47 0.50 75 12.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.71 TOTAL AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) = 1.71 ............««««.........«...............................................««. FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 ____________________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -1- - ­AND AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- Date: 11/07/00 File name: FC10AB.RES TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTPATION(MIN.) = 12.20 RAINFALL INTENSITY(INCH/HP.) = 2.42 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.87 TOTAL STREAM AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.71 "« CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE 1 6.51 10.76 2.606 0.47( 0.23) 0.50 2.9 0.00 1 6.22 14.34 2.194 0.47( 0.23) 0.50 3.4 0 00 2 1.04 12.97 2.329 0 47( 0.23) 0.50 0.6 0.00 3 1.71 12.20 2.417 0.47( 0.23) 0.50 0.9 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HP.) (ACRES) NODE 1 9.12 10.76 2.606 0.47( 0.23) 0.50 4.2 0.00 2 9.01 12.97 2.329 0.47( 0.23) 0.50 4.7 0.00 3 8.73 14.34 2.194 0.47( 0.23) 0.50 4.8 0.00 4 9.12 12.20 2.417 0.47( 0.23) 0.50 4.5 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.12 Tc(MIN.) = 10.76 EFFECTIVE AREA(ACRES) = 4.16 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.84 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 120.00 = 760.00 FEET. ................................................................ FLOW PROCESS FROM NODE 120.00 TO NODE 140.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA -- --USING USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « ELEVATION DATA: UPSTREAM(FEET) 44.94 DOWNSTREAM(FEET) 42.88 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.98 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.12 PIPE TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 12.13 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 M 1 WITH THE MAIN -STREAM MEMORY-- " MAIN STREAM CONFLUENCE DATA "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.12 12.13 2.425 0.47( 0.23) 0.50 4.2 0.00 2 9.12 13.57 2.267 0.47( 0.23) 0.50 4.5 0.00 Page 25 Date: 11!07/00 File name FC10AB.RES 3 9.01 14.35 2.192 0.47( 0.23) 0.50 4.7 0.00 4 8.73 15 72 2.076 0.47( 0.23) 0.50 4.8 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140 00 = 1170.00 FEET. .. IIE140P.Y BANK A 1 CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER UUMBEP. (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 66 08 10.87 2.590 0.48( 0.22) 0.46 27 4 0.00 2 73 27 14.70 2 160 0.48( 0.22) 0.46 37.4 0.00 3 73.68 15.11 2.125 0.48( 0.22) 0.46 38.4 0.00 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 6 74.14 16.96 1.983 0.48( 0.22) 0.46 41.8 0.00 7 73.77 18 23 1.899 0.48( 0.22) 0.46 43.6 0.00 8 73.50 18.77 1.866 0.48( 0.22) 0.46 44.4 0.00 9 73.48 18.80 1.864 0 48( 0.22) 0.46 44 4 0.00 10 73.27 19.04 1.850 0 48( 0.22) 0.46 44.7 0.00 11 72.88 19.39 1.830 0.48( 0.22) 0.46 45.0 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 14 70.41 21.04 1.743 0.48( 0.22) 0.45 46.1 402.01 15 65.16 23.69 1.623 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 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 77.55 12.13 2.425 0.47( 0.22) 0.47 34.8 0.00 2 80.26 13.57 2.267 0.47( 0.22) 0.47 39.0 0.00 3 81.61 14.35 2.192 0.47( 0.22) 0.47 41.1 0.00 4 R2.69 15.72 2.076 0.48( 0 22) 0.47 44.4 0.00 5 74.86 10.R7 2.590 0.47( 0.22) 0.47 31.1 0.00 6 82.20 14.70 2.160 0.47( 0.22) 0.47 42.1 0.00 7 82.53 15.11 2.125 0.48( 0.22) 0.47 43.1 0.00 8 82.67 15.54 2.090 0.48( 0.22) 0.47 44.0 0.00 9 82 6R 16.07 2.048 0.48( 0.22) 0.47 45.1 0.00 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 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 15 80.44 19.39 1.830 0.48( 0.22) 0.46 49.9 0.00 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 18 77.56 21.04 1.743 0.48( 0 22) 0.46 51.0 402.01 19 71.74 23.69 1.623 0.48( 0.22) 0.46 51.5 0.00 TOTAL AREA(ACRES) = 55.06 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 82.69 Tc(MIN.) = 15.718 EFFECTIVE AREA(ACRES) = 44.40 AREA -AVERAGED Fm(INCH/HP.) = 0.22 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 = 12 ---------------------------------------------------------------------------- > -CLEAR MEMORY BANK 4 1 «« ............................................................ FLOW PROCESS FROM NODE ____________________________________________________________________________ 140.00 TO NODE 150.00 u.............. IS CODE = 31 Page 26 Date 11/07/00 File name FC10AB.P.ES --COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA<oc« »»,USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOP!)«.« ELEVATION DATA: UPSTREAM(FEET) = 40.62 DOWNSTP.EAM(FEET) 40 42 FLOW LENGTHIFEET) = 70 00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.RR ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUM13FP OF PIPES = 1 PIPE -FLOW (CPS) = 82.69 PIPE TRAVEL TIME(MIN ) = 0.17 TO MIN.) = 15.99 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 150.00 = 1240.00 FEET. ............w................w.w............................w... FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ________________________________________________________________ - ,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.89 RAINFALL INTENSITY(INCH/HR) = 2.06 AREA -AVERAGED Fm(INCH/HP.) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREAfACP.ES) = 44.40 TOTAL STREAM AREA(ACRES) = 55.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 82.69 Page 27 •RFLOW *PROCESS w FROM +NODE 0.00•TO; NODE•*�� 150. 00 • ISCODE = 'L1" 13_'Z� • Z ____________________________________________________________________________ » ,RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE NALYSIS«-»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) _ 480.00 ELEVATION DATA: UPSTREAM(FEET) = 51.20 DOWNSTREAM(FEET) = 50 02 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGER - 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN ) = 15.287 10 YEAR RAINFALL INTENSITY (INCH/ HR) = 2.111 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE' D 0.59 0.47 0 50 75 15.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.59 PEAK FLOW RATE(CFS) = 1.00 ..................................... w...._......... w............ FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ________________________________________________________________ » »,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 15.29 RAINFALL INTENSITY(INCH/HR) = 2.11 AREA -AVERAGED Fm(INCH/HR) = 0 24 AREA -AVERAGED Fp(INCH/HR) = 0.47 ARFA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.59 TOTAL STREAM AREA(ACRES) = 0.59 Date: 11/07/00 File name- FC10AB.RES PEAK FLOW RATE(CFS) AT CONFLUENCE = 1 00 Page 28 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 150.00 IS CODE = 21 6- 2o , / >>,RATIONAL METHOD INITIAL SUBAREA ANALYSIS- - ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOP INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 4R0.00 ELEVATION DATA- UPSTREAM(FEET) = 51 20 DOWNSTREAM(FEET) = 50.02 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.287 * 10 YEAR. RAINFALL INTENSITY(INCH/HP.) = 2.111 SUBAREA Tc AND LOSS RATE DATA(AMC II). DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN ) RESIDENTIAL "5-7 DWELLINGS%ACP.E" D 0.63 0.47 0.50 75 15.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HP.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 1 06 ............. ..................... .......w.... .... .............. FLOW PROCESS FROM NODE 150 00 TO NODE 150.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < --AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTPATION(MIN.) = 15.29 RAINFALL INTENSITY(INCH/HR) = 2.11 AREA -AVERAGED Fm(INCH/HR) = 0.23 APEA-AVEP.AGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.63 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.06 * CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 77.55 12.30 2.405 0.47( 0.22) 0.47 34.8 0.00 1 80.26 13.74 2.250 0.47( 0.22) 0.47 39.0 0.00 1 81 61 14.52 2.177 0.47( 0.22) 0.47 41.1 0.00 1 82.69 15.89 2.062 0.48( 0.22) 0.47 44.4 0.00 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 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 1 82.42 17.13 1.971 0.48( 0.22) 0.47 46.6 0.00 1 81.66 18.40 1.889 0.48( 0.22) 0.46 48.5 0.00 1 81.23 18.94 1.856 0.48( 0.22) 0.46 49.2 0.00 1 81.21 18.97 1.854 0.48( 0.22) 0.46 49.2 0.00 1 80.92 19.21 1.840 0.48( 0.22) 0.46 49.5 0.00 1 80.44 19.56 1.821 0.48( 0.22) 0.46 49.9 0.00 1 79.94 19.88 1.803 0.48( 0.22) 0.46 50.2 0 00 1 77.86 21.04 1.742 0.48( 0.22) 0.46 50.9 0.00 1 77.56 21.21 1.734 0 48( 0.22) 0.46 51.0 402.01 1 71.74 23.86 1.616 0.48( 0.22) 0.46 51.5 0.00 2 1.00 15.29 2.111 0.47( 0.24) 0.50 0.6 0.00 Date: 11/07/00 File name: FC10AB.P.ES 3 1.06 15.29 SUBAREA ANALYSIS USED 2.111 0.47( 0.23) • 10 YEAR RAINFALL 0.50 0 6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Ap SCS Tc LAND USE CONFLUENCE FORMULA USED FOR 3 STREAMS. RESIDENTIAL "5-7 DWELLINGS/ACRE" •• PEAK FLOW PATE TABLE LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) STREAM Q Tc 0.35 PEAK FLOW PATE(CFS) Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP) (INCH/HP.) (ACPES) NODE 1 76.71 11.04 2.565 0 47( 0.22) 0.47 32 0 0.00 2 79.47 12.30 2 405 0.471 0.22) 0.47 35.8 0.00 3 82.25 13.74 2.250 0.47( 0.22) 0.47 40 1 0.00 4 83.63 14.52 2.177 0 47( 0.22) 0.47 42.3 0.00 5 84.24 14.87 2 146 0.47( 0.22) 0.47 43.3 0.00 6 84.59 15.28 2.111 0.47( 0.22) 0.47 44.3 0.00 7 84.59 15.29 2.111 0.47( 0.22) 0.47 44.3 0.00 8 84.69 15.71 2.076 0.47( 0.22) 0.47 45.3 0.00 9 84.70 15.89 2.062 0.47( 0.22) 0.47 45.6 0.00 10 84.66 16.24 2.035 0.47( 0.22) 0.47 46 3 0.00 11 84.33 17.13 1.971 0 48( 0.22) 0.47 47.8 0.00 12 83.48 18.40 1.889 0.48( 0.22) 0.46 49 7 0.00 13 83.01 18.94 1.856 0.48( 0.22) 0.46 50.4 0.00 14 82.98 18.97 1.854 0.481 0.22) 0.46 50.4 0.00 15 82.69 19.21 1.840 0.48( 0.22) 0.46 50 7 0.00 16 82.18 19.56 1.821 0.48( 0.22) 0.46 51.1 0.00 17 81.66 19.88 1.803 0.48( 0 22) 0.46 51.4 0.00 IR 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 21 84.59 15.29 2.111 0.47( 0.22) 0.47 44.3 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 84.70 Tc(MIN.) = 15.89 EFFECTIVE AREA(ACRES) = 45.62 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 56.28 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 150.00 = 1240 00 FEET. .................. FLOW PROCESS ".... FROM NODE ..... ....... 150.00 ..... ... TO NODE ... .................. 160.00 IS CODE = ....... 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- - - -USING -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « - ________ ELEVATION DATA: UPSTREAM(FEET) 40.40 DOWNSTREAM(FEET) 39.22 FLOW LENGTH(FEET) = 390.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.07 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 84.70 PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 16.81 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 160.00 = 1630.00 FEET. «......«........................................................ FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 ________________________________________________________________ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.81 RAINFALL INTENSITY(INCH/HP) = 1.99 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.47 Page 29 Date: 11/07/00 File name: FC10AB.RES Page 30 EFFECTIVE STREAM AREA(ACRES) = 45.62 TOTAL STREAM AREA(ACRES) = 56.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 84.70 ....«,..,«...,«,,.,..,«««..«..............".«............................... FLOW PROCESS FROM NODE 0.00 TO NODE 160.00 IS CODE = 21 R-21.1 ---------------------------------------------------------------------------- .>. »RATIONAL METHnD INITIAL SUBAREA ANALYSIS-- ­USE NALYSIS«-»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAP.EA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 50.46 DOWNSTREAM(FEET) = 50.02 Tc = K•((LEN(3TH'" 3.00)/(ELEVATION CHANGE)]' -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.012 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.570 SUBAPEA Tc AND LOSS PATE 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" D 0.35 0.47 0.50 75 11.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.35 PEAK FLOW PATE(CFS) = 0.74 .................................... .............__ ......... FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 ________________________________________________________________ » »DESIGNATE INDEPENDENT STREAM FOP. CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.01 RAINFALL INTENSITY(INCH/HR) = 2.57 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AP.EA-AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.35 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.74 ....................................................................... I.... FLOW PROCESS FROM NODE 0.00 TO NODE 160.00 IS CODE = 21 g- Z, 2. ____________________________________________________________________________ » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA,, INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 50.46 DOWNSTREAM(FEET) = 50.02 Tc = K•[(LENGTH"" 3.00)/(ELEVATION CHANGE)]'•0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.890 . 10 YEAR RAINFALL INTENSITY (INCH/ HR) = 2.338 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/ACP.E" D 0.46 0.47 0.50 75 12.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.46 PEAK FLOW PATE(CFS) = 0.87 Date: 11/07/00 File name: FC10AB.RES ................................................................ FLOW PROCESS FROM NODE 160.00 TO NODE 160 00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ­-AND ONFLUENCE««-» 'AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-1- TOTAL ALUES«<-<TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 APE: TIME OF CONCENTPATION(MIN.) = 12.89 RAINFALL INTENSITY(INCH/HR) = 2.34 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.46 TOTAL STREAM AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0 87 " CONFLUENCE DATA " 0.00 16 84.13 19.P9 1.802 0 48( 0.22) 0.46 51.3 0.00 17 83.82 20.13 1.789 0.48( 0.22) 0 46 51.5 0 00 18 83.30 20.48 1.771 0.48( 0.22) 0 46 51.9 STREAM Q Tc 20 80.58 21.97 1.698 0.48( 0.22) 0.46 52.9 Intensity Fp(Fm) 402.01 Ap Ae HEADWATER. NUMBER (CFS) (MIN.) PEAK FLOW RATE(CFS) = 85.98 Tc(MIN.) = 16.63 (INCH/HP.) (INCH/HP.) (ACRES) NODE 1 76.71 11.97 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 160 00 = 1630.00 2.444 0.47( 0.22) 31 0 47 32.0 0.00 1 79.47 13.22 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0 013 2.303 0.47( 0.22) 0 47 35.8 0.00 1 82.25 14.66 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 17 58 2.164 0 47( 0.22) FEET. 0.47 40.1 0.00 1 83.63 15.44 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 2.098 0.47( 0.22) 0.47 42.3 0.00 1 84.24 15.79 AREA -AVERAGED Ap = 0.47 2.070 0.47( 0.22) 0.47 43.3 0.00 1 84.59 16.20 ---------------------------------------------------------------------------- --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-« « 2.038 0.47( 0.22) 0.47 44.3 0.00 1 84.59 16.21 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.064 2.038 0.47( 0.22) 0.47 44.3 0.00 1 84.69 16.63 RESIDENTIAL 2.007 0.47( 0.22) 0.47 45.3 0.00 1 84 70 16.81 1.994 0.47( 0.22) 0.47 45.6 0.00 1 84.66 17.16 1.969 0.47( 0.22) 0.47 46.3 0.00 1 84.33 18.05 1.911 0.48( 0.22) 0.47 47.8 0.00 1 83.48 19.32 1.834 0.48( 0.22) 0.46 49.7 0.00 1 83.01 1986. 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 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 1 81.66 20.81 1.754 0.48( 0.22) 0.46 51.4 0.00 1 79.52 21.97 1.698 0.48( 0.22) 0.46 52.1 0.00 1 79.20 22.13 1.690 0.48( 0.22) 0.46 52.2 402.01 1 73.26 24.82 1.578 0.48( 0.22) 0.46 52.8 0.00 1 84.59 16.21 2.038 0.47( 0.22) 0.47 44.3 0 00 2 0.74 11.01 2.570 0.47( 0.23) 0.50 0.3 0 00 3 0.87 12.89 2.338 0.47( 0.23) 0.50 0.5 0 00 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. .. PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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 3 80.98 13.22 2.303 0.47( 0.22) 0.47 36.6 0.00 4 83.66 14.66 2.164 0.47( 0.22) 0.47 40.9 0.00 5 84.99 15.44 2.098 0.47( 0.22) 0.47 43.1 0.00 6 85.58 15.79 2.070 0.47( 0.22) 0.47 44 1 0.00 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 9 85.90 16.21 2.038 0.47( 0.22) 0.47 45.2 0.00 10 85.98 16.63 2.007 0.47( 0.22) 0.47 46.1 0.00 11 85.98 16.81 1.994 0.47( 0.22) 0.47 46 4 0.00 12 85.92 17.16 1.969 0.47( 0.22) 0.47 47 1 0.00 13 85.55 18.05 1.911 0.48( 0.22) 0.47 48.6 0.00 14 84.64 19.32 1.834 0.48( 0.22) 0.47 50.5 0.00 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 16 84.13 19.P9 1.802 0 48( 0.22) 0.46 51.3 0.00 17 83.82 20.13 1.789 0.48( 0.22) 0 46 51.5 0 00 18 83.30 20.48 1.771 0.48( 0.22) 0 46 51.9 0.00 19 82.76 20.81 1.754 0.48( 0.22) 0 46 52.2 0.00 20 80.58 21.97 1.698 0.48( 0.22) 0.46 52.9 0.00 21 80.26 22.13 1.690 0.48( 0.22) 0.45 53.0 402.01 22 74.24 24.82 1.578 0.48( 0.22) 0 46 53.6 0.00 23 80.27 12.89 2.338 0.47( 0.22) 0.47 35.6 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 85.98 Tc(MIN.) = 16.63 EFFECTIVE AREA(ACRES) = 46.07 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.47 AP.EA-AVERAGED Ap = 0.47 TOTAL AP.EA(ACR.ES) = 57.09 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 160 00 = 1630.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 160.00 TO NODE 190.00 IS CODE = 31 ____________________________________________________________________________ - -COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA«-« » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ...<< _ _ ELEVATION DATA: UPSTREAM(FEET) 39.21 DOWNSTREAM(FEET) 38.03 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0 013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC ) = 6 99 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 85.98 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 17 58 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 190.00 = 2030.00 FEET. ..................................................... I...................... FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ____________________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOP. CONFLUENCE««- __________________________________________ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 17.58 RAINFALL IMTENSITY(INCH/HP.) = 1.94 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 46.07 TOTAL STREAM AREA(ACRES) = 57.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 85.98 •* ............... ' * « '*'*w^ • '•" . R , ^ ......... FLOWPROCESSFROMNODE0..00 TO NODE 190.00ISCODE=21'6-'Z57 ---------------------------------------------------------------------------- --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA,< INITIAL SUBAREA FLOW-LENGTH(FEET) = 340.00 ELEVATION DATA: UPSTREAM(FEET) = 51.39 DOWNSTREAM(FEET) = 50.02 Tc = K"[(LENGTH"" 3.00)/(ELEVATION CHANGE)]""0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.064 " 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.433 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.) 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W u In w vl F W n n u F U F a a a W F a u ❑ Date: 11/07/00 File name: FC10AB.RES .....«..«................................«...................... FLOW PROCESS FROM NODE 190.00 TO NODE 185.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA.. «< --USING COMPUTER. -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « ____________________________ _ ELEJVATION DATA: UPSTREAM(FEET)_38.01 DOWNSTREAM(FEET) = 37.78 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.13 ESTIMATED PIPE DIAMETER(INCH) = 51 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 87.26 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 17.76 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 185.00 = 2105.00 FEET .«...«.......................«.......................«...................... FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 10 ____________________________________________________________________________ »» MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK M 1 ««< Page 35 ........... ' e+•.;• FLOW PROCESS PROCESSFROMNODE0.«• ••«� .* 00TONODE17000' IS CODE=•+e• 21je- 22 . / ____________________________________________________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« - »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< _________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00 ELEVATION DATA: UPSTREAM(FEET) = 59.20 DOWNSTREAM(FEET) = 52.10 Tc = K"[(LENGTH«" 3.00)/ (ELEVATION CHANGE)] -0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 14.830 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.149 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/ACP.E" D 4.20 0.47 0.50 75 14.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 7 24 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 7.24 '•e•M NODE17000TONOD •.i' .• ` E 180 0 '•«.£ IS CODE = 61 «•«. FLOWPROCESSFROM a - 2 2 . Z __________________________________________________________________________ _ »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«< »»>(STANDARD CURB SECTION USED) ««1 UPSTREAM ELEVATION(FEET) = 52.10 DOWNSTREAM ELEVATION(FEET) = 49.75 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 6 0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBP.EAK(FEET) = 15.00 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 -TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Date: 11/07/00 File name: FC10AB RES STREET FLOW DEPTH(FEET) = 0.50 HALFSTP.EET FLOOD WIDTH(FEET) = 18.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.16 PRODUCT OF DEPTH&VELOCITY(FT-FT/SEC.) = 1.07 STPEET FLOW TRAVEL TIME(MIN.) = 4.08 Tc(MIN.) = 18.91 Ap SCS Tc . 10 YEAR RAINFALL INTENSITY(INCH/HP.) = 1.858 (DECIMAL) CN (MIN.) SUBAREA LOSS RATE DATA(AMC II)* DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDEI4TIAL "5-7 DWELLINGS/ACP.E" D 0.52 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 2.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 0.76 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) = 7.24 NOTE: PEAK FLOW PATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTP.EET FLOOD WIDTH(FEET) = 18.10 FLOW VELOCITY(FEET/SEC.) = 2.13 DEPTH-VELOCITY(FT«FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1360.00 FEET. ...«.....««.««.................................................. FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 ---------------------------------------------------------------- » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER. OF STP.EAI4S = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 18 91 RAINFALL INTENSITY(INCH/HR) = 1.86 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.72 TOTAL STREAM AREA(ACRES) = 4.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.24 Page 36 ..............................«............................................. FLOW PROCESS FROM NODE 0.00 TO NODE 170.00 IS CODE = 21 B- 2 3 ____________________________________________________________________________ » »>PATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- ----------- == ------ UBAREA«___________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) = 52.10 Tc = K'[(LENGTH" 3.00)/(ELEVATION CHANGE)]'«0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.564 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.374 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" D 1.17 0.47 0.50 75 12.56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 1.17 PEAK FLOW RATE(CFS) = 2.25 ....................««.«...«................. «.............................. FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 61 9-2 3. Z Date: 11/07/00 File name: FC10AB.RES _____________________________________________________ »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- «< TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTP.ATION(MIN ) = 15.60 RAINFALL INTENSITY(INCH/HR) = 2.08 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.97 TOTAL STREAM AP.EA(ACRES) = 5.15 PEAK FLOW PATE(CFS) AT CONFLUENCE = 8.99 ....««.............«..«..«............««.................................. FLOW PROCESS FROM NODE 0.00 TO NODE 320.00 IS CODE = 21 4 � /3 --RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 640.00 ELEVATION DATA: UPSTREAM(FEET) = 54.80 DOWNSTREAM(FEET) = 49.18 Tc = K -((LENGTH"' 3.00)/(ELEVATION CHANGE)] " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.296 . 10 YEAR RAINFALL IMTENSITY(INCH/HR) = 2.295 SUBAREA Tc AND LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HF.) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACP.E" D 2.73 0.47 0.50 75 13.30 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.06 TOTAL AREA(ACRES) = 2.73 PEAK FLOW RATE(CFS) = 5.06 ......«..................«..........................«........... FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 ________________________________________________________________ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« c TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.30 RAINFALL INTENSITY(INCH/HR) = 2.29 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.73 TOTAL STREAM AREA(ACRES) = 2.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.06 .........«.................................................................. FLOW PROCESS FROM NODE 0.00 TO NODE 320.00 IS CODE = 21 A - / N ---------------------------------------------------------------------------- --RATIONAL METHOD INITIAL SUBAREA ANALYSIS« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ­ INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 53.00 DOWNSTREAM(FEET) = 49.19 Tc = K"[(LENGTH" 3.00)/(ELEVATION CHANGE) ]««0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.825 « 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.242 Page 57 Date: 11/07/00 File name: FC10AB.RES SUBAREA Tc AND LOSS PATE 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/ACP.E" D 2.46 0.47 0.50 75 13 82 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.44 TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) = 4.44 ................«.....««.......«................................ FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 --DESIGNATE INDEPENDENT STP.EA11 FOR CONFLUENCE -11 --AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES­­ ---------------- ALUES«« TOTAL NUMBER, OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.82 RAINFALL INTENSITY(INCH/HP) = 2 24 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.46 TOTAL STREAM AP.EA(ACP.ES) = 2.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.44 " CONFLUENCE DATA - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.88 16 64 2.006 0.47( 0.23) 0 50 5.2 0.00 1 8 99 15.60 2.085 0.47( 0.23) 0.50 5.0 0.00 2 5.06 13.30 2.295 0.47( 0.23) 0.50 2.7 0.00 3 4.44 13.82 2.242 0.47( 0.23) 0.50 2.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. . PEAK FLOW PATE TABLE - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.98 13.30 2.295 0.47( 0.23) 0.50 9.3 0.00 2 17.63 15.60 2.085 0.47( 0.23) 0.50 10.2 0.00 3 17.15 16.64 2006. 0 47( 0.23) 0.50 10.3 0.00 4 18.03 13.82 2.242 0.47( 0.23) 0.50 9.6 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.03 Tc(MIN.) = 13.82 EFFECTIVE AREA(ACRES) = 9.59 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 10.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 320.00 = 1180.00 FEET. FLOW PROCESS FROM NODE 320.00 TO NODE 330.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA -- --USING USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « - ______________ ELEVATION DATA: UPSTREAM(FEET) 42.66 DOWNSTREAM(FEET) 41.50 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.74 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 Page 58 Date: 11/07/00 File name: FC10AB.RES Page 59 PIPE-FLOW(CFS) = 18.03 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 14.21 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET. ...++++.+..++.++.................+..+...+.«.+...........................«..« FLOW PROCESS FROM NODE 330 00 TO NODE 330.00 IS CODE = 11 ___________._______________________________________________________________-_ » » CONFLUENCE MEMORY BANK R 3 WITH THE MAIN -STREAM MEMORY «« . .. MAIN STREAM CONFLUENCE DATA .. ­USETIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA" -------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 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 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 4 17.15 17.03 1.978 0.47( 0.23) 0.50 10.3 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET .. MEMORY BANK M 3 CONFLUENCE DATA - 2 055 0 47( 0.23) STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER, NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.85 14.96 2.138 0.47( 0.23) 0.50 10.3 0.00 2 20.95 15.18 2.120 0.47( 0.23) 0.50 10.5 0.00 3 20.95 15.20 2.118 0.47( 0.23) 0.50 10.5 0.00 4 20 94 15.25 2.114 0.47( 0.23) 0.50 10.5 0.00 5 20 94 15.25 2.114 0.47( 0.23) 0.50 10.5 0.00 6 20.15 16.60 2.009 0.47( 0.23) 0.50 10.8 0.00 7 19.31 17.81 1.925 0.47( 0.24) 0.50 11.0 0 00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 0.00 FEET - PEAK FLOW RATE TABLE - 16.60 2.009 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 2 38.53 14.21 2.205 0.47( 0.23) 0.50 19.4 0.00 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 5 38.71 14.96 2.138 0.47( 0.24) 0.50 20.1 0.00 6 38.76 15.18 2.120 0.47( 0.23) 0.50 20.4 0.00 7 38.76 15.20 2.118 0.47( 0.23) 0.50 20.4 0.00 8 38.74 15.25 2.114 0.47( 0.23) 0.50 20.4 0.00 9 38.74 15.25 2.114 0.47( 0.23) 0.50 20.4 0 00 10 37.50 16.60 2.009 0.47( 0.23) 0.50 21.1 0.00 11 35.94 17.81 1.925 0.47( 0.24) 0.50 21.3 0.00 TOTAL AREA(ACRES) = 21.31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.76 Tc(MIN.) = 15.180 EFFECTIVE AREA(ACRES) = 20.37 AREA -AVERAGED Fm(INCHiHR) = 0 23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 21.31 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET. .............................+...............................+.............. FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 12 ____________________________________________________________________________ »» CLEAR MEMORY BANK A 3 «« ........................................................................+... FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 ____________________________________________________________________________ >» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « Date: 11/07/00 File name: FC10AB.RES TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 15.18 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 20 37 TOTAL STREAM AREA(ACRES) = 21.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.76 .......«......«........«««+««+«++«.«.«..+««. «........+........+........... FLOW PROCESS FROM NODE 0.00 TO NODE 330.00 IS CODE = 21 A - 7 --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- NALYSIS«-»USE ­USETIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA" -------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 53.80 DOWNSTREAM(FEET) = 49.83 Tc = K -[(LENGTH`« 3.00)/(ELEVATION CHANGE)]'+0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.518 Tc 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.177 Fp(Fm) SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL (MIN.) "5-7 DWELLINGS/ACRE" D 2.14 0.47 0.50 75 14.52 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 NODE SUBAPEA RUNOFF(CFS) = 3.74 38.23 TOTAL AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) = 3.74 13 .............«.............+......«........................««..+++«.«.+....« FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 2.256 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ­-AND ONFLUENCE«»-AND COMPUTE VARIOUS CONFLUENCED STREA4 VALUES« - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTR.ATION(MIN.) = 14.52 RAINFALL INTENSITY(INCH/HR) = 2.18 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.14 TOTAL STREAM AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.74 - CONFLUENCE DATA 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 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 1 37.01 17.03 1.978 0.47( 0.23) 0.50 21.2 0.00 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( 0.23) 0.50 20.4 0.00 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 1 37.50 16.60 2.009 0.47( 0.23) 0.50 21.1 0.00 Page 60 Date: 11/07/00 File name: FC10AB.P.ES _____________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) _ 280.00 1 35.94 17.81 1 925 0.47( 0.24) 0.50 21 3 0 00 2 3.74 14.52 2.177 0.47( 0.23) 0.50 2 1 0 00 RAINFALL INTEN¢-'Y AND TIME OF CONCENTRATION RATIO (INCH/HR) "5-7 DWELLINGS/ACP.£" D 0 69 0.47 0.50 75 CONFLUENCE FORMI-A USED FOR 2 STREAMS. 1 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 14.22 SUBAREA RUNOFF(CFS) = 1.61 - PEAK FLOW RATE TABLE - 0.23) .....«:...............«...««««««..«.««.«.«..«..........«.«..««.............. FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 20 8 0.00 STP.EAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 41.90 13.68 2.256 0.47( 0.23) 0.50 20 8 0 00 2 42.24 14.21 2 205 0.47( 0.23) 0.50 21.5 0.00 3 42.38 14.96 2.138 0.47( 0.24) 0.50 22 3 0.00 4 42.39 15.18 2.120 0.47( 0.23) 0.50 22.5 0.00 5 42.39 15.20 2.118 0.47( 0.23) 0.50 22.5 0.00 6 42.36 15.25 2.114 0.47( 0.23) 0.50 22.6 0.00 7 42.36 15.25 2 114 0.47( 0.23) 0.50 22.6 0.00 8 41.65 15.99 2.055 0.47( 0.23) 0.50 23.0 0.00 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 12 42.34 14.52 2.177 0.47( 0.24) 0.50 21.8 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1.942 0.471 PEAK FLOW PATE(CFS) = 42.39 Tc(MIN.) = 15.18 1 39.20 EFFECTIVE AREA(ACRES) = 22.51 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 42.34 TOTAL AREA(ACRES) = 23.45 2.130 0.47( 0.24) 0.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335 00 FEET. ..........................................................«..... FLOW PROCESS FROM NODE 330.00 TO NODE 335.00 IS CODE = 31 --COMPUTE COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- ­­USING UBAREA« -»> USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) _ 40.70 DOWNSTREAM(FEET) = 39 91 FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.54 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.39 PIPE TRAVEL TIME(MIN.) = 0 54 Tc(MIN.) = 15.72 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 335.00 = 1545 00 FEET. .««.....«....................................................... FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 ---------------------------------------------------------------- »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.72 RAINFALL INTENSITY(INCH/HR) = 2.08 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 22.51 TOTAL STREAM AREA(ACRES) = 23.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.39 Page 61 `FLOW PROCESSFROMNODE0.00 TONODE 33500IS CODE = 21 ................................................... •••*e}*«•*•*�.`**«•'« A -16. / ____________________________________________________________________________ »-RATIONAL METHOD INITIAL SUBAREA ANALYSIS--«< Date 11/07/00 File name: FC10AS.P.ES -USE TITRE-OF-CONCENTPATION NOMOGRAPH FOR INITIAL SUBAREA« " _____________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) _ 280.00 ELEVATION DATA: UPSTREAM(FEET) = 52.20 DOWNSTREAM(FEET) = 49.54 Tc = K«[(LENGTH.. 3 00)/(ELEVATION CHANGE)]'«0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.403 Q « 10 YEAR RAINFALL INTENSITY(INCH/HP) = 2.825 Intensity SUBAREA Tc AND LOSS PATE DATA(AMC II): Ap DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL (INCH/HR) "5-7 DWELLINGS/ACP.£" D 0 69 0.47 0.50 75 9.40 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 1 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 14.22 SUBAREA RUNOFF(CFS) = 1.61 2.205 TOTAL AREA(ACRES) = 0.69 PEAK FLOW PATE(CFS) = 1 61 0.23) .....«:...............«...««««««..«.««.«.«..«..........«.«..««.............. FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 20 8 --DESIGNATE 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 CONCENTPATION(MIN.) = 9.40 RAINFALL INTENSITY(INCH/HR) = 2.83 AREA -AVERAGED Fm1INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.69 TOTAL STREAM AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.61 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 41.90 14.22 2.205 0.47( 0.23) 0.50 20 8 0.00 1 42.24 14.74 2.157 0.47( 0.23) 0.50 21.5 0.00 1 42.38 15.50 2.093 0.47( 0.24) 0.50 22.3 0.00 1 42.39 15.72 2.076 0.47( 0.23) 0.50 22.5 0.00 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 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 1 40.37 17.57 1.942 0.471 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 1 42.34 15.05 2.130 0.47( 0.24) 0.50 21.8 0.00 2 1.61 9.40 2.825 0.47( 0.23) 0.50 0.7 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .« PEAK FLOW RATE TABLE «. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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 3 43.52 15.05 2.130 0.47( 0.24) 0.50 22.5 0.00 4 43.53 15.50 2.093 0.47( 0.24) 0.50 23.0 0.00 5 43.54 15.72 2.076 0.47( 0.23) 0.50 23.2 0.00 6 43.53 15.73 2.075 0.47( 0.23) 0.50 23.2 0.00 Page 62 Date: 11/07/00 File name: FC10AB.P.ES 7 43 50 15.78 2.071 0 47( 0.231 0.50 23.3 0.00 8 43 50 15.78 2.071 0.47( 0.23) 0.50 23 3 0.00 9 42 75 16.52 2.014 0 4 1 ( 0.23) 0.50 23.7 0.00 10 42.00 17 13 1.971 0.47( 0.23) 0.50 23 9 0.00 11 41.43 17 57 1 942 0.47( 0.23) 0.50 24 0 0 00 12 40 23 18.36 1.891 0.47( 0.24) 0.50 24 1 0 00 13 38.05 9.40 2.825 0.47( 0.23) 0.50 14 4 0 00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.54 Tc(MIN.) = 15.72 EFFECTIVE AREA(ACRES) = 23.20 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fr' NCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 TOTAL AREA(ACRES) = 24.14 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 335.00 = 1545.00 FEET. ...........................................««................... FLOW PROCESS FROM NODE 335.00 TO NODE 340 00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA­­ ­-USING UBAREA««> -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« « ELEVATION DATA: UPSTREAM(FEET) = 39.89 DOWNSTREAM(FEET) 39 75 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0 013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.74 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.54 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 15 80 LONGEST FLOWPAT14 FROM NODE 0.00 TO NODE 340.00 = 15RO.00 FEET. .....................««..........................................««......... FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 11 ____________________________________________________________________________ » >CONFLUENCE MEMORY BANK M 2 WITH THE MAIN-STP.EAM MEMORY« «< •" MAIN STREAM CONFLUENCE DATA "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. 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 2 43.12 14.30 2.197 0.47( 0.23) 0.50 21.4 0.00 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 5 43.53 15.59 2.086 0.47( 0.24) 0.50 23.0 0.00 6 43.54 15 80 2.069 0.47( 0.23) 0.50 23.2 0.00 7 43.53 15.82 2.068 0.47( 0.23) 0.50 23.2 0 00 8 43.50 15.87 2.064 0.47( 0.23) 0.50 23.3 0.00 9 43.50 15.87 2.064 0.47( 0.23) 0.50 23.3 0.00 10 42.75 16.61 2.008 0.47( 0.23) 0.50 23.7 0.00 11 42.00 17 22 1.965 0.47( 0.23) 0.50 23.9 0.00 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. " MEMORY BANK N 2 CONFLUENCE DATA "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER, NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 26.70 14.91 2.143 0.47( 0.24) 0.50 14.5 0.00 2 26.71 14.97 2.137 0.47( 0.24) 0.50 14.5 0.00 3 26.63 17.16 1.969 0.47( 0.24) 0.50 15.9 0.00 4 26.20 18.52 1.881 0.47( 0.23) 0.50 16.6 0.00 5 25.92 19.04 1.850 0.47( 0.24) 0.50 16.7 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 0.00 FEET. Page 63 Date: 11/07/00 File name FC10AB.RES .. PEAK FLOW PATE TABLE '• STREAM Q T, Intensity Fp(Fm) Ap Ae HEADWATER, NUMBER. (CFS) (MIN ) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 60.99 9.49 2 209 0 47( 0.24) 0.50 23.6 0 00 2 69.46 14.30 2 197 0 47( 0.24) 0.50 35.3 0.00 3 70 09 14.23 2 149 0 47( 0.23) 0.50 36.6 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 OR6 0.47( 0 24) 0.50 37.9 0 00 6 70.22 15.80 2.069 0 47( 0.23) 0.50 38.2 0 00 7 70.21 15.82 2 068 0 47( 0.23) 0.50 38.3 0 00 8 70.18 15.87 2.064 0.47( 0.23) 0.50 38.3 0 00 9 70.18 15.87 2.064 0.47( 0.23) 0.50 38.3 0 00 10 69.40 16.61 2 008 0.47( 0.23) 0.50 39.2 0.00 11 68.61 17.22 1.965 0.47( 0.23) 0.50 39 R 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 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 16 68.70 17.16 1.969 0.47( 0.23) 0.50 39 8 0 00 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 TOTAL AREA(ACRES) = 40.85 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATEICFS) = 70.23 Tc(MIN.) = 15.141 EFFECTIVE AREA(ACRES) = 37.14 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp)INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 40.85 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 = 12 --CLEAR MEMORY BANK M 2 « « < -------------- ................................................................ FLOW PROCESS FROM NODE 340.00 TO NODE 345.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< --USING USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« ____________________ - ELEVATION DATA: UPSTREAM(FEET) = 39.70 DOWNSTREAM(FEET) 39.66 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 39.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.38 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 70.23 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 15.18 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 345.00 = 1595.00 FEET. ................................................................ FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 1 ________________________________________________________________ - >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEI «< TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTP.ATION(MIN.) = 15.18 RAINFALL INTENSITYIINCH/HR) = 2.12 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 37.14 Page 64 Date: 11/07/00 File name: FC10AB.RES TOTAL STREAM AREA(ACRES) = 40.85 PEAK FLOW PATE(CFS) AT CONFLUENCE = 70.23 ...........«.................««««««...«.....«...........«« - .....««....... FLOW PROCESS FROM NODE 0.00 TO NODE 345.00 IS CODE = 21 A - 1!5 ---------------------------------------------------------------------------- - - ATIONAL METHOD INITIAL SUBAREA ANALYSIS« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL _ SUBAREA - INITIAL SUBAREA FLOW-LF.NGTH(FEET) 480.00 ELEVATION DATA: UPSTREAM(FEET) = 53.20 DOWNSTREAM(FEET) = 49.33 Tc = K"[(LENGTH•' 3.00)/(ELEVATION CHANGE)]"0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.055 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.434 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACaE" D 2.32 0.47 SUBAREA AVERAGE _ RVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.59 Ap SCS Tc (DECIMAL) CTI (MIN.) 0.50 75 12.05 0.47 TOTAL AREA(ACRES) = 2.32 PEAK FLOW PATE(CFS) _ 4.59 .......................................... u.................««« FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ­-AND ONFLUENCE««»-AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- ______________________________ _ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.05 RAINFALL INTENSITY(INCH/HR) = 2.43 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.32 TOTAL STREAM AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.59 " CONFLUENCE DATA .. TIME OF CONCENTRATION RATIO CONFLUENCE FOP14ULA USED STREAM FOR 2 STREAMS. Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 60.99 Tc 9.53 Intensity 2.802 0.47( 0.24) 0.50 23.6 0.00 1 69.46 (INCH/HR) 14.34 1 2.193 0.47( 0.24) 0.50 35 3 0.00 1 70.09 0.00 14.87 73.55 2.146 0.47( 0.23) 0.50 36.6 0.00 1 70.23 3 15.18 14.87 2.120 0.47( 0.24) 0.50 37.1 0.00 1 70.22 74.13 15.63 2.083 0.47( 0.24) 0.50 37.9 0.00 1 70.22 15.01 15.64 2.134 2.066 0.47( 0.23) 0.50 38.2 0.00 1 70.21 15.86 0.47( 0.24) 2.065 0.47( 0.23) 0.50 38.3 0.00 1 70.18 2.083 15.91 2.061 0.47( 0.23) 0.50 38.3 0.00 1 70.18 0 47( 0.23) 15.91 0.50 2.061 0.47( 0.23) 0.50 38.3 0.00 1 69.40 16.65 40.6 2.005 0.47( 0.23) 0.50 39.2 0.00 1 68.61 0.50 17.26 0.00 1.962 0.47( 0.23) 0.50 39 8 0.00 1 67.90 40.7 17.69 12 1.933 0.47( 0.23) 0.50 40 2 0.00 1 66.45 0.00 18.48 72 31 1.883 0.47( 0.24) 0.50 40.7 0.00 1 70.16 14 14.95 17.26 2.139 0.47( 0.23) 0.50 36 7 0.00 1 70.19 71.45 15.01 2.134 0.47( 0.23) 0.50 36 8 0.00 1 68.70 18.48 17.20 1.883 1.966 0.47( 0.23) 0.50 39.8 0.00 1 66.31 18.56 0.47( 0.24) 1.879 0.47( 0.24) 0.50 40.7 0.00 1 65.28 1.848 19.08 1.848 0.47( 0.24) 0.50 40.8 0.00 2 4.59 0.47( 0.24) 12.05 0.50 2.434 0.47( 0.23) 0.50 2.3 0 00 65 Date: 11/07/00 File name: FC10AB.P.ES RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FOP14ULA USED FOR 2 STREAMS. ..PEAK FLOW RATE TABLE "" STP.EAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NU11P.EP. (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 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 3 74.08 14.87 2.146 0.47( 0.23) 0.50 38.9 0.00 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 6 74.16 15.18 2.120 0.47( 0.24) 0.50 39.5 0.00 7 74.08 15.63 2.083 0.47( 0.24) 0.50 40.2 0.00 9 74.04 15.84 2.066 0 47( 0.23) 0.50 40.6 0.00 9 74.03 15.86 2.065 0.47( 0.23) 0.50 40.6 0.00 10 73 99 15.91 2.061 0.471 0.23) 0.50 40.7 0.00 11 73.99 15 91 2.061 0.47( 0.23) 0.50 40.7 0.00 12 73.10 16.65 2.005 0.47( 0.23) 0.50 41.5 0.00 13 72 31 17.20 1.966 0.47( 0.23) 0.50 42.1 0 00 14 72.21 17.26 1.962 0 47( 0.23) 0.50 42.2 0.00 15 71.45 17.69 1.933 0 47( 0.23) 0.50 42.5 0.00 16 69.89 18.48 1.883 0.47( 0.24) 0.50 43.0 0 00 17 69.74 18.56 1.879 0.47( 0.24) 0.50 43.0 0.00 18 6R.65 19.08 1.848 0.47( 0.24) 0.50 43.2 0.00 19 70.02 1205. 2.434 0.47( 0.24) 0.50 32.1 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 74.16 Tc(MIN.) = 15.18 EFFECTIVE AREA(ACRES) = 39.46 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 43.17 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 345.00 = 1595.00 FEET. ...«.«««............««.......................................... FLOW PROCESS FROM NODE 345.00 TO NODE 350.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-1- ­­USING UBAREA«<«»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ------------ LOW)«« ___________________________________________ ELEVATION DATA: UPSTREAM(FEET) 39.64 DOWNSTREAM(FEET) = 39.58 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 39.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.77 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 74.16 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 15.23 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 350.00 = 1615.00 FEET. ...««.«.........."....".«....................................... FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 ________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 15.23 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 39.46 TOTAL STREAM AREA(ACRES) = 43.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 74.16 Page 66 Date: 11/07/00 File name: FC10AB.P.ES Page 67 .................. ' FLOW ' PROCESSFRO............................ NODE" •'••0.00 • •••+ • • TONODE 350.00ISCODE •=•,21•x• Ak- ---------------------------------------------------------------------------- > » RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ----------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 470 00 ELEVATION DATA: UPSTREAM(FEET) = 53.30 DOWNSTREAM(FEET) = 49.34 Tc = K•[(LENGTH" 3.00)/(ELEVATION CHANGE))" -0 20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.849 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.459 SUBAREA Tc AND LOSS RATE DATA(AMC I1) DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGSIACRE" D 1.60 0.47 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 50 SUBAREA RUNOFF(CFS) = 3.20 Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 75 11.85 0 47 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) _ 3.20 ................................................................ FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE1, < > » »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.85 RAINFALL INTENSITY(INCH/HR) = 2.46 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA-AVEPAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.20 " CONFLUENCE DATA .. File name FC10AB.RES STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER, NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 65.23 9.58 2.793 0.47( 0.23) 0.50 25.5 0 00 1 73.55 14.39 2.189 0.47( 0.24) 0.50 37.7 0.00 1 74.08 14.92 2 142 0.47( 0.23) 0.50 38.9 0 00 1 74.13 15.00 2 135 0.47( 0.23) 0.50 39.0 0.00 1 74.15 15.06 2 129 0.47( 0.23) 0.50 39.2 0 00 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 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 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 1 72.31 17.25 1.963 0.47( 0.23) 0.50 42 1 0.00 1 72.21 17.31 1.959 0.47( 0.23) 0.50 42.2 0.00 1 71.45 17.74 1.930 0.47( 0.23) 0.50 42.5 0.00 1 69.89 18.53 1.880 0.47( 0.24) 0.50 43.0 0.00 1 69.74 18.61 1.876 0.471 0.24) 0.50 43.0 0.00 1 68.65 19.12 1.845 0.47( 0.24) 0.50 43.2 0.00 1 70.02 12.10 2.428 0.47( 0.24) 0.50 32.1 0.00 2 3.20 11.85 2.459 0.47( 0.24) 0.50 1.6 0.00 Date: 11;07100 File name FC10AB.RES Page 68 RAINFALL IDTCENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 2 STREAMS " PEAK FLOW PATE TABLE " STP. EA1 Q Tc Intensity Fp(Fm) Ap Ae HEADWATER UU11PEP. (CFS) (MIN.) (INCH%HP.) (INCH,HP.) (ACRES) NODE 1 68.21 9.58 2.793 0.47( 0.24) 0.50 26 8 0.00 2 73.18 12 10 2.428 0.47( 0.24) 0.50 33 7 0 00 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 5 76.87 15.00 2.135 0 47( 0.24) 0.50 40.6 0.00 6 76.88 15.06 2.129 0.47( 0.24) 0.50 40.8 0 00 7 76.87 15 23 2.115 0.47( 0.24) 0.50 41.1 0.00 8 76.73 15 68 2 079 0.47( 0.24) 0.50 41.8 0.00 9 76.67 15.89 2 062 0.47( 0.24) 0.50 42 2 0.00 10 76.66 15.91 2 061 0.47( 0.24) 0.50 42 2 0.00 11 76.61 15 96 2 057 0.47( 0.24) 0.50 42.3 0.00 12 76 61 15.96 2.057 0.47( 0.24) 0.50 42.3 0.00 13 75 64 16.70 2.002 0.47( 0.24) 0.50 43.1 0.00 14 74 RO 17.25 1.963 0.47( 0.24) 0.50 43.7 0.00 15 74.70 17.31 1 959 0.47( 0.24) 0.50 43.8 0.00 16 73.89 17.74 1.930 0.47( 0.24) 0.50 44.1 0.00 17 72 26 1R 53 1.880 0.47( 0.24) 0.50 44.6 0.00 18 72.10 1R.61 1.876 0.47( 0.24) 0.50 44.6 0.00 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 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS - PEAK FLOW PATE(CFS) = 76.88 Tc(MIN.) = 15.06 EFFECTIVE APEA(ACPES) = 40.76 AP.EA-AVERAGED Fm(INCH/HR1 = 0.24 APEA-AVERAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACP.ES) = 44.77 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 350.00 = 1615.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 350 00 TO NODE 360.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« » » USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « ___________________________________________________ _ ELEVATION DATA: UPSTREAM(FEET) = 39.57 DOWNSTREAM(FEET) 37 45 FLOW LENGTH(FEET) = 605.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.31 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 76 88 PIPE TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 16.44 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 360.00 = 2220.00 FEET. ................................................................ FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 ---------------------------------------------------------------- » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE - TIME OF CONCENTPATION(MIN.) = 16.44 RAINFALL INTENSITY(INCH/HR) = 2.02 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH;HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 40.76 TOTAL STREAM AREA(ACRES) = 44.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 76.88 Date: 11/07/00 File name: FC10AB.RES Page 70 Page 69 .a i•e,•w'x}.• • .... FLOWPROCESSFROMNODE000TONODE .e 36000 r •ta. ISCODE= - A-17 ____________________________________________________________________________ >v» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- NALYSIS«-»USE .. PEAK FLOW RATE TABLE " ­USETIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« Fp(Fm) Ap Ae HEADWATER INITIAL SUBAREA FLOW-LENGTH(FEET) = 680.00 --------------------------- NODE 1 70.28 10 98 2.574 ELEVATION DATA: UPSTREAM(FEET) = 50.77 DOWNSTREAM(FEET) 0.00 = 4R.42 Tc = K'((LENGTH " 3.00)/ (ELEVATION CHANGE))`a0.20 34.2 0.00 3 75.40 13.49 2.275 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.415 0.00 4 78.69 15.77 2.071 " 10 YEAR RAINFALL INTENSITY(INCH/HP.) = 2.022 0 00 5 79.18 16.30 2.031 SUBAREA Tc AND LOSS RATE DATA(AMC II): 41.9 0 00 6 79.23 16.38 2.025 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP.) (DECIMAL) CN (MIN.) RESIDENTIAL 42.5 0.00 9 79.04 17.06 1.976 "5-7 DWELLINGS/ACP.E" D 1.47 0.47 0.50 75 16 42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 50 0.47( 0.24) 0.50 43 7 SUBAREA RUNOFF(CFS) = 2.36 12 78.89 17.34 1.957 0.47( 0.24) 0.50 43.7 TOTAL AREA(ACRES) = 1.47 PEAK FLOW RATE(CFS) = 2.36 0.47( 0.24) 0.50 ...:........................................................................ FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 ---------------------------------------------------------------------------- - -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ONFLUENCE« <» 15 76.97 18.64 1.874 ­-AND -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« ------------- - 0.00 TOTAL NUMBER OF STREAMS = 2 0.47( 0.24) 0.50 45 2 0.00 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 AP.E- 0.47( 0.24) 0.50 45.6 TIME OF CONCENTRATION(MIN.) = 16.42 18 74.33 19.92 1.801 0.47( 0.24) 0.50 46 0 RAINFALL INTENSITY(INCH/HR) = 2.02 19 74.17 20.00 1.796 0.47( 0.24) 0.50 46.1 AREA -AVERAGED Fm(INCH/HR) = 0.23 20 73.00 20.52 1 769 0.47( 0.24) 0.50 46.2 AREA -AVERAGED Fp(INCH/HR) = 0.47 21 79.24 16 42 2.022 0.47( 0.24) 0.50 42.2 AREA -AVERAGED Ap = 0.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: EFFECTIVE STRF AREA(ACRES) = 1.47 TC(MIN.) = 16.44 TOTAL STREAM AREA(ACRES) = 1.47 AREA -AVERAGED Fm(INCH/HP.) = 0 24 PEAK FLOW PATE(CFS) AT CONFLUENCE = 2.36 = 0.50 - CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 68.21 10.98 2.574 0.47( 0.24) 0.50 26.8 0.00 1 73.18 13.49 2.275 0.47( 0.24) 0.50 33.7 0.00 1 76.36 15.77 2.071 0.47( 0.24) 0.50 39.3 0.00 1 76.82 16.30 2.031 0.47( 0.24) 0.50 40.5 0 00 1 76.87 16 38 2.025 0.47( 0.24) 0.50 40.6 0.00 1 76.88 16 44 2.020 0.47( 0.24) 0.50 40.8 0.00 1 76.87 16.61 2.008 0.47( 0.24) 0.50 41.1 0.00 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 76.66 17.29 1.961 0.47( 0.24) 0.50 42.2 0.00 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 1 75.64 18.08 1.908 0.47( 0.24) 0.50 43.1 0.00 1 74.80 18.64 1.874 0.47( 0.24) 0.50 43.7 0.00 1 74.70 18.69 1.871 0.47( 0.24) 0.50 43.8 0 00 1 73.89 19.13 1.845 0.47( 0.24) 0.50 44.1 0.00 1 72.26 19.92 1.801 0.47( 0.24) 0.50 44.6 0.00 1 72.10 20.00 1.796 0.47( 0.24) 0.50 44.6 0.00 1 70.97 20.52 1.769 0.47( 0.24) 0.50 44.8 0.00 1 72.74 13.24 2.301 0.47( 0.24) 0.50 33.0 0.00 2 2.36 16.42 2.022 0.47( 0.23) 0.50 1.5 0.00 Date: 11/07/00 File name: FC10AS.RF.S Page 70 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FOP.MULA USED FOP. 2 STREAMS. .. PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 70.28 10 98 2.574 0.47( 0 24) 0.50 27.7 0.00 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 4 78.69 15.77 2.071 0.47( 0.24) 0.50 40.7 0 00 5 79.18 16.30 2.031 0.47( 0.24) 0.50 41.9 0 00 6 79.23 16.38 2.025 0.47( 0.24) 0 50 42.1 0.00 7 79.24 16.44 2.020 0.47( 0.24) 0.50 42.2 0.00 8 79.21 16.61 2.008 0.47( 0.24) 0.50 42.5 0.00 9 79.04 17.06 1.976 0.47( 0.24) 0 50 43.3 0.00 10 78.95 17.27 1.962 0.47( 0.24) 0.50 43.6 0.00 11 78.94 17.29 1.961 0.47( 0.24) 0.50 43 7 0 00 12 78.89 17.34 1.957 0.47( 0.24) 0.50 43.7 0 00 13 78.89 17.34 1.957 0.47( 0.24) 0.50 43.7 0 00 14 77.86 ]R 08 1.908 0.47( 0.24) 0.50 44.6 0.00 15 76.97 18.64 1.874 0.47( 0.24) 0.50 45.2 0.00 16 76.86 18.69 1.871 0.47( 0.24) 0.50 45 2 0.00 17 76.02 19.13 1.845 0.47( 0.24) 0.50 45.6 0.00 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( 0.24) 0.50 46.1 0.00 20 73.00 20.52 1 769 0.47( 0.24) 0.50 46.2 0 00 21 79.24 16 42 2.022 0.47( 0.24) 0.50 42.2 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 79.24 TC(MIN.) = 16.44 EFFECTIVE AREA(ACRES) = 42.23 AREA -AVERAGED Fm(INCH/HP.) = 0 24 AREA -AVERAGED FP(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 46.24 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 360.00 = 2220.00 FEET. ..... .... ....... ..........a......r........ FLOW PROCESS FROM NODE 360.00 .................. TO NODE 390.00 IS ........ CODE = .....a.. 31 ---------------------------------------------------------------------------- » -COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< « » » USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« ELEVATION DATA: UPSTREAM(FEET) 37.47 DOWNSTREAM(FEET) 36.19 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.70 ESTIMATED PIPE DIAMETEP.(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CPS) = 79.24 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 16.51 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 390.00 = 2280.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 ____________________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « ____ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.51 RAINFALL INTENSITY(INCH/HP.) = 2.02 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 42.23 Date 11/07/00 File name FC10AB RES TOTAL STREAM AP.EAIACP.ES) = 46.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 79.24 .+......+.+....+.+.....+++++.+++..+......+.+................................ FLOW PROCESS FROM NODE 0.00 TO NODE 380.00 IS CODE = 21 A-19 ----------------------------------------- ___________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE NALYSIS--»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTP.EAM(FEET) = 49.86 Tc = K"[(LENGTH"" 3.00)/ (ELEVATION CHANGE)]""0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.001 " 10 YEAR. RAINFALL INTENSITY(INCH/HP.) = 2.225 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" D 3.03 0.47 0.50 75 14.00 SUBAPEA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.43 TOTAL AREAIACRES) = 3.03 PEAK FLOW RATE(CFS) = 5.43 ....................."""+..............+...............................+.+.. FLOW PROCESS FROM NODE 380.00 TO NODE 390.00 IS CODE = 61 A -20 ____________________________________________________________________________ » -COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-­ ­­(STANDARD UBAREA« <»»(STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 49.80 DOWNSTREAM ELEVATIONIFEET) = 47.78 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GPADEBP.EAK(FEET) = 17.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER. OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CP.OSSFALL(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 "TRAVEL TIME I'"'1PUTED USING ESTIMATED FLOW(CFS) = 7.93 STREETFLOW MODh- RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2 32 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 1.13 STREET FLOW TRAVEL TIME(MIN.) = 2 81 Tc(MIN.) = 16.81 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.994 SUBAREA LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" D 3.16 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREAIACRES) = 3.16 SUBAREA RUNOFF(CFS) = 5.00 EFFECTIVE AREAIACRES) = 6.19 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREAIACRES) = 6.19 PEAK FLOW RATE(CFS) = 9.80 Page 71 Date: 11 07/00 File name: FC10AB FES END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEETI = 20.86 FL0^1 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. ............................++..+.............. I ...... ......... . FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 ________________________________________________________________ . » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATION(MIN.) = 16.81 RAINFALL INTENSITY(INCH/HR) = 1.99 AREA-AVEP.AGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 6.19 TOTAL STREAM AREA(ACRES) = 6.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.80 ..................+.....+""...................++.......................+.. FLOW PROCESS FROM NODE 0.00 TO NODE 390.00 IS CODE = 21 A -/g --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ___________ _ INITIAL SUBAREA FLOW-LENGTH(FEET) 550.00 ELEVATION DATA: UPSTREAM(FEET) = 50.36 DOWNSTREAM(FEET) = 48.10 Tc = K"((LENGTH"" 3.00)/(ELEVATION CHANGE)]++0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 14.566 " 10 YEAR. RAINFALL INTENSITY(INCH/HR) = 2.173 SUBAREA Tc AND LOSS PATE 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/ACP.E" D 0.84 0.47 0.50 75 14.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA P.UNOFF(CFS) = 1.46 TOTAL AREAIACRES) = 0.84 PEAK FLOW RATE(CFS) = 1 46 ...........+......+.+.+ ..............+..........+....... FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- - - -AND » -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« - ------------------ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE TIME OF CONCENTRATION(MIN.) = 14.57 RAINFALL INTENSITY(INCH/HR) = 2.17 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.84 TOTAL STREAM AREA(ACRES) = 0.84 PEAK FLOW PATE(CFS) AT CONFLUENCE = 1.46 "" CONFLUENCE DATA "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 70.28 11.05 2.564 0.47( 0.24) 0.50 27.7 0.00 Page 72 II 1 C �� II E• u W w a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O F 0 0 0 0 O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 II 11 o a w o u u ❑ o ii II II Q Z II ii W II II II N R O x 11 .1 N In r r m 11 II W W X c m 11 w w ii m u fn�monrm.m o0o tirvNNn m Z W n n e e v e e e e e e In In In In In In In In In In In u� 11 II a o o H n w a u u a u u u u u F o a 0 0 0 0 0 0 0 0p 0 0 0 0 0 0 <n In a + ❑ ❑ CL li ii � o w W W w Q In In In In In vl ui .n ul In In In In . . uoi uoi Ion . 0 voi u o x m ii 4 o p p p o p p o o p p p o o p o 0 0 0 0 0 0 o n -� ❑ 11 — W W e e e e aT a V� e e e e e e e e e e e e II 11 z 0 11 �>> -- N N N N N N N N N N N N N N N N N N N ry II II Z 11 z Q Q a11 II :E: o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n Z o v u u m o: CL U r n ii F o II E Q a w Z a' v o v v c v o c a v o o II 11 H II 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 II Ii a II II a as moeNommm Nmm mlo .-� n II cn F a— ✓+ a m w� ti o o m m � � r ii in w o z o c I r w o x u u ii II v uX w uZ W„ a4 o In n ❑ ,-. a H u n � H E w 0 II Z taiiHo ww — a — Noe �� to �u, I� ❑ a w E O E H w W Z O T N U Q U H e II 11 X E. IZ-1 u n F u F, U< w U E. R W O w— a II m a Q W a ti m t� m N o a F a n V 4W1 I -)F OW ❑ S .7 > W U .] 0 O II ❑ -- Q C7 a o m m m m m m m m m m m w m m m m m m m u II W a w q a Z T❑ 3> w 11 m W W 0 w o q u a H w o _ w o a E a a E li a > a Y a ii w a s W n oau W C' 0. 0. E 0. a 11 C,F W W a E a II ❑ .] .] W H Vi U u Z w w❑ a W a a 0 a u w�� a a n 9t n u E~ W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p O o 0 0 0 V W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 o w w o c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a w o 0 3 ❑ � ❑ ° a z _ W N II s a o N x In w v a _ I 0w Q V H Q -+ w e E 1 O a o� o o N o 0 0 o N o n o 0 0 o F a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o caad caad _-- 2 e e c v e e o e v v v e e e e e e 3— w W ❑ •>> O G 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q S O O O O O O o O O O O O O O O O O O O O O O O O ❑ . to F Q a 0 Z 0 0 0 0 0 0 o p O o o p o 0 0 o p o 0 0 0 00 E w D — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w o U cn T a o .�-Ior .r+m� wn .moi om or to e- �o N N O o 0 0 0 m r r 0 O N N N O O 0 0 0 0 01 m m m r r H W U� r O C x W O e N rl N W a 41 V N N N N N N N N N H .y H H .� H N N N N N N N N F II n w 0 a C H � In ❑ F H a O ❑ W H E II S Z sT r N H m N e In N r -I In o IO T r m m H r ❑ W a — N b e r Yl N e In N N In o b m OI r m N m W .I n e e r r m o In e m In 2 mQ u ° en U O O n m e r N N m m m m o o Ott eom No elr+em m�lo N.-, rl000m� cn� qw — In .. �, mn loe Ne .a ..am� w W a m o e . lV N N 0 m m m m m o n . W O d w w F W❑ V a m m ro m m r m m m e o n m m H w 3 u o m o 0 0 0 0 0 m m m m m m r e m r Z a W Q 3 en DC�t7 O W H U w 0 W a til w u m m O H N n In e m O .y N m H w d a� N rl N H .y N N N N N N a Y W a Q C7 3 a° m ° a W W F a o u u Date: 11/07/00 File name: FC10AB.P.ES 1 26.71 14.28 2.199 0.47( 0.24) 0.50 14.5 0 00 2 26.63 16.47 2 018 0 47( 0.24) 0.50 15 9 0 00 3 26.20 17.R3 1.925 0.47( 0.23) 0.50 16.6 0.00 4 25.92 18.34 1.892 0.47( 0.24) 0.50 16.7 0.00 5 26.70 14.22 2.205 0.47( 0.24) 0.50 14 5 0 00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.71 TC(MIN.) = 14.28 EFFECTIVE AREA(ACP.ES) = 14.52 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 16.71 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 250.00 = 1430.00 FEET w..........waww...««...«w.aa..««..«..«w« aaw...................... FLOW PROCESS FROM NODE 250.00 TO NODE 340.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« » » ,USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) -- --------------------- LOW)-- - ELEVATION DATA: UPSTREAM(FEET) _ 41.99 DOWNSTREAM(FEET) 40 98 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.01 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER. OF PIPES = 1 PIPE-FLOW(CFS) = 26.71 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN ) = 14.97 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1680.00 FEET- .......... ...........................w.a................................. FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 10 -------------------------------------------------------------------------- »»,MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK K 2 ««< ..w..............a..w.....................................«.«..« FLOW PROCESS FROM NODE 0.00 TO NODE 255.00 IS CODE = 21 A-1 »»>PATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 Page 48 ELEVATION DATA: UPSTREAM(FEET) = 56.80 DOWNSTREAM(FEET) = 52.71 Tc = K*[(LENGTH" 3.00)/(ELEVATION CHANGE)] --0.20 AREA -AVERAGED Fm(INCH/HR) = 0.23 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.077 AP.EA-AVERAGED Fp(INCH/HR) = 0.47 " 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.318 AREA -AVERAGED Ap = 0.50 SUBAREA Tc AND LOSS RATE DATA(AMC II): EFFECTIVE STREAM AREA(ACRES) = 1.76 DEVELOPMENT :/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL ............. a•aR*.................... ',..w« FLOW PROCESSFROMNODEO.00TONODE255.00* ISa CODE ;=••21ww.. '5-7 DWELLINGS/ACRE" D 1.76 0.47 0.50 75 13.08 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ------------------------------------------ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 INITIAL SUBAREA FLOW-LENGTH(FEET) = 440.00 SUBAREA RUNOFF(CFS) = 3.30 ELEVATION DATA UPSTP.EAM(FEET) = 55.90 DOWNSTREAM(FEET) = TOTAL AREA(ACRES) = 1.76 PEAK FLOW RATE(CFS) = 3.30 .................a.....................................a.................... FLOW PROCESS FROM NODE 255.00 TO NODE 255.00 IS CODE = 1 ____________________________________________________________________________ » »,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.454 TOTAL NUMBER OF STREAMS = 2 SUBAREA TC AND LOSS PATE DATA(AMC II): CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TIME OF CONCENTRATION(MIN.) = 13.08 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON Page 47 Date. 11/07/00 File name: FC10AB.RES Page 48 RAINFALL INTENSITY(INCH/HR) = 2.32 AREA -AVERAGED Fm(INCH/HR) = 0.23 AP.EA-AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.76 TOTAL STREAM AREA(ACRES) = 1.76 PEAK FLOW PATE(CFS) AT CONFLUENCE = 3.30 ............. a•aR*.................... ',..w« FLOW PROCESSFROMNODEO.00TONODE255.00* ISa CODE ;=••21ww.. 4 - 2 ---------------------------------------------------------------------------- ,>,>,RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ------------------------------------------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 440.00 ELEVATION DATA UPSTP.EAM(FEET) = 55.90 DOWNSTREAM(FEET) = 52.71 Tc = K«[(LENGTH«" 3.00)/(ELEVATION CHANGE)]' -0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.892 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.454 SUBAREA TC AND LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 1.38 0.47 0.50 75 11.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 2.75 TOTAL AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) = 2 76 ............................................................ «.... w a........ FLOW PROCESS FROM NODE 255.00 TO NODE 255.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« »» AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- ------------------------- TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11 89 RAINFALL INTENSITY(INCH/HR) = 2.45 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.38 TOTAL STREAM AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.76 - CONFLUENCE DATA - STP.EAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.30 13.08 2.318 0.47( 0.23) 0.50 1.8 0.00 2 2.76 11.89 2.454 0.47( 0.23) 0.50 1.4 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.89 13.08 2.318 0.47( 0.24) 0.50 3.1 0.00 2 5.95 11.89 2.454 0.47( 0.24) 0.50 3.0 0 00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.95 Tc(MIN.) = 11 89 Date: 11/07/00 File name: FC10AB.RES EFFECTIVE AREA(ACP.ES) = 2.98 AF.EA-AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACP.ES) = 3.14 LONGEST FLOWPATH FRO14 NODE 0.00 TO NODE 255.00 = 560 00 FEET ....««....«.«.........................«......................... FLOW PROCESS FROM NODE 255.00 TO NODE 260.00 IS CODE = 31 --COMPUTE >COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA-1- ­­USING UBAP.EA.....»> USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)... ELEVATION DATA: UPSTREAM(FEET) 46.57 DOWNSTREAM(FEET) 45.50 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.95 PIPE TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 13.01 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 260.00 = 830.00 FEET. ..................«...................«....................«.... FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 1 ----------------------------------------------------------------- --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.01 RAINFALL INTENSITY(INCH/HR) = 2 33 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.98 TOTAL STREAM AREA(ACRES) = 3.14 PEAK FLOW PATE(CFS) AT CONFLUENCE = 5.95 .............................................................. -......... FLOW PROCESS FROM NODE 0.00 TO NODE 260.00 IS CODE = 21 A-3 __________________________________________________________________________ » -RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 460.00 = 11.71 ELEVATION DATA: UPSTREAM(FEET) = 56.40 DOWNSTREAM(FEET) = 52.29 Tc = Kw((LENGTH"' 3.00)/(ELEVATION CHANGE)] "0.20 0.24 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.610 0.47 10 YEAR RAINFALL INTENSITY (INCH/ MR) = 2.489 SUBAREA Tc AND LOSS RATE DATA(AMC I11: = 4.87 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 2.21 0.47 0.50 75 11.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF((• 1 = 4.48 TOTAL AREA(ACRES) = 2.21 PEAK FLOW RATE(CFS) = 4.48 ........w................................................................... FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 1 ____________________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- - -AND -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -- ------------------------- Page 49 Date 11/07/00 File name: FC10AB.RES TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11 61 RAINFALL INTENSITY(INCH!HR) = 2.49 AREA -AVERAGED Fm(INCH/HR.) = 0.23 AREA -AVERAGED Fp(INCH�HR) = 0.47 AP.EA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AP.EA(ACRES) = 2.21 TOTAL STREAM AREA(ACP.ES) = 2.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.48 CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER, NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.89 14.19 2.207 0.47( 0.24) 0 50 3.1 0.00 1 5.95 13.01 2.325 0.47( 0.24) 0 50 3.0 0.00 2 4.48 11.61 2.489 0.47( 0.23) 0.50 2.2 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .. PEAK FLOW PATE TABLE - STR.EAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN ) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 10.11 13.01 2.325 0.47( 0.24) 0.50 5.2 0.00 2 9 81 14.19 2.207 0.47( 0.24) 0.50 5.3 0.00 3 10.21 11.61 2.489 0.47( 0.24) 0.50 4.9 0 00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.21 TC(MIN.) = 11.61 EFFECTIVE APEA(ACRES) = 4.87 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 5.35 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 260.00 = 830.00 FEET. ....................«.«...............................«......... FLOW PROCESS FROM NODE 260.00 TO NODE 270.00 IS CODE = 31 --COMPUTE >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-1- ­­USING UBAP.EA..c..» USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ----------- LOW)« ... ELEVATION DATA UPSTREAM(FEET) 45.48 DOWNSTREAM(FEET) 45.35 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.90 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.21 PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 11.71 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 270.00 = 860.00 FEET. «.«............................................«««««............ FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 ________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 11.71 RAINFALL INTENSITY(INCH/HR) = 2.48 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.87 TOTAL STREAM AREA(ACRES) = 5.35 Page 50 Date: 11/07/00 File name: FC10AB.RES A- 5- PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.21 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 270.00 IS CODE = 21 A r ___________________________________________________________________________._ >. -RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 52 16 ELEVATION DATA: UPSTREAM(FEET) = 55.10 DOWNSTREAM(FEET) = 52.26 Tc = K'[(LENGTH" 3.00)/(ELEVATION CHANGE)]" -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN ) = 11.495 . 10 YEAR RAINFALL INTENSITY(INCH/HR.) = 2.504 SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 11.73 "5-7 DWELLINGS/ACP.E" D 0.76 0.47 0.50 75 11.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.55 TOTAL AREA[ACRES) = 0.76 PEAK FLOW PATE(CFS) = 1.55 ................................................................ FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 ________________________________________________________________ - -DESIGNATE INDEPENDENT STREAM FOP CONFLUENCE -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN ) = 11.50 RAINFALL INTENSITY(INCH/HR) = 2.50 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED FP(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.76 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.55 `*x}1e '` ' *}eFee * • • "•`f ............................................... ........................... NODE000 TO NODE27000ISCODE = 21 A- 5- FLOWPROCESSFROM ____________________________________________________________________________ --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) 480.00 ELEVATION DATA: UPSTREAM(FEET) = 56.60 DOWNSTREAM(FEET) = 52 16 Tc = K'[(LENGTH" 3-00) /(ELEVATION CHANGE)] " 0 20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.728 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.474 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" D 1.56 0.47 0.50 75 11.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.14 TOTAL AREA[ACRES) = 1.56 PEAK FLOW RATE(CFS) = 3.14 ............................................................................ FLOW PROCESS FRO'" NODE 270.00 TO NODE 270.00 IS CODE = 1 Page 51 Date: 11/07/00 File name: FC10AB.RES ---------------------------------------------------------------------------- - -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ­-AND ONFLUENCE«. SAND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< _ TOTAL NU14BER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTP.ATION(MIN.) = 11 73 RAINFALL INTENSITY(INCH/HR) = 2 47 AP.EA-AVERAGED Fm(INCH/HR.) = 0 23 AREA-AVEPAGED Fp(INCH/HR.) = 0.47 AP.EA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1 56 TOTAL STPEAM AP.EA(ACP.ES) = 1.56 PEAK, FLOW RATE(CFS) AT CONFLUENCE = 3.14 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NT174BER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 10.11 13.11 2.315 0.47( 0.24) 0.50 5 2 0.00 1 9.91 14.30 2.197 0 47( 0.24) 0.50 5.3 0.00 1 10.21 11 71 2.476 0 47( 0.24) 0.50 4.9 0 00 2 1.55 11.50 2.504 0.47( 0.23) 0.50 0.8 0.00 3 3.14 11.73 2.474 0.47( 0.23) 0.50 1.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FOP14ULA USED FOR 3 STREAMS. " PEAK FLOW RATE TABLE .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 14.82 11.50 2.504 0.47( 0.24) 0.50 7.1 0.00 2 14.89 11.71 2.476 0.47( 0.23) 0.50 7.2 0.00 3 14.45 13.11 2.315 0.47( 0.23) 0.50 7.5 0 00 4 13 90 14.30 2.197 0.47( 0.24) 0.50 7.7 0.00 5 14.89 11.73 2.474 0.47( 0.23) 0.50 7.2 0 00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 14.89 TC(MIN.) = 11.71 EFFECTIVE AREA(ACRES) = 7.19 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.67 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 270.00 = 860.00 FEET. ................................................................ FLOW PROCESS FROM NODE 270.00 TO NODE 280.00 IS CODE = 31 .....COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -... USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « ______________ ELEVATION DATA. UPSTREAM(FEET) = 45.32 DOWNSTREAM(FEET) 43.23 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.20 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.89 PIPE TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 13.38 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 280.00 = 1380.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 ---------------------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- ----------- TOTAL NUMBER OF STREAMS = 3 Page 52 Date: 11/07/00 File name: FC10AB.RES Page 53 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN ) = 13 38 RAINFALL INTENSITY(INCH/HR) = 2 29 AREA -AVERAGED Fm(INCH/HR) = 0 23 AREA -AVERAGED Fp(INCHi HR) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 7.19 TOTAL STREAM AREA(ACRES) = 7.67 PEAK FLOW PATE(CFS) AT CONFLUENCE = 14.89 .................................................... ...................... FLOW PROCESS FROM NODE 0.00 TO NODE 280.00 IS CODE = 21 A- r. --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOP. INITIAL SUBAREA - ­USE INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 Intensity ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 51.44 Tc = K- [(LENGTH- - 3.00)/(ELEVATION CHANGE)) - -0. 20 (INCH/HR) (ACRES) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.445 1 14.82 13.16 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.280 0.47( 0.24) 0.50 7 1 SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 14.89 13.38 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN ) RESIDENTIAL 0.47( 0.23) 0.50 7.5 "5-7 DWELLINGS/ACRE" D 1.71 0.47 0.50 75 13.45 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 0.47( 0.24) 0.50 7.7 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 14 89 13 39 SUBAREA RUNOFF(CFS) = 3.15 0.47( 0.23) 0.50 7.2 TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 3.15 2 3.15 13 45 ................................................................ FLOW PROCESS FROM NODE 280.00 TO NODE 280 00 IS CODE = 1 ---------------------------------------------------------------- - »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.45 RAINFALL INTENSITY(INCH/HR) = 2.28 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.71 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.15 ...«.....................................................................«.. FLOW PROCESS FROM NODE 0 00 TO NODE 280.00 IS CODE = 21 A-7 ____________________________________________________________________________ - -RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ___________________________ __ _ INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 51.44 Tc = K -[(LENGTH" 3.00)/(ELEVATION CHANGE) 1"'0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.445 " 10 YEAR RAINFALL INTENSITY (INCH/ MR) = 2.280 SUBAREA Tc AND LOSS RATE DATA(AMC III: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL Date: 11/07!00 File name: FC10AB.RES Page 54 "5-7 DWELLINGS/ACRE" D 1.59 0.47 0.50 75 13.45 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 2.93 TOTAL AREA(ACRES) = 1.59 PEAK FLOW RATE(CFS) = 2.93 -......................«.................. «....,......,, .... FLOW PROCESS FROM NODE 280.00 TO NODE 280 00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOP. CONFLUENCE«cac --AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES< «< TOTAL NUNBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE - TIME OF CONCENTRATION(MIN.) = 13.45 RAINFALL INTENSITY(INCH/HR) = 2.2R AP.EA-AVERAGED Fm(INCH/HP.) = 0.23 APEA-AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.59 TOTAL STREAM AREA(ACRES) = 1.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.93 CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER. (CFS) (MIN ) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.82 13.16 2.309 0.47( 0.24) 0.50 7 1 0.00 1 14.89 13.38 2.286 0.47( 0.23) 0.50 7.2 0.00 1 14 45 14 78 2.153 0.47( 0.23) 0.50 7.5 0.00 ] 13.90 15 99 2.055 0.47( 0.24) 0.50 7.7 0.00 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 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. PEAK FLOW RATE TABLE - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.85 13.16 2.309 0.47( 0.23) 0.50 10.3 0.00 2 20 95 13.38 2.286 0.47( 0.23) 0.50 10.5 0.00 3 20 95 13 39 2.285 0.47( 0.23) 0.50 10.5 0.00 4 20.94 13 45 2.280 0.47( 0.23) 0.50 10.5 0.00 5 20.15 14.78 2.153 0.47( 0.23) 0.50 10.8 0.00 6 19.31 15.99 2.055 0.47( 0.24) 0 50 11.0 0.00 7 20.94 13.45 2.280 0.47( 0.23) 0.50 10.5 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAL: FLOW PATE(CFS) = 20.95 Tc(MIN.) = 13.39 EFFECTIVE AREA(ACRES) = 10.48 AREA -AVERAGED Fm(INCH/HR) = 0.23 AP.EA-AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 10.97 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 280.00 = 1380.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 280.00 TO NODE 330.00 IS CODE = 31 ____________________________________________________________________________ - -COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« » »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<« __________________________________ ELEVATION DATA: UPSTREAM(FEET) 43.20 DOWNSTREAM(FEET) ______________ 40.88 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.6 INCHES Date: 11/07/00 File name: FC10AB.RES Page 55 PIPE -FLOW VELOCITY(FEET/SEC.) = 5.55 ESTIMATED PIPE DIAMETEP.(INCH) = 30.00 NUMBER. OF PIPES = 1 PIPE-FLOW(CFS) = 20.95 PIPE TRAVEL TIME(MIN.) = 1.80 TC(MIN.) = 15.20 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 19RO.00 FEET .......««.,««««««.«..««....««.««...........«.....««.........««............ FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 10 ________________________________ » » MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK X 3 ««< `«{k••••w•4 •ei•• ....... ...................................................• '••`{« FLOW PROCESSFROMNODE0.00TONODE310-00ISCODE=21 A -// ____________________________________________________________________________ »-PATIONAL METHOD INITIAL SUBAREA ANALYSIS -- -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL INITIAL SUBAREA FLOW-LENGTH(FEET) 730.00 ELEVATION DATA: UPSTREAM(FEET) = 55.50 DOWNSTREAM (FEET = 50.63 Tc = K -((LENGTH** 3.00)/(ELEVATION CHANGE)]"«0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.806 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.151 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP.) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 2.63 0.47 0.50 75 14 R1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.54 TOTAL AREA(ACRES) = 2 63 PEAK FLOW RATE(CFS) = 4.54 .......«.....««..«.............................................. FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 ________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.81 RAINFALL INTENSITY(INCH/HR) = 2.15 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.63 TOTAL STREAM AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.54 .....«................................«.....................«............... FLOW PROCESS FROM NODE 0.00 TO NODE 310.00 IS CODE = 21 4-10 ---------------------------------------------------------------------------- »-RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - ____________________________________ _ INITIAL SUBAREA FLOW-LENGTH(FEET) 660.00 ELEVATION DATA: UPSTREAM(FEET) = 55.80 DOWNSTREAM(FEET) = 50.63 Tc = K'[(LENGTH'" 3.00)/(ELEVATION CHANGE)j•'0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN ) = 13.771 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.247 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Date: 11/07'00 File name: FC10AB.RES Page 56 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACP.E" D 2 52 0.47 0.50 75 13.77 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.56 TOTAL APEA(ACP.ES) = 2.52 PEAK FLOW RATE(CFS) = 4.56 .................«..............«.................... .......... FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -- --AND -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«« < ___ __ _ _ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE. TIME OF CONCENTPATION(MIN.) = 13.77 RAINFALL INTENSITY(INCH/HR) = 2.25 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.52 TOTAL STREAM AP.EA(ACRES) = 2.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.56 - CONFLUENCE DATA .« STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE 1 4.54 14.81 2.151 0.47( 0.23) 0.50 2.6 0.00 2 4.56 13.77 2.247 0.47( 0.23) 0.50 2.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE «« STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER, NUMBER, (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK. FLOW PATE(CFS) = 8.99 Tc(MINA = 13.77 EFFECTIVE AREA(ACRES) = 4.97 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL APEA(ACRES) = 5.15 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 310.00 = 730.00 FEET. «.«..............«.............................................. FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< --USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)­­ ------------------------- ELEVATION LOW)««ELEVATION DATA: UPSTREAM(FEET) 44.02 DOWNSTREAM(FEET) 42.69 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.10 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.99 PIPE TRAVEL TIME(MIN.) = 1.83 Tc(MIN.) = 15.60 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 320.00 = 1180.00 FEET. ......................«..................................................... FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 Date: 11/07/00 File name: FC10AB.P.ES Page 37 _______________ _ --COMPUTE STREET FLOW TRAVEL TIME THP.0 SUBAREA« « » » (STANDAP.D CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 52.10 DOWNSTREAM ELEVATION(FEET) 49 75 STREET LENGTH(FE-) = 520.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDT�. .EET) = 20.00 DISTANCE FROM CROWN TO CP.OSSFALL GRADEBREAK(FEET) = 15.00 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 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTP.EET FLOOD WIDTH(FEET) = 11.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.68 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC ) = 0.61 STREET FLOW TRAVEL TIME(MIN.) = 5.17 Tc(MIN.) = 17.73 " 10 YEAR RAINFALL INTENSITY(INCH/HP.) = 1.931 SUBAREA LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" D 0.38 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 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 TOTAL AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) = 2 37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.47 FLOW VELOCITY(FEET/SEC.) = 1.65 DEPTH-VELOCITY(FT'FT/SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1040.00 FEET ................................................................ FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ­-AND ONFLUENCE«a» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- TOTAL ALUES«- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATION(MIN.) = 17.73 RAINFALL INTENSITY(INCH/HR) = 1.93 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.55 TOTAL STREAM AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.37 - CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.24 18.91 1.858 0.47( 0.23) 0.50 4.7 0.00 2 2.37 17.73 1.931 0.47( 0.24) 0.50 1.5 0.00 Date 11/07/00 File name FC10AB.RES RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW PATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 2 9 46 17.73 1.931 0.47( 0.23) 0.50 6.0 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 9.50 Tc(MIN.) = 18.91 EFFECTIVE AREA(ACRES) = 6.27 AREA -AVERAGED Fm(INCH/HP.) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 6.27 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1360.00 FEET. ............................................................... FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 ________________________________________________________________ » » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.91 RAINFALL INTENSITY(INCH/HR) = 1.86 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 6.27 TOTAL STREAM AREA(ACRES) = 6.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.50 Page 38 .............................................................+.............. FLOW PROCESS FROM NODE 0.00 TO NODE 175.00 IS CODE = 21 0-2q. , ---------------------------------------------------------------------------- » -RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _ INITIAL SUBAREA FLOW-LENGTH(FEET) 670.00 ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) = 50.00 Tc = K'((LENGTH'• 3.00)/(ELEVATION CHANGE))"0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13 444 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.280 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" D 4.49 0.47 0.50 75 13.44 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 8.26 TOTAL AREA(ACRES) = 4.49 PEAK FLOW RATE(CFS) = 8.26 ................... ` •... *«FLOW PROCESS FROMNODE175............................ �; #**• 00TONODE175`**.............. 00ISCODE="•` ` 81 -' _2y• 2 ____________________________________________________________________________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 13.44 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.280 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Date: 11/07/00 File name: FC10AB.P.ES LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACR.E' D 1.63 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HP.) = 0 47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACP.ES) = 1.63 SUBAREA RUNOFF(CFS) = 3 00 EFFECTIVE AREA(ACRES) = 6.12 AREA -AVERAGED Fm(INCHIHP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 6.12 PEAK FLOW RATE(CFS) = 11 26 ...«.......«+..........+...........................««.........«. FLOW PROCESS FROM NODE 175.00 TO NODE 180.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THR.0 SUBAREA« « » » USING COM1 3R -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)­­ ---------- ELEVATION LOW)««ELEVATION DATA UPSTREAM(FEET) = 44.40 DOWNSTREAM(FEET) 42.55 FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIP£ IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.29 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 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. ....«.«......«..«.................«............................. FLOW PROCESS FROM NODE 180.00 TO NODE 180 00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -- --AND -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- ----------------- TOTAL ALUES-- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.61 RAINFALL INTENSITY(INCH/HR) = 2.17 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 6.12 TOTAL STREAM AREA(ACRES) = 6.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.26 .« CONFLUENCE DATA •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 1 9.46 17.73 1.931 0.47( 0.23) 0.50 6.0 0.00 2 11.26 14.61 2.169 0.47( 0.23) 0.50 6.1 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS •• PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 19.33 17.73 1.931 0.47( 0.23) 0.50 12.1 0.00 2 18.95 18.91 1.858 0.47( 0.23) 0.50 12.4 0.00 3 20.15 14.61 2.169 0.47( 0.23) 0.50 11.0 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.15 Tc(MIN.) = 14.61 EFFECTIVE AREA(ACRES) = 11.04 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.39 Page 39 Date: 11/07/00 File name: FC10AB.RES LONGEST FLOWPATH FROM NODE 0 00 TO NODE 180.00 = 1360.00 FEET. ....,...,.««..............«..,..................,............... FLOW PROCESS FROM NODE 180 00 TO NODE 185 00 IS CODE = 31 >.. »COTIPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAP.EA- « » »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ------------ LOWN «« ELEVATION DATA UPSTREAM(FEET) = 42.55 DOWNSTREAM(FEET) = 39.76 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21 0 INCH PIPE IS 14.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.60 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.15 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 14.75 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 185 00 = 1460.00 FEET. ..................................«.....,..........««.«..««««««.«««...««...« FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 11 ---------------------------------------------------------------------------- » »CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY« < .. MAIN STREAM CONFLUENCE DATA •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN ) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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 0.00 3 18.95 19.06 1.849 0.47( 0.23) 0.50 12.4 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 FEET. •• MEMORY BANK # 1 CONFLUENCE DATA •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN ) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 68.80 8 51 2.999 0.47( 0.22) 0.46 21.6 0.00 2 77.75 12 15 2.422 0.47( 0.22) 0.47 31.0 0.00 3 77.95 12.24 2.412 0.47( 0.22) 0.47 31.2 0.00 4 79.82 13.11 2.315 0.47( 0.22) 0.47 33.6 0.00 5 81.77 14 02 2.223 0.47( 0.22) 0.47 36.4 0.00 6 82.45 14.36 2.192 0.47( 0.22) 0.47 37.4 0.00 7 85.04 15.79 2.070 0.47( 0.22) 0.47 41.7 0.00 8 86.33 16.57 2.011 0 47( 0.22) 0.47 43.9 0.00 9 86.90 16.92 1.986 0.47( 0.22) 0.47 44.9 0.00 10 87.20 17.33 1.958 0.47( 0.22) 0.47 45.9 0.00 11 87.21 17,33 1.957 0.47( 0.22) 0.47 46.0 0.00 12 87.21 17.33 1.957 0.47( 0.22) 0.47 46.0 0.00 13 87.26 17.76 1.929 0.47( 0.22) 0.47 46.9 0.00 14 87.25 17.94 1.918 0.47( 0.22) 0.47 47.2 0.00 15 87.18 1R.29 1.895 0.47( 0.22) 0.47 47.9 0.00 16 86.77 19.18 1.842 0 47( 0.22) 0.46 49.4 0.00 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 19 85.27 21.02 1.744 0.48( 0.22) 0.46 52.1 0.00 20 84.96 21.26 1.732 0.48( 0.22) 0.46 52.3 0.00 21 84.43 21.61 1.715 0.48( 0.22) 0.46 52.7 0.00 22 83.88 21.94 1.699 0 48( 0.22) 0.46 53.0 0.00 23 81.66 23.10 1.648 0.48( 0.22) 0.46 53.7 0.00 24 81.33 23.26 1.641 0.48( 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 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 0.00 FEET .. PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE Page 40 Qi �I a N n II o 11 n2 ma C u u r u u u r I 11 N II II N a u 11 a ii Q£ w w w a w II U o ❑ A Q; W Q U o ❑ n W O O [[ilil w W O II q u U a ❑ r uIt v '1 II !n V !n m O II In V v II O H W H O W O H VV II W 11 a w a v1 o v a o v F a 1/1 vI In Q a: T o II o w o v o V a u Ul o T e u� w v w II U W .i V H II y N U O 11 N CQ a W T o— o U o V II 3 a T O— o U a II w U S o F N i i H r Ii S w H S W j u a H a 3 z 11 E a s II o w H a 3 z w it F O w 1 0 111 W a 0 11 In C7 11 11 O w O a It f/ In — a q I V n ❑ 2 w I I y-- .1 m rv— a ❑ u F It Ta lil w a z w o to II F2 0 O Z I a u 2 Z T ii s In w O 2 I a 11 C H Q U Y O it W o M Q a n U 2 T H Q U X I O❑ it W .y Q - 1U-, a O W ❑ M n O W a n II Q - E a « O 1 w W q m n � — W W F Z F n; II z£ s — W V W FF U 1 Z o V F q a W b v r W Q O I O U U F q a 2 11 W e a N N W N m 0 F 1 U H a Q [K O 11 a N~ N e V W 11 W U Y1 Z — O a 0. 11 ❑ 0 0 II N W N O �� W a -- O a a s 11 ❑ 0 0 II W Q a c» a r O F II H 11 II n a O Z II w F > Yt UI 7 m Q m 0 O F w II Z II 11 ❑ F O C' 111 W v r W II N — a i s 11 w W N F O ❑ Ul 4ii 1� z Q VI a O 11 o u O a d N 11 a s W U II a a W u 2 O I E u U H 2 m 11 n 0 2 T-- a O W U1 (11 WW w O: a 0 U— U F II 2 W W w H a a o u— U F q a ❑ In £ T T T ✓1 Q U1 H a it W —£ E F q] A E:' II m £ T T T ut Q y Q O O W y❑— U — W E W 1 a W o 2 Q - O O W 2 a 11 q W W Z H T T o Q a Q A I F a o q H 11 « q i w 11 w z H T T o a a a > > O a l I O U U W U O I❑ z III 3 F W >> O a R: 11 W N O U U W U 2 w II a❑ — H H a a a Z O w It O I11 M UI a U1 W a a— II z W a n a❑ — H H a a^ v1 a W W W G 11 F E >� u a �- cn T U II a s o a N a W W cn 1❑> '1 E E �+ 1 a V1 In u 11 a❑ Q 01+1 u a a w— «£ 1 H 1 m N E. a s a u Ill 0 I1 W a E a a£ w u o W o 1 H w ..] a d u cn O w n w E a a£ u a s F V1 w W Q a— A F C7 O W a W 1 w u O a z 2 W Q W w n W Q F W A F In O O w a a W q II O a 2 Z W Q W yy W L d q w U 1 E n Q fil w q❑❑ a F ..� w u a F O q y W [� q ....{{ w U I F a n a ffilil W A❑❑ a F > u F W W W F q N a 0 II a Q z a 0. a [. m H a 0.' 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W W w E+ a Z O a W W y l� I z II W 2 H 0 0 0 m 0. to z 11 m w a Z a a W W a N I z 0 II W U W ¢ a>> a 4 W H II m w 0 Q Q q w w O 41 q a y a u a s>>� a w H u ,1 m w o Q Q Q w F£❑ a a a a W U 1I U U a' K a w a 3 u £ 11 In z Q a F ❑ H a a a a w u u u 0.' a t w a a 2 a W w W H F 0 O F O W ❑ 2 a W w W> E O N a 0 >>> y a a qw F n a Q >• a 0 `'a 2 3 a a a 4 I w 2y u W w a>>> cn a ts1 a ..] W W W W a ❑ ❑ O a d a Q F w a 1 F X W W a a W A W W W d I A d u ❑ o a a a a F w a w ❑ a n: a s Z a a w U a W Q �: o o: W O a a a a n n 11 a a wH u a a> w w w 3 n n 11 a W a Y RW O l n n II F Z£ W W W W F a OZ F a 0. a w F O q m mm O w 1 ❑ n 1 O W F+ U W F m oi L v m a I II F II E � i ii 0 0 0 0 OO p 0 0 0 0 0 0 0 O O O O 0 0 0 0 0 0 0 0 0 0 0 0 w O O O O O O C O O O O O O O O O O O O O O O o 0 0 0 N 0 O O � W M II M II II 11 N II O C O V II II 0 II V Ii II 11 11 T e 10 N b O H C aT O� N H r O� T O� m r C W F ❑ 3 II w W W V w ❑ a 11 W T o n u O O W a I1 u a w O W II w u s e In � ry a a e e v In In vl vl N N vl In e m� e� m e m e e m m 2 o w ii o Q i1 £ w E a w v iI ' M w N 7 cn n a �❑❑ a .+ O m v v v v v o c c v a c v v v v v o o v v v c c v v v v v . i v N n W W x rl v H n ZZ cv m Q p o 0 0 0o 0 0 0 0 0 0 0 0 0 0 0 • II aQ sa H a s II U II N I H II S w O U N N N N N N N N N N N N N N N 3 W W ❑ Q 11 S 11 H w m 2 II —❑ M H II O Vl O •-• N W N N N N N N N N N N N N N N N N N N N O>> O a Z a a 2 O 11 Z O I m 2 11 In N z Z l a a 11 O M W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a H pr w r N w a 0!7 II II a W F o O a W r U e m F m N O a zd ti r r r r r r p r r r r r p r ra re r r r r u a a: Op 2 H ii M Z u F 2 s 11 Q u a Y z T a F a a o o O In ii r a pp lail 11 U M 0 0 ; 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 II N E H F W m o a e y O H u W o m O ii F II u 2 .moi m m .+ o o m m m m m r r r r r m e ✓�+ o � o .n m � Wn E. o w s o mW❑O o a Z n w W W �2 N H H N N N N N N N N •+ .♦ H H .y H •� .y .. .i .-I .'I .'1 H H H H r E II Or w❑Z£O —aTTV H > F 1 W o T V V U W H W o n ff q iInItI a4K3Oa LQNwl waIfffffFilililililil H Z it O1H 1 0 TZkka311 WfaFil w W2tFZH+l O FH M F 11 0 aFw e.I Z0 H F aa n1IIiIII In m No mN H v O eN n Na£FW n—vI 1 M rN m o w W o il wa £ «W❑ ooa ❑W 1 r 2 071 A W U 11 a s 5 a a: Wua amz oo UQ o FW zHV ❑ It wH Fa a W oUw nnn £a Qa wH£ mNN IT lM 1.0 om rO N mM F ❑ a aa Q W 3 a a Fw F FC7 w m m m 0 o w W H 1 3 V1 Q o u a Q Z a 0 0 0 o m o p o 0 0 0 0 0 0 0 0 0 0 o mm m W o a a O o uw In E n ❑ s a>a a u Wa oa 1W Oa 11 W£ ❑F IiI zqa maH ayyQaQW U H 2 ❑ O W a W a N II O E F FF aa yWa"X' �+ a U E -Ea w w E w a N m F ❑ U a W N n n n a s W n W n a a o N N N N O aX w a Q 0 a F £ g W w E z 3 n A 'I > 3F W w W 0 O A A W O a a F a a Z 3 n U11 H> O A 5 ii W a II a mm y O w a 0 0 V a W a F a a It a a W N O W n A 1 W w g W W W W a a n H w n n 11 U a � ♦ I 11 r I II ❑ Date: 11/07/00 File name: FC10AS RES " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE 1 4 48 16.30 2.031 0.47( 0.24) 0.50 2 R 0 00 2 8.23 16.81 1.994 0 47( 0.24) 0.50 5 2 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW PATE TABLE " 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 2 12.62 16.81 1.994 0.47( 0 24) 0.50 8.0 0 00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.63 Tc(MIN.) = 16.30 EFFECTIVE AREA(ACRES) = 7.81 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.97 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 210.00 = 950.00 FEET. ................................................................ FLOW PROCESS FROM NODE 210.00 TO NODE 230.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAPEA««< --USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) -- ---------- LOW)« < ELEVATION DATA: UPSTREAM(FEET) = 44 44 DOWNSTREAM(FEET) 44 17 FLOW LENGTH(FEETI " 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.83 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.63 PIPE TRAVEL TIME(MIN ) = 0.24 Tc(MIN.) = 16.54 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 = 1020.00 FEET ................................................................ FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 ________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE - 1 - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTP.ATION(MIN.) = 16.54 RAINFALL INTENSITY(INCH/HR) = 2.01 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 7.81 TOTAL STREAM AREA(ACRES) = 7.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.63 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 220.00 IS CODE = 21 r 3 ____________________________________________________________________________ --RATIONAL METHOD INITIAL SU13AREA ANALYSIS-« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 820.00 ELEVATION DATA: UPSTREAM(FEET) = 57.20 DOWNSTREAM(FEET) = 50.93 Tc = K`I(LENGTH-- 3.00)/(ELEVATION CHANGE) ]"`0.20 Page 43 Date: 11/07/00 File name: FC10AB.R.ES SUBAPEA ANALYSIS USED MINIMUM Tc(MIN.) = 15.093 . 10 YEAR RAINFALL INTENSITY(INCH/HP.) = 2.127 SUBAREA Tc AND LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACP.E" D 3.26 0.47 0.50 75 15.09 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF (CPS) = 5.55 TOTAL APEA(ACP.ES) = 3.26 PEAK FLOW PATE(CFS) = 5.55 ............................................................... FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 31 --COMPUTE COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- ­1 --USING USING COMPUTER. -ESTIMATED PIPESIZE (NON -PRESSURE FLOW -- ______________________________________ _ ELEVATION DATA- UPSTREAM(FEET) = 43.95 DOWNSTREAM(FEET) = 43 68 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.55 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 15.18 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 = R50.00 FEET. ................................................................ FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 --DESIGNATE DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- - ­AND »» AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-« TOTAL NUMBER, OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.18 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA-AVEPAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.26 TOTAL STREAM AREA(ACRES) = 3.26 PEAK FLOW PATE(CFS) AT CONFLUENCE = 5.55 .. CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.63 16.54 2.013 0.47( 0.23) 0.50 7.8 0 00 1 12.62 17.05 1.977 0.47( 0.24) 0.50 8.0 0.00 2 5.55 15.18 2.119 0.47( 0.23) 0.50 3.3 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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 3 17.83 15 18 2.119 0.47( 0.24) 0.50 10.4 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.87 Tc(MIN.) = 16.54 Page 44 Date: 11/07/00 File name: FC10AB.R.ES EFFECTIVE AREA(ACRES) = 11.07 AP.EA-AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.23 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 230 00 = 1020.00 FEET. ««................«............................................. FLOW PROCESS FROM NODE 230.00 TO NODE 250.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA ««< --USING USING COMPUTER, -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)—— ============ ELEVATION DATA: UPSTREAM(FEET) = 43 65 DOWNSTREAM(FEET) 42.02 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5 31 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.87 PIPE TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 17.83 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 250.00 = 1430.00 FEET. .............«......«.......................... I................ FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 ________________________________________________________________ »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTRATION(MIN.) = 17.83 RAINFALL INTENSITY(INCH/HR) = 1 92 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 11.07 TOTAL STREAM AREA(ACRES) = 11 23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.87 ........«......«.............................a..........................«. FLOW PROCESS FROM NODE 0.00 TO NODE 250.00 IS CODE = 21 r -------------------------------------------------------------------------- »> RATIONAL ML )D INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ­ INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 53.90 DOWNSTREAM(FEET) = 49.59 Tc = K*[(LENGTH** 3.001/(ELEVATION CHANGE)]"*0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.282 49.59 " 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.199 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 Tc "5-7 DWELLINGS/ACRE" D 2.09 0.47 0.50 75 14.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 14.22 SUBAREA RUNOFF(CFS) = 3.69 TOTAL AREA(ACRES) = 2.09 PEAK FLOW RATE(CFS) = 3.69 .a................«...aaaa................................................«. FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 ____________________________________________________________________________ ——DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « « TOTAL NUMBER OF STREAMS = 3 Page 45 Date. 11/07;00 File name: FC10AS.P.ES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 APE: TIME OF CONCENTPATION(MIN.) = 14.28 RAINFALL, INTENSITY(INCH/HR) = 2 20 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA-AVEPAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 EFFECTIVE STPEAM AREA(ACRES) = 2.09 TOTAL STPEAM AREA(ACRES) = 2.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.69 ...«...........................««...«..................«....«..«.«..«.«.«. FLOW PROCESS FROM NUDE 0.00 TO NODE 250.00 IS CODE = 21 C S --RATIONAL RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 ELEVATION DATA. UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 49.59 Tc = K•[(LENGTH** 3.00)/(ELEVATION CHANGE)] "0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.216 . 10 YEAR. RAINFALL INTENSITY(INCH/HR) = 2.205 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 "5-1 DWELLINGS/ACPE" D 3.39 0.47 0.50 75 14.22 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAPEA RUNOFF(CFS) = 6.01 TOTAL AREA(ACP.ES) = 3.39 PEAK FLOW RATE(CFS) = 6.01 ......................................«.«.................................«. FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >» AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«« _===== TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.22 RAINFALL INTENSITY(INCH/HR) = 2.20 AREA -AVERAGED Fm(INCH/HP.) = 0.24 AREA-AVEPAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 EFFECTIVE STREAM AP.EA(ACP.ES) = 3.39 TOTAL STREAM AREA(ACRES) = 3.39 PEAK FLOW PATE(CFS) AT CONFLUENCE = 6.01 " CONFLUENCE DATA - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.87 17.83 1.925 0.47( 0.23) 0.50 11.1 0.00 1 17.75 18.34 1.892 0.47( 0.24) 0 50 11.2 0 00 1 17.83 16.47 2.018 0.47( 0.24) 0.50 10.4 0.00 2 3.69 14.28 2.199 0.47( 0.23) 0.50 2 1 0.00 3 6.01 14.22 2.205 0.47( 0.24) 0.50 3.4 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. *" PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 46 r L L `' Sycamore Hills [ Storm Drain Basis of Design �. Technical Appendix A 10 -year Developed Condition Hydrology r� Pa Hydrology to Node 530 (Empire Center Blvd) 60 e Date: 11/09/00 File name: FC10C.RES •........................................................................... 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 ......................"• DESCRIPTION OF STUDY '•'•""'•'•"•••""•"" ' Sycamore Hills - Forecast Homes JN 15-100187 ' • 10 -year Rational Method Hydrology at Node 530 ' • October 2000/hjb ' FILE NAME: FC\FC10C.DAT TIME/DATE OF STUDY: 11:35 11/08/2000 ____ _ 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) = 1.330 COMPUTED RAINFALL INTENSITY DATA: 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' FLOW PROCESS FROM NODE 0.00 TO NODE d00.00 IS CODE = 21 A-21 »»-RATIONAL METHI INITIAL SUBAREA ANALYSIS«« >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 590.00 ELEVATION DATA: UPSTREAM(FEET) = 52.30 DOWNSTREAM(FEET) = 48.09 Tc = K'[(LENGTH•• 3.00)/(ELEVATION CHANGE)] " 0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.415 *10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.283 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" D 2.14 0.47 0.50 75 13.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.94 TOTAL AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) = 3.94 ....."......"............a................................................ FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 1 Page 1 Date: 11/09/00 File name: FC10C.RES ..----- __________________________ __________________ »»-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.42 RAINFALL INTENSITY(INCH/HR) = 2.28 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.14 TOTAL STREAM AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.94 .......................................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 400.00 IS CODE = 21 A - 2 2 --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 570.00 ELEVATION DATA: UPSTREAM(FEET) = 52.30 DOWNSTREAM(FEET) = 48.09 Tc = K•((LENGTH•' 3.00)/(ELEVATION CHANGE))••0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.141 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.311 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• D 2.01 0.47 0.50 75 13.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.76 TOTAL AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) = 3.76 ..............................................." ........................... FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 1 » >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ­-AND ONFLUENCE««» -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.14 RAINFALL INTENSITY(INCH/HR) = 2.31 AREA -AVERAGED FM(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.01 TOTAL STREAM AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.76 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.94 13.42 2.283 0.47( 0.23) 0.50 2.1 0.00 2 3.76 13.14 2.311 0.47( 0.23) 0.50 2.0 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER Page 2 Date: 11/09/00 File name: FC10C.RES Page 3 1 1 Date: 11/09/00 File name: FC10C.RES NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.65 13.42 2.283 0.47( 0.23) 0.50 4.2 0.00 2 7.67 13.14 2.311 0.47( 0.23) 0.50 4.1 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.67 Tc(MIN.) = 13.14 EFFECTIVE AREA(ACRES) = 4.11 AREA-AV$RAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.15 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 400.00 = 590.00 FEET. ................................................................ FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« ______________ ELEVATION DATA: UPSTREAM(FEET) = 41.21 DOWNSTREAM(FEET) 38.04 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.67 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 13.27 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 670.00 FEET. FLOW PROCESS FROM NODE 610.00 TO NODE 610.00 ZS CODE = 1 -------------------------------------- »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« << TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.27 RAINFALL INTENSITY(INCH/HR) = 2.30 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.11 TOTAL STREAM AREA(ACRES) = 4.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.67 ••• • `••f•• FLOW PROCESSFROMNODE0.•ff•k 00 TONODE410•,•* '•` 00ISCODE=7 " DAfA AgO^J WZ --------------------------------------------------------------------- 4 f *Voz> E M/ i> »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE -- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 16.86 RAINFALL INTENSITY(INCH/HR) = 1.99 EFFECTIVE AREA(ACRES) = 49.16 TOTAL AREA(ACRES) = 53.27 PEAK FLOW RATE(CFS) = 90.33 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ..............................................................•............. FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.86 RAINFALL INTENSITY(INCH/HR) = 1.99 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 49.16 TOTAL STREAM AREA(ACRES) = 53.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 90.33 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 1 7.67 13.27 2.298 0.47( 0.23) 0.50 4.1 0.00 2 90.33 16.86 1.990 0.47( 0.23) 0.50 49.2 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 91.22 13.27 2.298 0.47( 0.23) 0.50 42.8 0.00 2 91.76 13.54 2.270 0.47( 0.23) 0.50 43.6 0.00 3 96.93 16.86 1.990 0.47( 0.23) 0.50 53.3 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 96.93 Tc(MIN.) = 16.86 EFFECTIVE AREA(ACRES) = 53.31 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 57.42 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 670.00 FEET. ................................................................ FLOW PROCESS FROM NODE 410.00 TO NODE 415.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< --USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« ELEVATION DATA: UPSTREAM(FEET) = 35.52 DOWNSTREAM(FEET) 34.33 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.10 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 96.93 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 17.48 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 415.00 = 970.00 FEET. ................................................................ FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 1 ________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.48 RAINFALL INTENSITY(INCH/HR) = 1.95 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 53.31 TOTAL STREAM AREA(ACRES) = 57.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 96.93 Date: 11/09/00 File name: FC10C.RES ....... ........w. ..... ........ .............................................. FLOW PROCESS FROM NODE 0.00 TO NODE 415.00 IS CODE = 21 A 9 3 ----------------- _____________________________ ___..-_-____-______________--- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<c« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— INITIAL SUBAREA FLOW-LENGTH(FEET) _= 260.00 Intensity ELEVATION DATA: UPSTREAM(FEET) = 48.52 DOWNSTREAM(FEET) = 47.48 Tc = K•[(LENGTH** 3.00)/(ELEVATION CHANGE) I * -0. 20 NUMBER (CFS) (MIN.) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.481 (INCH/HR) *10YEAR RAINFALL INTENSITY(INCH/HR) = 3.006 NODE SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 91.22 13.89 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.56 0.47 0.10 75 8.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 0.47( 0.23) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 0.00 SUBAREA RUNOFF(CFS) = 1.49 1 96.93 17.48 TOTAL AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) = 1.49 0.47( 0.23) .•••...ww.ww........0 .•.....wwww.ww.www.ww.................. ww...w....ww... FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 1 ---------------------------------------------------------------------------- ——DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.48 RAINFALL INTENSITY(INCH/HR) = 3.01 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.56 TOTAL STREAM AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.49 `w CONFLUENCE DATA w' DOWNSTREAM NODE ELEVATION(FEET) = 51.52 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE SUBAREA LOSS RATE DATA(AMC II): 1 91.22 13.89 2.236 0.47( 0.23) 0.50 42.8 0.00 0.10 75 1 91.76 14.16 2.210 0.47( 0.23) 0.50 43.6 0.00 1 96.93 17.48 1.948 0.47( 0.23) 0.50 53.3 0.00 21.79 2 1.49 8.48 3.006 0.47( 0.05) 0.10 0.6 0.00 0.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .w PEAK FLOW RATE TABLE ww STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 92.32 13.89 2.236 0.47( 0.23) 0.49 43.4 0.00 2 92.85 14.16 2.210 0.47( 0.23) 0.49 44.2 0.00 3 97.88 17.48 1.948 0.47( 0.23) 0.50 53.9 0.00 4 78.63 8.48 3.006 0.47( 0.23) 0.49 26.7 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 97.88 Tc(MIN.) = 17.48 EFFECTIVE AREA(ACRE_ = 53.87 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 57.98 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 415.00 = 970.00 FEET. 5 Date: 11/09/00 File name: FC10C.RES Page 6 ................................................................ FLOW PROCESS FROM NODE 415.00 710 NODE 420.00 IS CODE = 56 --COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREAcc<c< __________________________________________ ELEVATION DATA: UPSTREAM(FEET) 34.33 DOWNSTREAM(FEET) _ 33.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0024 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 1.0 .1. FACTOR = 3.000 MANNING'S FACTOR = 0.030 ESTIMATED CHANNEL HEIGHT(FEET) = 3.47 CHANNEL FLOW THRU SUBAREA(CFS) = 97.88 FLOW VELOCITY(FEET/SEC) = 3.18 FLOW DEPTH(FEET) = 2.47 TRAVEL TIME(MIN.) = 1.57 TC(MIN.) = 19.05 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 1270.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK 0 1 ««< ..................................................................w......... FLOW PROCESS FROM NODE 0.00 TO NODE 450.00 IS CODE = 7 DATA FROM .4 »---SPECIFIED--------HYDROLOGY----------INFORM-----A---TION---AT--NODE-----«-ccc--b*7T-----------T 4 OF SAM » >USER USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 18.51 RAINFALL INTENSITY(INCH/HR) = 1.88 EFFECTIVE AREA(ACRES) = 63.91 TOTAL AREA(ACRES) = 70.70 PEAK FLOW RATE(CFS) = 95.92 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.83 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ...................................................................w...... FLOW PROCESS FROM NODE 450.00 TO NODE 460.00 IS CODE = 9 D - / __________________________________________________________________________ »»>COMPUTE 'V• GUTTER FLOW TRAVEL TIME THRU SUBAREA«« UPSTREAM NODE ELEVATION(FEET) = 57.88 DOWNSTREAM NODE ELEVATION(FEET) = 51.52 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 .V. GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 MAXIMUM DEPTH(FEET) = 5.00 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.706 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 8.32 0.47 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 102.12 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.61 AVERAGE FLOW DEPTH(FEET) = 1.38 FLOOD WIDTH(FEET) = 18.18 .V' GUTTER FLOW TRAVEL TIME(MIN.) = 3.28 Tc(MIN.) = 21.79 SUBAREA AREA(ACRES) = 8.32 SUBAREA RUNOFF(CFS) = 12.43 EFFECTIVE AREA(ACRES) = 72.23 AREA -AVERAGED Fm(INCH/HR) = 0.34 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 79.02 PEAK FLOW RATE(CFS) = 95.92 FA ApJ.4 Date: 11/09/00 File name: FC10C.RES Page 7 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA 'V' GUTTER HYDRAULICS: DEPTH(FEET) = 1.34 FLOOD WIDTH(FEET) = 17.79 FLOW VELOCITY(FEET/SEC.) = 6.50 DEPTH"VELOCITY(FT•FT/SEC) = 8.71 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 460.00 = 2570.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 460.00 TO NODE 500.00 IS CODE = 9 D - Z ____________________________________________________________________________ »»>COMPUTE 'V' GUTTER FLOW TRAVEL TIME THRU SUBAREA- ­ UPSTREAM NODE ELEVATION(FEET) 51.52 DOWNSTREAM NODE ELEVATION(FEET) = 36.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1380.00 'V' GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.800 PAVEMENT LIP(FEET) = 0.400 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 MAXIMUM DEPTH(FEET) = 5.00 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.609 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/RR) (DECIMAL) CN COMMERCIAL D 12.24 0.47 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 104.52 TRAVEL TIME THRU SUBAREA BASED ON VELOC ITY(FEET/SEC.) = 10.29 AVERAGE FLOW DEPTH(FEET) = 1.92 FLOOD WIDTH(FEET) = 12.17 'V' GUTTER FLOW TRAVEL TIME(MIN.) = 2.24 Tc(MIN.) = 24.02 SUBAREA AREA(ACRES) = 12.24 SUBAREA RUNOFF(CFS) = 17.21 EFFECTIVE AREA(ACRES) - 84.47 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 91.26 PEAK FLOW RATE(CFS) = 99.99 END OF SUBAREA 'V' GUTTER HYDRAULICS: DEPTH(FEET) = 1.89 FLOOD WIDTH(FEET) = 11.87 FLOW VELOCITY(FEET/SEC.) = 10.20 DEPTH'VELOCITY(FT`FT/SEC) = 19.26 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 3950.00 FEET. ........u........+..................:...................u........ FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = a ....... 1 --------- -------- ---------------------- ------------------------ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« << ---- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.02 RAINFALL INTENSITY(INCH/HR) = 1.61 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 84.47 TOTAL STREAM AREA(ACRES) = 91.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 99.99 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 182.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 17.99 RAINFALL INTENSI7Y(INCH/HR) = 1.91 EFFECTIVE AREA(ACRES) = 70.28 Date: 11/09/00 File name: FC10C.RES 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 AREA -AVERAGED Ap = 0.47 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 182.00 TO NODE 500.00 IS CODE = 56 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< » -TRAVELTIME THRU SUBAREA<,- ______________________________ ELEVATION DATA: UPSTREAM(FEET) 36.84 DOWNSTREAM(FEET) _ 36.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0023 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 1.0 'Z' FACTOR = 3.000 MANNING'S FACTOR = 0.030 ESTIMATED CHANNEL HEIGHT(FEET) = 3.61 CHANNEL FLOW THRU SUBAREA(CFS) = 106.68 FLOW VELOCITY(FEET/SEC) = 3.18 FLOW DEPTH(FEET) = 2.61 TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 18.78 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 410.00 FEET. ................................................................ FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 » >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- - -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-<< ____________________________________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.78 RAINFALL INTENSITY(INCH/HR) = 1.87 ARKA-AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 70.28 TOTAL STREAM AREA(ACRES) = 70.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 106.68 " CONFLUENCE DATA '. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 2 106.68 18.78 1.866 0.47( 0.22) 0.47 70.3 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 190.05 24.02 1.609 0.46( 0.26) 0.57 154.8 0.00 2 200.07 18.78 1.866 0.46( 0.26) 0.56 136.3 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 200.07 TC(MIN.) = 18.78 EFFECTIVE AREA(ACRES) = 136.31 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 161.54 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 3950.00 FEET. ••FLOW PROCESSFROM NODE50000TONODE 42000ISCODE=9 `t*•• .• • ... .« • ••«f ...4._3 ____________________________________________________________________________ Page 8 Date: 11/09/00 File name: FC10C.RES --COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA- ­ UPSTREAM NODE ELEVATION(FEET) = 36.50 DOWNSTREAM NODE ELEVATION(FEET) = 33.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 720.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.800 PAVEMENT LIP(FEET) = 0.400 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 MAXIMUM DEPTH(FEET) = 5.00 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.779 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 12.23 0.47 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 209.60 TRAVEL TIME THRU SUBAREA BASED ON VELOC ITY(FEET/SEC.) = 7.73 AVERAGE FLOW DEPTH(FEET) = 2.91 FLOOD WIDTH(FEET) = 22.08 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 20.33 SUBAREA AREA(ACRES) = 12.23 SUBAREA RUNOFF(CFS) = 19.06 EFFECTIVE AREA(ACRES) = 148.54 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 173.77 PEAK FLOW RATE(CFS) = 205.83 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 2.89 FLOOD WIDTH(FEET) = 21.89 FLOW VELOCITY(FEET/SEC.) = 7.70 DEPTH-VELOCITY(FT'FT/SEC) = 22.26 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 1 ---------------------------------------------------------------- --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.33 RAINFALL INTENSITY(INCH/HR) = 1.78 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 148.54 TOTAL STREAM AREA(ACRES) = 173.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 205.83 ........................................................0 "................. FLOW PROCESS FROM NODE 0.00 TO NODE 420.00 IS CODE = 21 D _ q ---------------------------------------------------------------------------- --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 51.49 DOWNSTREAM(FEET) = 40.49 TC = K*I(LENGTH•• 3.00)/(ELEVATION CHANGE)) -•0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.874 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.456 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 6.58 0.47 0.10 75 11.87 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 Page 9 Date: 11/09/00 File name: FC10C.RES SUBAREA RUNOFF(CFS) = 14.27 TOTAL AREA(ACRES) = 6.58 PEAK FLOW RATE(CFS) = 14.27 ................................................................. FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEI «< » -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.87 RAINFALL INTENSITY(INCH/HR) = 2.46 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 6.58 TOTAL STREAM AREA(ACRES) = 6.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.27 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 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 2 14.27 11.87 2.456 0.47( 0.05) 0.10 6.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 216.09 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 3 187.37 11.87 2.456 0.46( 0.23) 0.49 93.3 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 216.09 Tc(MIN.) = 20.33 EFFECTIVE AREA(ACRES) = 155.12 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 180.35 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. ...........................................................................• FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 11 ---------------------------------------------------------------------------- --»» CONFLUENCE MEMORY BANK k 1 WITH THE MAIN -STREAM MEMORY««< " MAIN STREAM CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 187.37 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 3 204.89 25.59 1.549 0.46( 0.24) 0.52 173.6 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. •' MEMORY BANK 4 1 CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/RR) (INCH/HR) (ACRES) NODE 1 78.63 10.14 2.700 0.47( 0.23) 0.49 26.7 0.00 2 92.32 15.48 2.095 0.47( 0.23) 0.49 43.4 0.00 3 92.85 15.75 2.073 0.47( 0.23) 0.49 44.2 0.00 Page 10 Date: 11/09/00 File name: FC10C.RES MAINLINE Tc(MIN) = 22.73 4 97 88 19.05 1.850 0.47( 0.23) 0.50 53.9 0.00 DEVELOPMENT TYPE/ SCS SOIL LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 0.00 FEET. •' PEAK FLOW RATE TABLE " 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 0.21 (ACRES) AREA -AVERAGED Ap = 0.46 NODE TOTAL AREA(ACRES) = 260.72 1 270.44 11.87 2.456 0.46( 0.23) 0.49 125.4 0.00 END OF STUDY SUMMARY: 2 309.68 20.33 1.779 0.46( 0.23) 0.50 209.0 0.00 EFFECTIVE AREA(ACRES) = 231.38 3 284.59 25.59 1.549 0.46( 0.24) 0.51 227.4 0.00 PEAK FLOW RATE(CFS) = 309.68 4 256.15 10.14 2.700 0.46( 0.23) 0.49 106.4 0.00 STREAM Q Tc Intensity 5 291.95 15.48 2.095 0.46( 0.23) 0.50 163.1 0.00 0.00 6 293.40 15.75 2.073 0.46( 0.23) 0.50 165.9 0.00 0.00 7 309.62 19.05 1.850 0.46( 0.23) 0.50 199.6 0.00 0.00 TOTAL AREA(ACRES) = 238.33 0.46( 0.21) 0.46 231.4 0.00 7 284.59 28.04 1.467 0.46( 0.22) 0.48 249.8 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 309.68 Tc(MIN.) = 20.330 EFFECTIVE AREA(ACRES) = 208.99 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 238.33 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. .......................c....................... FLOW PROCESS FROM NODE 420.00 TO NODE ...... 420.00 ............... IS CODE = 12 ........ ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK 4 1 ««< ................................................................ FLOW PROCESS FROM NODE 420.00 TO NODE 530.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) -- _ ELEVATION DATA: UPSTREAM(FEET) = 33.60 DOWNSTREAM(FEET) 32.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0020 CHANNEL BASE(FEET) = 15.00 Z. FACTOR = 5.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 309.68 FLOW VELOCITY(FEET/SEC) = 3.48 FLOW DEPTH(FEET) = 2.98 TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 22.73 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 - S ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 22.73 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 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) = 18.84 EFFECTIVE AREA(ACRES) = 221.94 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) = 309.68 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ............... "....................................... u............. " u . FLOW PROCESS FROM NODE 0.00 TO NODE 530.00 IS CODE = 81 D Page 11 Date: 11/09/00 File name: FC10C.RES ------------------------------------------------------------- --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -<< MAINLINE Tc(MIN) = 22.73 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 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 9.44 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) = 9.44 SUBAREA RUNOFF(CFS) = 13.74 EFFECTIVE AREA(ACRES) = 231.38 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 260.72 PEAK FLOW RATE(CFS) = 309.68 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 260.72 TC(MIN.) = 22.73 EFFECTIVE AREA(ACRES) = 231.38 AREA -AVERAGED F.(INCH/HR)= 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.46 PEAK FLOW RATE(CFS) = 309.68 " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (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 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 6 309.68 22.73 1.664 0.46( 0.21) 0.46 231.4 0.00 7 284.59 28.04 1.467 0.46( 0.22) 0.48 249.8 0.00 END OF RATIONAL METHOD ANALYSIS * %�A1A U,SEp GoRANALy.15 -rO /VODfi 3 ff O/ Page 12 0 f0'^ L r r L r L y e Sycamore Mills Storm Drain Basis of Design Technical Appendix A 10 -year Developed Condition Hydrology Hydrology to Node 311.01 (Sierra Avenue) Date: 11/09/00 File name: FC10D.RES 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 IO 1264 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 Page 1 .......................... DESCRIPTION OF STUDY . a......................,. • Sycamore Hills - Forecast Homes JN: 10-100470 • 10 -year Rational Method Hydrology at Node 311.01 +• • skg/rhe June 2000 **%FJLLY P&&6ftPC4MJb*06Qf. .,.«.«.««,..«,,..,««..............«...,« �4'i%41 I"i,o4j{�1AT �oMl~�Mi16T6R PLAY FILE NAME: FC\FC10D.DAT 9fUDY FOR 6�AWG Nf�FO IMMARSA � AND 1"06S TIME/DATE OF STUDY: I":34 11/08/2000 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME -OF -CONCENTRATION MODEL•-- S;errALS­S*Affib" 14MLS W100POLOCrY MAP 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 INTENS ITY(INCH/HOUR) = 0.920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.330 COMPUTED RAINFALL INTENSITY DATA: 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' .«.... ..e,........ ...a.aaaa... a..a... a .................. a.............a..... FLOW PROCESS FROM NODE 430.20 TO NODE 227.01 IS CODE = 21 430 . Z. ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< - >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 ELEVATION DATA: UPSTREAM(FEET) = 1065.00 DOWNSTREAM(FEET) = 1061.00 Tc = K'((LENGTH" 3.00)/(ELEVATION CHANGE)] "0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.155 ' 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.698 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 10.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.96 TOTAL AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) = 1.96 ......................................aaa...................,............... FLOW PROCESS FROM NODE 227.01 TO NODE 430.02 IS CODE = 61 430.1 ---------------------------------------------------------------------------- Date: 11/09/00 File name: FC10D.RES --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA--< --(STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 1061.00 DOWNSTREAM ELEVATION(FEET) = 1053.00 STREET LENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF RALFSTREETS 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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.30 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 6.89 Tc(MIN.) = 17.05 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.977 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.60 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.74 EFFECTIVE AREA(ACRES) = 2.43 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) = 4.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.41 FLOW VELOCITY(FEET/SEC.) = 2.40 DEPTH•VELOCITY(FT'FT/SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 430.02 = 1500.00 FEET. ..,.•,..,,.««,«.,,,«,,..,« ..........................a... a ..,... FLOW PROCESS FROM NODE 430.02 TO NODE 430.02 IS CODE = 1 ---------------------------------------------------------------- --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.05 RAINFALL INTENSITY(INCH/HR) = 1.98 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.43 TOTAL STREAM AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.16 ......................................................... ..0 ..a......«...,, FLOW PROCESS FROM NODE 432.00 TO NODE 229.01 IS CODE = 21 7 32- ____________________________________________________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1063.00 DOWNSTREAM(FEET) = 1060.50 Page 2 Date: 11/09/00 File name: FC10D.RES Tc = K•[(LENGTH•• 3.00)/(ELEVATION CHANGE))•'0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.536 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.639 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL B 0.91 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.10 Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 56 10.54 0.75 TOTAL AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) = 2.10 ............................................................................ FLOW PROCESS FROM NODE 229.01 TO NODE 430.02 IS CODE = 61 y3Z ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-«< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1060.50 DOWNSTREAM ELEVATION(FEET) = 1053.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 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 .CTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40 PRODUCT OF DEPTH&VELOCITY(FT•FT/SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 5.56 Tc(MIN.) = 16.09 *10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.047 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.45 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/RR) = 0.75 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 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.36 PEAK FLOW RATE(CFS) = 4.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.14 FLOW VELOCITY(FEET/SEC.) = 2.52 DEPTH`VELOCITY(FT•FT/SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 432.00 TO NODE 430.02 = 1300.00 FEET. FLOW PROCESS FROM NODE 430.02 TO NODE 430.02 IS CODE = 1 ____________________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Page 3 Date: 11/09/00 File name: FC10D.RES TIME OF CONCENTRATION(MIN.) = 16.09 RAINFALL INTENSITY(INCH/HR) = 2.05 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.36 TOTAL STREAM AREA(ACRES) = 2.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.19 .. CONFLUENCE DATA - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 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 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 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.26 Tc(MIN.) = 16.09 EFFECTIVE AREA(ACRES) = 4.65 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.79 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 430.02 = 1500.00 FEET. ................................................................ FLOW PROCESS FROM NODE 430.02 TO NODE 432.12 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« << »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)< «< ELEVATION DATA: UPSTREAM(FEET) = 1046.20 DOWNSTREAM(FEET) = 1041.75 FLOW LENGTH(FEET) = 690.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.40 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.26 PIPE TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 18.22 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 432.12 = 2190.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 432.10 TO NODE 432.12 IS CODE = 81 131. / ---------------------------------------------------------------------------- » >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< «< MAINLINE Tc(MIN) = 18.22 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.900 SUBAREA LOSS RATE DATA(AMC IV: 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 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.97 EFFECTIVE AREA(ACRES) = 5.85 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) = 9.61 Page 4 Date: 11/09/00 File name: FC10D.RES Page 5 ........... •....a..aa...•.....a................a..........a................. FLOW PROCESS FROM NODE 431.10 T'O NODE 432.12 IS CODE = 81 4 32 • / ___________________________________________________________________-___-__-_ >>-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 18.22 *10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.900 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.20 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.97 EFFECTIVE AREA(ACRES) = 7.05 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.19 PEAK FLOW RATE(CFS) = 11.59 ....................a........aa..au........a....aa..aa......... FLOW PROCESS FROM NODS 632.12 TO NODE d3d.01 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)1«1 ELEVATION DATA: UPSTREAM(FEET) = 1041.75 DOWNSTREAM (FEET) = 1037.30 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.76 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.59 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 18.93 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 434.01 = 2520.00 FEET. FLOW PROCESS •FROM «NODE •'••434.00e TO« NODE•"' 434.01• IS a CODE `= 81•' y rya »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 1.93 « 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.857 SCS SUBAREA LOSS RATE DATA(AMC II): CN DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 3.90 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 0.07 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 6.25 EFFECTIVE AREA(ACRES) = 10.95 AREA -AVERAGED Fm(INCH/RR) = 0.07 AREA -AVERAGED Fp(INCH/RR) = 0.75 AREA -AVERAGED Ap = 0.10 .a 1 TOTAL AREA(ACRES) = 11.09 PEAK FLOW RATE(CFS) = 17.57 FLOW PROCESS FROM NODE 434.01 TO NODE 433.01 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)«« ELEVATION DATA: UPSTREAM(FEET) = 1037.30 DOWNSTREAM(FEET) = 1032.40 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.52 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.57 PIPE TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 20.72 Date: 11/09/00 File name: FC10D.RES Page 6 LONGEST FLOWPATH FROM NODE 430 20 TO NODE 433.01 = 3220.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 81 { 32 I ---------------------------------------------------------------------------- --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.72 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.759 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.30 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.97 EFFECTIVE AREA(ACRES) = 12.25 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) = 18.57 ......................................................a............a........ FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 81 4 3 1. --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< J _l MAINLINE Tc(MIN) = 20.72 . 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.759 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.80 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) = 1.80 SUBAREA RUNOFF(CFS) = 2.73 EFFECTIVE AREA(ACRES) = 14.05 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 14.19 PEAK FLOW RATE(CFS) = 21.30 FLOW PROCESS FROM NODE *433.20 1'O NODE *433.01 IS CODE = 81 *33.2 ------------------------------------------------------------------------- » >>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 20.72 a 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.759 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.20 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.82 EFFECTIVE AREA(ACRES) = 15.25 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 15.39 PEAK FLOW RATE(CFS) = 23.12 .............a.....a...............«.... ......... ............ ............. FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = .a 1 ____________________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.72 Date: 11/09/00 File name: FC10D.RES RAINFALL INTENSITY(INCH/HR) = 1.76 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 15.25 TOTAL STREAM AREA(ACRES) = 15.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.12 Page 7 ...".....".♦.... .... ..... .u. ......... ..... .............. ....r........ u.... FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 7 D,QT,q FRoM A, ________________________________________________ r________ 2 > »>USER SPECIFIED HYDROLOGY INFORMATION AT NODE --0' NC� 53 Q USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 22.73 RAINFALL INTENSITY(INCH/HR) = 1.66 EFFECTIVE AREA(ACRES) = 237.56 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 AREA -AVERAGED Ap = 0.46 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ...................r.....r.............0 ....................... FLOW PROCESS FROM NODE 530.00 1'0 NODE 433.01 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- ­ »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ______________ 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 PIPE -FLOW VELOCITY(FEET/SEC.) = 8.39 ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 309.68 PIPE TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 22.93 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 433.01 = 1400.00 FEET. .......•.........♦...•.rrrrr.......r............. ...r........... FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 1 >> ,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.93 RAINFALL INTENSITY4-'1CH/HR) = 1.65 AREA -AVERAGED Fm(IN­f/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.46 EFFECTIVE STREAM AREA(ACRES) = 237.56 TOTAL STREAM AREA(ACRES) = 260.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 309.68 " CONFLUENCE DATA "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 22.65 21.71 1.710 0.75( 0.07) 0.10 15.4 430.20 1 23.12 20.72 1.759 0.75( 0.07) 0.10 15.3 432.00 2 309.68 22.93 1.655 0.46( 0.21) 0.46 237.6 530.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Date: 11/09/00 File name: FC10D.RES "" PEAK FLOW RATE TABLE *' STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 323.06 20.72 1.759 0.46( 0.20) 0.44 229.9 432.00 2 327.06 21.71 1.710 0.46( 0.20) 0.44 240.3 430.20 3 331.57 22.93 1.655 0.46( 0.20) 0.44 252.9 530.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 331.57 TC(MIN.) = 22.93 ,` EFFECTIVE AREA(ACRES) = 252.95 AREA -AVERAGED Fm(INCH/NR) = 0.20 7 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 276.11 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.01 = 3220.00 FEET. ................................................................ FLOW PROCESS FROM NODE 433.01 TO NODE 433.02 IS CODE = 31 >,,,,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»,USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «< < ELEVATION DATA: UPSTREAM(FEET) = 1032.40 DOWNSTREAM(FEET) = 1032.20 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 93.0 INCH PIPE IS 71.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.56 ESTIMATED PIPE DIAMETER(INCH) = 93.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 331.57 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 23.12 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.02 = 3320.00 FEET. ................................................................ FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 ________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-«< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.12 RAINFALL INTENSITY(INCH/HR) = 1.65 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.44 EFFECTIVE STREAM AREA(ACRES) = 252.95 TOTAL STREAM AREA(ACRES) = 276.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 331.57 Page 8 .............................................................u............. FLOW PROCESS FROM NODE 434.20 TO NODE 435.01 IS CODE = 21 4 3Y' ,»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< fi -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1056.00 DOWNSTREAM(FEET) = 1051.00 Tc = K"((LENGTH"" 3.00)/(ELEVATION CHANGE))""0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.610 " 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.978 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 0.70 0.75 0.10 56 8.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.83 Date: 11/09/00 File name: FC10D.RES TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.83 Page 9 ............................................................................ FLOW PROCESS FROM NODE 435.01 TO NODE 433.02 IS CODE = 61 LI -34.,3 ____________________________________________________________________________ »»)COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA--< »»>(STANDARD CURB SECTION USED)< «< UPSTREAM ELEVATION(FEET) = 1051.00 DOWNSTREAM ELEVATION(FEET) = 1048.50 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 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 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« STREET FLOW DEPTH(FEET) = 0.35 INITIAL SUBAREA FLOW-LENGTH(FEET) _ 700.00 RALFSTREET FLOOD WIDTH(FEET) = 9.36 ELEVATION DATA: UPSTREAM(FEET) = 1052.00 DOWNSTREAM(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.26 Tc = K•((LENGTH•' 3.00)/(ELEVATION CHANGE)) " 0.20 PRODUCT OF DEPTH&VELOCITY(FT•FT/SEC.) = 0.78 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.054 STREET FLOW TRAVEL TIME(MIN.) = 1.84 TC(MIN.) = 10.d5 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.434 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.651 SUBAREA Tc AND LOSS RATE DATA(AMC II): SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.50 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.46 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 6.46 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 2.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 9.99 FLOW VELOCITY(FEET/SEC.) = 2.36 DEPTH'VELOCITY(FT"FT/SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 434.20 TO NODE 433.02 = 700.00 FEET. ................................................................ FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 ________________________________________________________________ »»)DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.45 RAINFALL INTENSITY(INCH/HR) = 2.65 AREA -AVERAGED Fm(INCI"HR) = 0.07 AREA -AVERAGED Fp(IN(..i HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.78 k,FLOW PROCESSFROMNODE43510TONODE43302 ISCODE=214q 3S ••f•• .l•, +• .• • ff•...3 5---------------------------------------------------------------------------- • / Date: 11/09/00 File name: FC10D.RES --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) _ 700.00 ELEVATION DATA: UPSTREAM(FEET) = 1052.00 DOWNSTREAM(FEET) = 1048.50 Tc = K•((LENGTH•' 3.00)/(ELEVATION CHANGE)) " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.054 • 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.434 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 2.10 0.75 0.10 56 12.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.46 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 6.46 ............................................................................ FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 »»)DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« » -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.05 RAINFALL INTENSITY(INCH/HR) = 2.43 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.10 TOTAL STREAM AREA(ACRES) = 2.10 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 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 1 331.57 23.12 1.647 0.46( 0.20) 0.44 252.9 530.00 2 2.78 10.45 2.651 0.75( 0.07) 0.10 1.2 434.20 3 4.46 12.05 2.434 0.75( 0.07) 0.10 2.1 435.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. `" PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 262.70 10.45 2.651 0.47( 0.20) 0.43 117.9 434.20 2 328.04 20.92 1.749 0.47( 0.20) 0.43 233.2 432.00 3 331.89 21.90 1.701 0.47( 0.20) 0.43 243.6 430.20 4 336.23 23.12 1.647 0.46( 0.20) 0.43 256.3 530.00 5 273.10 12.05 2.434 0.47( 0.20) 0.43 135.8 435.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 336.23 TC(MIN.) = 23.12 EFFECTIVE AREA(ACRES) = 256.25 AREA -AVERAGED Fm(INCH/HR) = 0.20 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 = 3320.00 FEET. Page 10 Date: 11/09/00 File name: FC10D.RES Page 11 FLOW PROCESS FROM NODE 433.02 TO NODE 311.01 IS CODE = 31 » >>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (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. ...........•.••••......•..•...•...••..*..•...........u. u ................ FLOW PROCESS FROM NODE 312.00 TO NODE 311.01 IS CODE = 81 3 1 Z -------------------------------------------------------------------------- »» 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 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 = 0.10 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 6.97 EFFECTIVE AREA(ACRES) = 261.35 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 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 OF STUDY SUMMARY: TOTAL AREA(ACRES) = 284.51 TC(MIN.) = 24.44 EFFECTIVE AREA(ACRES) = 261.35 AREA -AVERAGED Fm(INCH/HR)= 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.43 PEAK FLOW RATE(CFS) = 336.23 *• PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 262.70 11.83 2.462 O.d7( 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 OF RATIONAL METHOD ANALYSIS Sycamore Mills 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) 60 Sycamore Hills Storm Drain Basis of Design Technical Appendix A 25 -year Developed Condition Hydrology Area North of Santa Ana Avenue kw ra 6 60 ph ho Pa ir► PM err **************************************************************************** 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 ************************** DESCRIPTION OF STUDY ************************** * Sycamore Hills - Forecast Homes JN 15-100187 * 25 -year Rational Method Hydrology - Area North of Santa Ana Avenue * Data from "Master Plan Study for Empire Center" dated Jan 22, 1992 ************************************* SEE *u �RoLo&Y * N►*A* fQoi►i "*rv114stE2 L9 A FILE NAME: EMP25.DAT S'jt1�JY F(9'2 En'►��RE cf4-r g" Fa/R SJj&AP-EAS _TIME/DATE -OF- STUDY: -2124-05/26/2000-Aril) - (FULc'e_-D���,QP¢p_ C0►-j0JTP°A'} ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 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 *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 Q100 Rom * NAMP PLAw. TC (MIN. ) = 16.18 RAINFALL INTENSITY ( INCH/HR) = 2.34 AD JUS?k 0 FtiR QLS EFFECTIVE AREA(ACRES) = 42.34 TOTAL AREA(ACRES) = 46.10 PEAK FLOW RATE(CFS) = 84.21 Q2 0.7 ? Q too AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.37 5 AREA -AVERAGED Ap = 1.00 ., 0.7 06.(a) NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL _ {� CONFLUENCE ANALYSES. - p 4 Z [fS FLOW PROCESS FROM NODE 208.01 TO NODE 214.01 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1052.50 DOWNSTREAM(FEET) = 1051.40 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.013 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 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<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.65 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 EFFECTIVE STREAM AREA(ACRES) = 42.34 TOTAL STREAM AREA(ACRES) = 46.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 84.21 **************************************************************************** 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 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.444 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 115-7 DWELLINGS/ACRE" B 8.80 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 16.39 TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 56 15.05 0.75 16.39 **************************************************************************** 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 HEIGH (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 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.39 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.58 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 * 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 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) = 16.39 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 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. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.01 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 21.05 * 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 RESIDENTIAL 115-7 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 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 -------------- m 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.) = 21.05 RAINFALL INTENSITY(INCH/HR) = 2.00 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 TOTAL STREAM AREA(ACRES) = 13.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.88 ** 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 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. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 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 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 TOTAL AREA(ACRES) = 59.70 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.01 = 1550.00 FEET. **************************************************************************** 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 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 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 17.13 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.02 = 1790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.13 RAINFALL INTENSITY(INCH/HR) = 2.26 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.41 AREA -AVERAGED Ap = 0.90 EFFECTIVE STREAM AREA(ACRES) = 53.09 TOTAL STREAM AREA(ACRES) = 59.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 102.85 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<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 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.) = 16.880 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.281 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 7.00 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 12.02 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 56 16.88 0.75 = 12.02 **************************************************************************** FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.88 RAINFALL INTENSITY(INCH/HR) = 2.28 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 7.00 TOTAL STREAM AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.02 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 102.85 17.13 2.261 0.41( 0.37) 1 90.90 21.54 1.971 0.42( 0.37) 2 12.02 16.88 2.281 0.75( 0.37) Ap Ae HEADWATER (ACRES) NODE 0.90 53.1 208.01 0.88 55.9 213.00 0.50 7.0 405.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 114.74 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 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 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 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>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 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 PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 18.10 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 404.01 = 2315.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.01 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 18.10 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.188 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 4.00 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) = 6.53 EFFECTIVE AREA(ACRES) = 64.09 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) = 114.74 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 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 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. END OF STUDY SUMMARY: lou -r TOTAL AREA(ACRES) = 70.70 TC(MIN.) 18.41 l EFFECTIVE AREA(ACRES) = 64.09 AREA -AVERAGED Fm(INCH/HR)= 0.37 ASO Fog AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.83 't PEAK FLOW RATE(CFS) = 114.74 piS q ooc 630" ** PEAK FLOW RATE TABLE ** 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 3 100.96 22.87 1.901 0.46( 0.37) 0.82 66.9 213.00 END OF RATIONAL METHOD ANALYSIS s 4�. rl. L r, L E L Sycamore }tills L Storm Drain Basis of Design Technical Appendix A i. 25 -year Developed Condition Hydrology L FloL . r. L PM V A W OW Ir V �r PM bw Street flow at Intersection of Santa Ana Ave and Tamarind Ave 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 ************************** DESCRIPTION OF STUDY ************************** * Sycamore Hills - Forecast Homes JN: 15-100187 * 25 -year Street Flow to Intersection of Santa Ana Ave and Tamarind Ave * Data from "Master Hydrology Study for Empire Center" dated Jan 28, 1992 ************************************************************************** SEE H YOeoL06Y t1 A P f2or, " M AS1LR Pto rj STUD FILE NAME: STFL25.DAT f:o(t gra PiRt Ck)4 rfk foR S,)SAREAS AN U /4o0jS TIME/DATE OF STUDY: 21:33 05/26/2000 ( is LILLY Of 0f,(0 C O NO17ioN) USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 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 *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<< <<< >>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 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.563 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GF UP (ACRES) (INCH/HR) COMMERCIAL B 1.30 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.10 SUBAREA RUNOFF(CFS) = 2.91 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 56 13.90 0.75 2.91 **************************************************************************** FLOW PROCESS FROM NODE 400.01 TO NODE 401.01 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< -------------------------------------- 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 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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.15 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 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 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 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 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: 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. **************************************************************************** FLOW PROCESS FROM NODE 401.01 TO NODE 402.01 IS CODE = 61 --------------7------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) ELEVATION(FEET) = 1077.80 DOWNSTREAM ELEVATION(FEET) = 1058.00 STREET LENGTH(FEET) = 2970.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRAL.BREAK(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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 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 * 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 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) = 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 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 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: TIME OF CONCENTRATION(MIN.) = 40.71 RAINFALL INTENSITY(INCH/HR) = 1.35 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 TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.29 **************************************************************************** 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 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.947 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 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 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 ---------------------------------------------------------------------------- >>>>>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) = 2.95 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 = 2.15 **************************************************************************** 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 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.007 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 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 **************************************************************************** FLOW PROCESS FROM NODE 405.01 TO NODE 402.01 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 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 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): 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 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 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 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. **************************************************************************** FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.80 RAINFALL INTENSITY(INCH/HR) = 2.47 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 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 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 6.29 40.71 2 2.15 11.02 3 5.17 14.80 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.345 0.75( 0.07) 2.947 0.75( 0.07) 2.468 0.75( 0.07) Ap Ae HEADWATER (ACRES) NODE 0.10 5.5 400.00 0.10 0.8 405.01 0.10 2.4 403.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 10.61 11.02 2.947 0.75( 0.07) 0.10 4.1 405.01 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 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: 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 ** 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 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 ANALYS I S i\ �A V S EO AT , V10 0 f 1 VUN SY[.At�ojZE /)AI%.LS MNP 4oz.l H YDS aC 0 U Y ■rr PM A 5 Sycamore Kills Storm Drain Basis of Design Technical Appendix A 25 -year Developed Condition Hydrology Hydrology to Node 410 Date 11/07/00 File name: FC25AB.FES ..«..«.........«............................................................ 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 ........«.«............... DESCRIPTION OF STUDY """'"""""""""'"""" • Sycamore Hills - Forecast Homes JN 15-100187 " " 25 -year Rational Method Hydrology at Node 182 and 410 " " October 2000/hjb " ................«............x.........«............«...."................ FILE NAME: FC\FC25AB.DAT TIME/DATE OF STUDY: 15:17 11/07/2000 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --"TIME-OF-CONCENTRATION MODEL' -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 'USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL' 10 -YEAR STORM 60 -MINUTE INTENSITY (INCH/HOUR) = 0.920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.330 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1 0620 SLOPE OF INTENSITY DURATION CURVE = 0.6000 'ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD' .««....w..... «........ w......x...«..w......w.... ............... ......... *. FLOW PROCESS FROM NODE 0.00 TO NODE 10.00 IS CODE = 21 8 - 9. / ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSISc« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL INITIAL SUBAREA FLOW-LENGTH(FEETI 760.00 ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAM(FEET) = 55.52 Tc = K'[(LENGTH-- 3.00)/(ELEVATION CHANGE) ]'"0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 15.101 x 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.430 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACP.ES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 2.97 0.47 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.87 Ap SCS To (DECIMAL) ON (MIN.) 0.50 75 15.10 0.47 TOTAL AREA(ACRES) = 2.97 PEAK FLOW RATE(CFS) _ 5.87 Page 1 ...................................... FLOWPROCESS FROMNODE 1000TONODE1;14120`001 IS CODE4.4461e _ .......... . 2 Date: 11/07/00 File name: FC25AB.RES ----------------------------------------------------------------------------- - -COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA - - --(STANDARD » (STANDAP.D CURB SECTION USED)-- -------------------- SED)«« UPSTREAM ELEVATION(FEET) = 57.02 DOWNSTREAM ELF.VATION(FEET) = 54.34 STREET LENGTH(FEET) = 520 00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTHIFEET) = 18 00 DISTANCE FROM CROWN TO CR.OSSFALL GP.ADEBPEAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0 020 SPECIFIED NUMBEP OF HALFSTP.EETS 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 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTP.EET FLOOD WIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.22 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 3.91 Tc(MIN.) = 19.01 " 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.116 SUBAREA LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" D 1.04 0.47 0.50 75 SUBAPEA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 1.76 EFFECTIVE AREA(ACRES) = 4.01 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4 01 PEAK FLOW RATE(CFS) = 6.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17 11 FLOW VELOCITY(FEET/SEC.) = 2.23 DEPTH-VELOCITY(FT"FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1280.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ---------------------------------------------------------------- » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE - TIME OF CONCENTRATION(MIN.) = 19.01 RAINFALL INTENSITY(INCH/HR) = 2.12 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.01 TOTAL STREAM AREA(ACRES) = 4.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.79 Page 2 **"*«••"4444 414"14?`«••144 FLOWPROCESSFROMNODE0.00TONODE1000IS CODE = 21- / Q ____________________________________________________________________________ » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- Date: 11/07/00 File name: FC25AB RES INITIAL SUBAREA FLOW-LENGTH(FEET) = 760.00 ELEVATION DATA: UPSTREAM(FEET) = 60 50 DOWNSTREAM(FEET) = 55 52 Tc = K*((LENGTH** 3.00)/ (ELEVATION CHANGE))»*0.20 SUBAREA ANALYST SED MINIMUM TC(MIN.) = 15.101 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.430 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR.) (DECIMALI CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 2.06 0.47 0.50 75 15.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.07 TOTAL AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) = 4.07 .«.*»*......... ..x..................................+..»x....... FLOW PROCESS FROM NODE 10.00 TO NODE 20 00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THR.0 SUBAREA -1- - -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW),-- ----------- ELEVATION DATA: UPSTREAM(FEET) 49.24 DOWNSTREAM(FEET) = 47.98 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0 013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3 91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.07 PIPE TRAVEL TIME(MIN.) = 1.23 Tc(MIN ) = 16.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1050.00 FEET. .+.....«..+.++x«................x...............+x......+....... FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ________________________________________________________________ - >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-« « TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 APE: TIME OF CONCENTRATION(MIN.) = 16.34 RAINFALL INTENSITY(INCH/HR) = 2.32 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.06 TOTAL STREAM AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.07 Page 3 ..........««««.........................«...... ..........*x«..x............. FLOW PROCESS FROM NODE 0.00 TO NODE 20.00 IS CODE = 21 a - / 0. 2 ____________________________________________________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« - »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ---------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAM(FEET) = 54.23 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.306 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.510 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' D 3 72 0.47 0.50 75 14.31 Date 11/07,00 File name: FC25AB.RES SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 7 62 TOTAL AREA(ACRES) = 3.72 PEAK FLOW RATE(CFS) = 7.62 .+»».++»+»»....++.»»».».++«.++»»......++++»..++»+.+»»».».+»+...+ FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« o-- » »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «- ___ _ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTPATION(MIN.) = 14.31 RAINFALL INTENSITY(INCH/HR) = 2.51 AP.EA-AVEPAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.72 TOTAL STREAM AREA(ACRES) = 3.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.62 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR.) (ACRES) NODE 1 6.79 19.01 2.116 0.47( 0.23) 0.50 4.0 0.00 2 4.07 16.34 2.318 0.47( 0.23) 0.50 2 1 0.00 3 7.62 14.31 2.510 0.47( 0.23) 0.50 3.7 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. .. PEAK FLOW PATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 2 16.76 19.01 2.116 0.47( 0.24) 0.50 9.8 0.00 3 17.69 14.31 2.510 0.47( 0.23) 0.50 8.5 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.69 Tc(MIN.) = 14.31 EFFECTIVE AREA(ACRES) = 8.54 AREA -AVERAGED Fm(INCH/HR.) = 0.23 AP.EA-AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 9.79 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1280 00 FEET. .........».«.....x..+««......................................... FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - -USING >USING COMPUTER -ESTIMATED PIPESIZE (NON-PRESSUP.E FLOW)-- --------------- LOW)«- ELEVATION DATA: UPSTREAM(FEET) = 47.98 DOWNSTREAM(FEET) 47.16 FLOW LENGTH(FEET) = 100 00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.01 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.69 PIPE TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 14.54 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 25.00 = 1380.00 FEET. ...............................................................«.....x...... FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 Page 4 Date: 11/07/00 File name: FC25AB.PES Page 5 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE.. «< TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.54 RAINFALL INTENSITY(INCH/HR) = 2.49 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 8.54 TOTAL STREAM AREA(ACRES) = 9.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.69 ................................................................«......... FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 7 ,DATA pM NyDR� __________________________________________ --USER SPECIFIED HYDROLOGY INFOP14ATION AT NODE««< ! %%VAR SGG 7/0/x/ _ =============-_ - ,4NA Ave i USER-SPECIFIED VALUES ARE AS FOLLOWS TAHAJ2iNp A✓F TC(MIN.) = 14.80 RAINFALL INTENSITY(INCH/HR) = 2.46 EFFECTIVE AREA(ACRES) = 5.23 TOTAL AREAIACRES) = 8.73 PEAK FLOW RATE(CFS) = 11.27 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ...............«................................................ FLOW PROCESS FROM NODE 402.01 TO NODE 25.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THR.0 SUBAREA« « »» USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<...< _ ELEVATION DATA: UPSTREAM(FEET) = 53.25 DOWNSTREAM(FEET) 46.58 FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013 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 PIPE-FLOW(CFS) = 11.27 PIPE TRAVEL TIME(MIN.) = 1.77 TC(MIN.) = 16.57 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 25.00 = 1760.00 FEET. ................................................................ FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-« » >>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-­ TOTAL ALUES-«TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.57 RAINFALL INTENSITY(INCH/HR) = 2.30 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA-AVEPAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREAIACRES) = 5.23 TOTAL STREAM AREA(ACRES) = 8.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.27 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.50 16.57 2.298 0.47( 0.24) 0.50 9.2 0.00 1 16.76 19.25 2.101 0.47( 0.24) 0.50 9.8 0.00 Date: 11,07/00 File name: FC25AB.P.ES 17 69 14.54 2.485 0 47( 0.23) 0 50 8.5 0.00 11.27 16.57 2.298 0.75( 0.08) 0 10 5.2 402.01 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW PATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HP.) (ACRES) NODE 1 28.41 14.54 2 485 0.50( 0.18) 0.36 13.1 0.00 2 28.77 16.57 2 298 0.50( 0.18) 0.36 14.5 0.00 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 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 28.77 Tc(MIN.) = 16.57 EFFECTIVE AREA ACRES) = 14.45 AREA -AVERAGED Fm(INCH/HP.) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.50 AREA -AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 18.52 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 25.00 = 1760.00 FEET. ..........«....«................................................ FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 31 .. »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- ­­USING UBAREA--» USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « __________ _ ELEVATION DATA: UPSTREAM(FEET) = 46.23 DOWNSTREAM(FEET) 45.49 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.98 ESTIMATED PIPE DIAMETEP.(INCH) = 33 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28 77 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 17 10 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 30.00 = 1950.00 FEET. .........................................«...................... FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ---------------------------------------------------------------- »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.10 RAINFALL INTENSITY(INCH/HR) = 2.26 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.50 AREA -AVERAGED Ap = 0 36 EFFECTIVE STREAM AREA(ACRES) = 14.45 TOTAL STREAM AREA(ACRES) = 18.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.77 .........«.................................................................. FLOW PROCESS FROM NODE 0.00 TO NODE 30.00 IS CODE = 21 P ____________________________________________________________________________ »» RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 790.00 ELEVATION DATA: UPSTREAM(FEET) = 58.60 DOWNSTREAM(FEET) = 53.97 Tc = K"[(LENGTH-' 3.00)/(ELEVATION CHANGE)]""0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.682 " 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.376 Page 6 Date: 11/07/00 File name: FC25AB.P.ES SUBAREA Tc AND LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 2.05 0 47 0.50 75 15.68 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0 47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 50 SUBAREA RUNOFF(CFS) = 3.95 TOTAL AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) = 3-95 ...........«......««.+..........«........««..................... FLOW PROCESS FROM NODE 30.00 TO NODE 30 00 IS CODE = 1 ---------------------------------------------------------------- » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL MIMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATION(MIN.) = 15.68 RAINFALL INTENSITY(INCH/HR) = 2 38 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp('NCH/HR) = 0.41 AREA -AVERAGED Ap 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.05 TOTAL STREAM AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.95 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 30 00 IS CODE = 21 /.r. -/? --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- NALYSIS«-»USE ­USETIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- _ INITIAL SUBAREA FLOW-LENGTH(FEET) 760.00 ELEVATION DATA: UPSTREAM(FEET) = 58.60 DOWNSTREAM(FEET) = 53.99 Tc = K'[(LENGTH" 3 00)/(ELEVATION CHANGE))..0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 15.335 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.408 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/ACP.E" D 2.44 0.47 0.50 75 15.34 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.77 TOTAL AREA(ACRES) = 2.44 PEAK FLOW RATE(CFS) = 4.77 ............................................................................ FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ­-AND ONFLUENCE«»-AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-­ TOTAL ALUES«<TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 15.34 RAINFALL INTENSITY(INCH/HR) = 2.41 AREA-AVEPAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.44 TOTAL STREAM AREA(ACRES) = 2.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.77 Page 7 Date: 11/07'00 File name: FC25AB.RES " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER PLUMBER (CFS) (MIN ) (INCH/HR) (INCH/HR) (ACRES) NODE 1 28 41 15.07 2 433 0.50( 0 18) 0.36 13.1 0.00 1 28.77 17.10 2.255 0.50( 0 18) 0.36 14.5 0 00 1 27 03 19.79 2066. 0.50( 0.18) 0.36 15 0 0 00 1 28.77 17.10 2 255 0.50( 0.18) 0.36 14.5 402.01 2 3.95 15.68 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 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOP. 3 STREAMS " PEAK FLOW PATE TABLE .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN ) (INCH/HR) (INCH/HP.) (ACRES) NODE 1 37.05 15.07 2.433 0.49( 0.19) 0 40 17.5 0.00 2 37.17 15.68 2.376 0.49( 0.19) 0.39 18.0 0.00 3 36.94 17.10 2.255 0.49( 0.19) 0.39 18.9 402.01 4 36.93 17.10 2.255 0.49( 0.19) 0.39 18.9 0.00 5 34 43 19.79 2.066 0.491 0.19) 0.39 19.5 0.00 6 37.15 15.34 2.408 0.49( 0.19) 0.39 17 7 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.17 Tc(MIN.) = 15.68 EFFECTIVE AREA(ACRES) = 18.02 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA-AVEPAGED Fp(INCH/HP) = 0.49 AREA -AVERAGED Ap = 0.39 TOTAL APEA(ACP.ES) = 23.01 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 30 00 = 1950 00 FEET .«.....................«........................................ FLOW PROCESS FROM NODE 30.00 TO NODE 37.00 IS CODE = 31 --COMPUTE COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< .>. »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« «< __________________________________________________ ELEVATION DATA: UPSTREAM(FEET) = 45.46 DOWNSTREAM(FEET) 42.84 FLOW LENGTH(FEET) = 980.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.54 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.17 PIPE TRAVEL TIME(MIN.) = 2.95 Tc(MIN ) = 18.63 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 37.00 = 2930.00 FEET. .«.................«............................................ FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 ---------------------------------------------------------------- » » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««1 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 18.63 RAINFALL INTENSITY(INCH/HR) = 2.14 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.49 AREA -AVERAGED Ap = 0.39 EFFECTIVE STREAM AREA(ACRES) = 18.02 TOTAL STREAM AREA(ACRES) = 23.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.17 ...................«........................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 37.00 IS CODE = 21 6 - 13 Page 8 Date: 11/07/00 File name: FC25AB.P.ES Page 9 ____________________________________________________________________________ -----RATIONAL METHOD INITIAL SUBAREA ANALYSIS-« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ------------------------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 910.00 ELEVATION DATA- UPSTREAM(FEET) = 53.62 DOWNSTREAM(FEET) = 49.67 Tc = K"[(LENGTH** 3 00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.622 * 25 YEAR. RAINFALL INTENSITY(INCH/HR.) = 2.215 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/ACP.E" D 2.53 0.47 0.50 75 17.62 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HE) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.51 TOTAL AREA(ACRES) = 2.53 PEAK FLOW PATE(CFS) = 4.51 ««««««««««.««......«......................««. FLOW PROCESS FROM NODE 37.00 TO NODE 37 00 IS CODE = 1 ---------------------------------------------------------------- -----DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE, TIME OF CONCENTRATION(MIN.) = 17.62 RAINFALL INTENSITY(INCH/HR) = 2.22 AREA -AVERAGED Frt 'CH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2 53 TOTAL STREAM AREA(ACRES) = 2.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.51 ................................... «« • • E000T0NODE3500 IS CODE=2113.. «•'•*.8 '•+««*.***'•••* FLOWPROCESSFROMNOD14V. / ____________________________________________________________________________ »-»RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 56.00 DOWNSTREAM(FEET) = 52.46 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) ]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.576 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.712 SUBAREA Tc AND LOSS PATE 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" D 1.33 0.47 0.50 75 12.58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 2.96 TOTAL AREA(ACRES) = 1.33 PEAK FLOW RATE(CFS) = 2.96 ....................... * «**«*................................... * «**** **FLOW *PROCESS FROMNODE35.00TONODE37.****** 00ISCODE=61*«e -IV. 2 ____________________________________________________________________________ - -COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-« »»>(STANDARD CURB SECTION USED) -- Date: 11/07/00 File name: FC25AS.P.ES UPSTREAM ELEVATION(FEET) = 52.41 DOWNSTREAM ELEVATIONIFEET) = 49.67 STREET LENGTH(FEET) = 720 00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GR.ADEBREAK(FEET) = 13.00 INSIDE STREET CP.OSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CR.OSSFALL(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 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTP.EET FLOOD WIDTH(FEET) = 17.01 AVERAGE FLOW VELOCITY(FEET/SEC ) = 1.90 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN ) = 6.30 TC(MIN.) = 18.88 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.125 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" D 3.23 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 5.50 EFFECTIVE AREA(ACRES) = 4.56 AREA -AVERAGED Fm(INCH/HR) = 0 23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.56 PEAK FLOW PATE(CFS) = 7.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC ) = 1.97 DEPTH*VELOCITY(FT*FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 37.00 = 1220.00 FEET. FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 ... -DESIGNATE INDEPENDENT STREAM FOR. CONFLUENCE«« < --AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 18.88 RAINFALL INTENSITY(INCH/HR) = 2 13 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR.) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.56 TOTAL STREAM AREA(ACRES) = 4.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.76 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 37.05 18.02 2.185 0.49( 0.19) 0.40 17.5 0.00 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 1 36.93 20.05 2.050 0.49( 0.19) 0.39 18.9 0.00 1 34.43 22.77 1.900 0.49( 0.19) 0.39 19.5 0.00 1 37.15 18.29 2.166 0.49( 0.19) 0.39 17.7 0.00 Page 10 Date: 11/07/00 File name: FC25AB.P.ES SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.448 Page ll 2 4.51 17.62 2.215 0 47( 0.24) 0.50 2.5 0 00 3 7.76 18.88 2.125 0.47( 0.23) 0.50 4.6 0 00 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. .. PEAK FLOW PATE TABLE .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 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 3 49 23 18.29 2.166 0.48( 0.20) 0.42 24.7 0 00 4 49.24 18.63 2.142 0.48( 0.20) 0.42 25 0 0.00 5 48.52 20.05 2 050 0.48( 0.20) 0.42 26.0 402 01 6 48 51 20.05 2.050 0.481 0.20) 0.42 26.0 0.00 7 45 05 22.77 1.900 0 48( 0.20) 0.42 26.6 0 00 8 49.19 18.88 2.125 0.48( 0.20) 0.42 25.3 0.00 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/HP.) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 30.10 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 37.00 = 2930.00 FEET. .w.w..........................x............................................. FLOW PROCESS FROM NODE 37.00 TO NODE 90 00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAP.EA« < » »-USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW).« « ELEVATION DATA: UPSTREAM(FEET) = 41.50 DOWNSTREAM(FEET) 41.14 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.81 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.24 PIPE TRAVEL TIME' N.) = 0.22 Tc(MIN.) = 18.85 LONGEST FLOWPATH PROM NODE 402.01 TO NODE 90.00 = 3020.00 FEET ............................................................................ FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 10 ____________________________________________________________________________ » »>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK M 1 « «< ......... • w R •*.#•'^S NODE40`O •*•+* S ISCODE= 21 R .................. FLOWPROCESSFROM NODEO.00 T A-3 ____________________________________________________________________________ »»-RATIONAL METHOD INITIAL SUBAREA ANALYSIS« - »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 850.00 ELEVATION DATA: UPSTREAM(FEET) = 61.30 DOWNSTREAM(FEET) = 52.61 Tc = K'((LENGTH" 3.00)/(ELEVATION CHANGE)]"'0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.448 ' 25 YEAR RAINFALL INTENSITY(INCH/HP.) = 2.495 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" D 4.10 0.47 0.50 75 14.45 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 Date 11/07/00 File name. FC25AB.P.ES SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFFfCFS) = 8.34 TOTAL AREA(ACPES) = 4.10 PEAK FLOW RATE(CFS) = 8.34 ......ww.............................x.......................... FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 31 ... -COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA....< -....USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ELEVATION DATA: UPSTREAM(FEET)_ 43.15 DOWNSTREAM(FEET) 42.43 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.46 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.34 PIPE TRAVEL TIME(MIN.) = 0.67 TC(MIN.) = 15.12 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 50.00 = 1030.00 FEET. ................«............................................... FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 ________________________________________________________________ -.»-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.12 RAINFALL INTENSITY(INCH/HP.) = 2.43 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AP.FA-AVERAGED Fp(INCH/HP.) = 0.47 AREA-AVEPAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.10 TOTAL STREAM AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.34 ...........................«................«............................. FLOW PROCESS FROM NODE 0.00 TO NODE 50.00 IS CODE = 21 13- 1/ __________________________________________________________________________ »»-RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA" INITIAL SUBAREA FLOW-LENGTH(FEET) = 720.00 ELEVATION DATA: UPSTREAM(FEET) = 61.30 DOWNSTREAM(FEET) = 51.96 Tc = Kx((LENGTH" 3.00)/(ELEVATION CHANGE)] "0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.891 ' 25 YEAR RAINFALL INTENSITY(INCH/HP,) = 2.672 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" D 4.69 0.47 0.50 75 12.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 10.29 TOTAL AREA(ACRES) = 4.69 PEAK FLOW RATE(CFS) = 10.29 ....x.................w..........«.......................................... FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 ____________________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««. ---------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Page 12 Date, 11/07/00 File name- FC25AB.R.ES TIME OF CONCENTRATION(MIN.) _ 32.89 RAINFALL INTENSITY(INCH/HR) = 2.67 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap - 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.69 TOTAL STREAM AREA(ACRES) = 4.69 PEAK FLOW PATE(CFS) AT CONFLUENCE = 10.29 ......".........«........................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 50.00 IS CODE = 21 » » < IS -5, >PATIONAL METHOD INITIAL SUBAREA ANALYSIS- "USE TIME -OF -CONCENTRATION NOMOGRAPH FOP INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 610.00 ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) = 51 95 Tc = K"[(LENGTH" 3.00)/ (ELEVATION CHANGE)]'*0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.726 " 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.573 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" D 1.70 0 47 0.50 75 13 73 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.58 TOTAL AREA(ACRES) = 1.70 PEAK FLOW PATE(CFS) = 3.58 .............«....................................«....................... FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -- --AND -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-« _ TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.73 RAINFALL INTENSITY(INCH/HR) = 2.57 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.70 TOTAL STREAM ARF^(ACRES) = 1.70 PEAK FLOW RATE_ S) AT CONFLUENCE = 3.58 " CONFLUENCE DATA "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (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 3 3.58 13.73 2.573 0.47( 0.23) 0.50 1.7 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. "" PEAK FLOW RATE TABLE "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.69 12.89 2.672 0.47( 0.23) 0.50 9.8 0.00 2 20.95 15.12 2.428 0.47( 0.23) 0.50 10.5 0.00 3 21.52 13.73 2.573 0.47( 0.23) 0.50 10.1 0.00 Date 11/07100 File name: FC25AB.P.ES COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 21.69 TC(MIN.) = 12.89 EFFECTIVE AREA(ACRES) = 9 78 AREA -AVERAGED Fm(INCH/HP.) = 0.23 APEA-AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 TOTAL AREA(ACRES) = 10 49 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 50.00 = 1030.00 FEET. .««........««««««..««.««««««...«....«........:....««««.«........ FLOW PROCESS FROM NODE 50.00 TO NODE 70.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- - .. » USING COMPUTER. -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ELEVATION LOW)« < ELEVATION DATA: UPSTREAM(FEET) = 43.98 DOWNSTREAM(FEET) = 42.43 FLOW LENGTH(FEET) = 310.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.21 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.69 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 13.72 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70 00 = 1340.00 FEET. .........«««............«««........«......«.«.....««..«««.««................ FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 10 ____________________________________________________________________________ » » MAIN-STP.EAM MEMORY COPIED ONTO MEMORY BANK M 2 «« < ...............................«......................««««««................ FLOW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 A - 6 ---------------------------------------------------------------------------- » -RATIONAL METHOD INITIAL SUBAREA ANALYSIS« c« >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ____________________________ _ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1060.00 ELEVATION DATA: UPSTREAM(FEET) = 55.70 DOWNSTREAM(FEET) = 49.80 Tc = K'[(LENGTH" 3.00)/(ELEVATION CHANGE)]"0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.822 " 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.200 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/ACP.E" D 2.55 0.47 0.50 75 17.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4 51 TOTAL AREA(ACRES) = 2.55 PEAK FLOW RATE(CFS) = 4.51 .......«....«.....«...................................««......«. FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 ---------------------------------------------------------------- » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<o«< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.82 RAINFALL INTENSITY(INCH/HR) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.55 Paae 14 Date: 11/07/00 File name: FC25AB RES Page 15 TOTAL STREAM AREA(ACRES) = 2 55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4 51 .......................................«...................................« FLOW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 "3_7 ____________________________________________________________________________ --»>PATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA,< INITIAL SUBAREA FLOW-LENGTH(FEET) = 850.00 ELEVATION DATA: UPSTREAM(FEET) = 56.70 DOWNSTREAM(FEET) = 49 80 Tc = K'[(LENGTH.. 3.00)/(ELEVATION CHANGE) ]'"0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.130 " 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.427 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP.) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 2.52 0.47 0.50 75 15.13 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HP.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.97 TOTAL AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) = 4.97 ..................««..««........................................ FLOW PROCESS FROM NODE 70.00 TO NODE 70 00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -111 --AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-1- TOTAL ALUES«<-<TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.13 RAINFALL INTENSITY(INCH/HR) = 2.43 AREA -AVERAGED Fm(INCH/HR) = 0.23 AP.EA-AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.52 TOTAL STREAM AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4 97 " CONFLUENCE DATA " STREAM Q Tc Intensity FpIFm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 4.51 17.82 2.200 0.47( 0 23) 0.50 2.5 0.00 2 4.97 15.13 2.427 0.47( 0.23) 0.50 2.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO 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 8.9, 17.82 2.200 0.47( 0.24) 0.50 5.1 0.00 2 9.24 15.13 2.427 0 47( 0.24) 0.50 4.7 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.24 TC(MIN.) = 15.13 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 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. Date: 11,07/00 File name: FC25AB.RES .,...««,,...«.................................«.....................,....«,« FLOW PROCESS FROM NODE 70 00 TO NODE 70.00 IS CODE = 11 _.__________________________________________________________________________ »»-CONFLUENCE MEMORY BANK M 2 WITH THE MAIN -STREAM MEMOP.Y-< " MAIN STPEAM CONFLUENCE DATA '. STP.EAI Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.24 15.13 2.427 0.47( 0.24) 0.50 4.7 0.00 2 R.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. " MEMORY BANK k 2 CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBEP (CFS) (MIN ) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 21 69 13.72 2.574 0.47( 0.231 0 50 9.8 0.00 2 21.52 14.56 2.484 0.47( 0.23) 0.50 10 1 0.00 3 20.95 15.96 2.351 0.47( 0.23) 0 50 10.5 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 0.00 FEET. "" PEAK FLOW PATE TABLE '. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP.) (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( 0.23) 0.50 15.6 0.00 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 5 30.11 15.96 2.351 0.47( 0.23) 0.50 15.3 0.00 TOTAL AREA(ACRES) = 15.56 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.64 TC(MIN.) = 14.559 EFFECTIVE AREA(ACRES) = 14.62 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 15.56 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70 00 = 1060.00 FEET. ......... :.................................«..................,....«...... FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 12 ---------------------------------------------------------------------------- »»-CLEAR. MEMORY BANK N 2 ««< ..........«..................................................... FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 ---------------------------------------------------------------- »»-DESIGNATE INDEPE14DENT STREAM FOR CONFLUENCE -1 - TOTAL NUI4BER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.56 RAINFALL INTENSITY(INCH/HR) = 2.48 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 14.62 TOTAL STREAM AREA(ACRES) = 15.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.64 ...................... R FLOW PROCESSFROMNODE000TONODE70OOIS CODE=21 ` • ....................... `•••+ .• •'"",�.•"'•',w«'S - g ____________________________________________________________________________ - -RATIONAL METHOD INITIAL SUBAREA ANALYSIS---« Page 16 Date 11/07/00 File name: FC25AS RES Page 17 -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA,, INITIAL SUBAREA FLOW-LENGTH(FEET) = 310.00 ELEVATION DATA: UPSTREAM(FEET) = 52.56 DOWNSTREAM(FEET) = 49.80 Tc = K'[(LENGTH" 3.00)/(ELEVATION CHANGE)] " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.922 ' 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.126 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/ACP.E' D 0.51 0.47 0.50 75 9.92 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 1.33 ................................................................ FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 --DESIGNATE >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« >» AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -- TOTAL TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.92 RAINFALL INTENSITY(INCH/HR) = 3.13 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.51 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.33 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 30.53 15.13 2.427 0.47( 0.23) 0.50 15.0 0.00 1 28.43 17.82 2.200 0.47( 0.23) 0.50 15.6 0.00 1 30.63 13.72 2.574 0.47( 0.24) 0.50 14.0 0.00 1 30.64 14.56 2.484 0.47( 0.23) 0.50 14.6 0 00 1 30.11 15.96 2.351 0.47( 0.23) 0.50 15.3 0.00 2 1.33 9.92 3.126 0.47( 0.23) 0.50 0.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW PATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 31.71 13.72 2.574 0.47( 0.24) 0.50 14.5 0.00 2 31.68 14.56 2.484 0.47( 0.23) 0.50 15 1 0.00 3 31.54 15.13 2.427 0.47( 0.23) 0.50 15 5 0.00 4 31.08 15.96 2.351 0.47( 0.23) 0.50 15.8 0 00 5 29.33 17.82 2.200 0.47( 0.23) 0.50 16 1 0.00 6 28.71 9.92 3.126 0.47( 0.24) 0.50 10.7 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.71 Tc(MIN.) = 13.72 EFFECTIVE AREA(ACRES) = 14.54 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES' 16.07 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. Date. 11/07/00 File name: FC25AB.RES .................................................... I........... FLOW PROCESS FROM NODE 70.00 TO NODE 90 00 IS CODE = 31 ­ »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA, <. >- » USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- --------------------- LOW)«« ______________ ELEVATION DATA: UPSTREAM(FEET) = 42.41 DOWNSTREAM(FEET) 42.12 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.71 ESTIMATED PIPE DIAMETEP.(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.71 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 14.25 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 11 ____________________________________________________________________________ » » CONFLUENCE MEMORY BANK M 1 WITH THE MAIN -STREAM MEMORYc«« " MAIN STREAM CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2R 71 10.46 3.029 0.47( 0.24) 0.50 10.7 0.00 2 31.71 14.25 2.516 0.47( 0.24) 0.50 14.5 0.00 3 31 68 15.09 2.431 0.47( 0.23) 0.50 15.1 0.00 4 31.54 15.66 2.377 0.47( 0.23) 0.50 15.5 0.00 5 31.08 16.49 2.305 0.47( 0.23) 0.50 15.8 0.00 6 29.33 18.36 2.161 0 47( 0.23) 0.50 16.1 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. " MEMORY BANK A 1 CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 48.86 17.84 2.199 0.48( 0.20) 0.42 23.9 0.00 2 49.14 18.25 2.169 0.48( 0.20) 0.42 24.4 0.00 3 49.23 18.51 2.151 0.48( 0.20) 0.42 24.7 0.00 4 49.24 18.85 2.127 0.48( 0.20) 0.42 25.0 0.00 5 49.19 19.10 2.111 0.48( 0.20) 0.42 25.3 0.00 6 48.52 20.27 2.036 0.48( 0.20) 0 42 26.0 402.01 7 48.51 20.27 2.036 0.48( 0.20) 0.42 26.0 0.00 8 45.05 22.99 1.888 0.48( 0.20) 0.42 26.6 0.00 LONGEST FLOWPATH FROM 11ODE 0.00 TO NODE 90 00 = 0.00 FEET. " PEAK FLOW RATE TABLE .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 69.29 10.46 3.029 0.48( 0.221 0.46 24.7 0.00 2 76.95 14.25 2.516 0.48( 0.22) 0.46 33.6 0.00 3 77.82 15.09 2.431 0.48( 0.22) 0.46 35.3 0.00 4 78.27 15.66 2.377 0.48( 0.22) 0.46 36.4 0.00 5 78.65 16.49 2.305 0.48( 0.22) 0.46 37.9 0.00 6 78.50 18.36 2.161 0.48( 0.22) 0.45 40.6 0.00 7 78.67 17.84 2.199 0.48( 0.22) 0.45 39.9 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( 0.22) 0.45 40.8 0.00 10 78.05 18.85 2.127 0.48( 0.22) 0.45 41.1 0.00 11 77.75 19.10 2.111 0.48( 0.22) 0.45 41.3 0.00 12 75.95 20.27 2.036 0.48( 0.22) 0.45 42.1 402.01 13 75.94 20.27 2.036 0.48( 0.22) 0.45 42.1 0.00 14 70.23 22.99 1.888 0.48( 0.22) 0.45 42.7 0.00 TOTAL AREA(ACRES) = 46.17 Page 18 Date: 11/07/00 File name: FC25AB RES COMPUTED CONFLUENCE ESTI14ATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.67 Tc(MIN.) = 17 842 EFFECTIVE AREA(ACRES) = 39.89 AREA -AVERAGED Fm(INCH,HP) = 0 22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0 45 TOTAL AREA(ACP.ES) = 46.17 LONGEST FLOWPATH FROM NODE 0.00 TO MODE 90 00 = 1210 00 FEET. .........«........................................w......««................. FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 12 ---------------------------------------------------------------------------- »» CLEAR MEMORY BANK N 1 « «< ­­ ............... __ .......... .............................. FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1 ________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.84 RAINFALL INTENSITY(INCH/HR) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.45 EFFECTIVE STREAM AREA(ACRES) = 39.89 TOTAL STREAM AREA(ACRES) = 46.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 78.67 Page 19 ww.w..........w.....w ............................... w...«..... w«............ FLOW PROCESS FROM NODE 0 00 TO NODE 80.00 IS CODE = 21 -/,?./ ____________________________________________________________________________ »» RATIONAL METHOD INITIAL SUBAREA ANALYSIS« - »USE TIME -OF -CONCENTRATION NOMOGRAPH FOP INITIAL SUBAPEA« _ INITIAL SUBAREA FLOW-LENGTH(FEET) 580.00 ELEVATION DATA: UPSTREAM(FEET) = 52.50 DOWNSTREAM(FEET) = 49.67 Tc = Kw[(LENGTH"w 3.00)/(ELEVATION CHANGE))"0.20 SUBAREA ANALYSIS USED MINIMUM TO MIN.) = 14.376 25 YEAR RAINFALL INTENSITY (INCH/ HR) = 2.503 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" D 2.52 0.47 0.50 75 14.38 SUBAREA AVERAGE PERVIOUS LOSS RATE. Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA P.UNOFF(CFS) = 5.14 TOTAL AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) = 5.14 ...................................w........................................ FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 Q _ /qP. Z ---------------------------------------------------------------------------- »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 14.38 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.503 SUBAREA LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON RESIDENTIAL "5-7 DWELLINGS/ACRE" D 1.53 0.47 0.50 75 Date. 11/07/00 File name: FC25AB.P.ES SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FPACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CFS) = 3.12 EFFECTIVE AREA(ACRES) = 4.05 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACPES) = 4 05 PEAK FLOW PATE(CFS) = 8.27 ....«.www«.w«................................................... FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- ­­USING UBAREA« -» USING COMPUTER. -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- -------------------------------- LOW)« « ELEVATION DATA: UPSTREAM(FEET) = 41.60 DOWNSTREAM(FEET) 41.10 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.88 ESTIMATED PIPE DIAMETEP,(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8 27 PIPE TRAVEL TIME(MIN.1 = 0.34 Tc(MIN.) = 14.72 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 680.00 FEET. ....w........................................................... FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1 --DESIGNATE DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<c< . » »AtD COMPUTE VARIOUS CONFLUENCED STREAM VALUES -111 TOTAL NUMBER, OF STREAMS = 2 CONFLUENCE VALUES USED FOP. INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.72 RAINFALL INTENSITY(INCH/HR) = 2.47 AP.EA-AVEPAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.05 TOTAL STREAM AREA(ACRES) = 4 05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.27 `t CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 69.29 10.46 3.029 0.48( 0.22) 0.46 24.7 0.00 1 76.95 14 25 2.516 0.48( 0.22) 0.46 33.6 0.00 1 77.82 15.09 2.431 0.48( 0.22) 0.46 35.3 0.00 1 78.27 15.66 2.377 0.48( 0.22) 0.46 36.4 0 00 1 79.65 16.49 2.305 0.48( 0.22) 0.46 37.9 0.00 1 78.50 18.36 2.161 0.48( 0.22) 0.45 40.6 0.00 1 78.67 17.84 2.199 0.48( 0.22) 0.45 39.9 0.00 1 78.57 18.25 2.169 0.48( 0 22) 0.45 40.4 0.00 1 78.40 18 51 2.151 0.48( 0.22) 0.45 40.8 0.00 1 78.05 18.85 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 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 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 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 Page 20 Date: 11/07/00 File name: FC25AB.RES Page 21 1 76.64 10.46 3.029 0.48( 0.22) 0.46 27.5 0.00 2 85.13 14.25 2.516 0.48( 0.22) 0.46 37.6 0.00 3 85.95 15.09 2.431 0.48( 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 5 86 32 16.49 2 305 0.48( 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 7 85.73 18.25 2.169 0.48( 0.22) 0.46 44.5 0 00 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 10 85.05 18.85 2.127 0.48( 0.22) 0.46 45.2 0.00 11 84.70 19.10 2.111 0.48( 0.22) 0.46 45.4 0.00 12 82.62 2027. 2.036 0.48( 0.22) 0.45 46.2 402.01 13 82.61 20.27 2.036 0.48( 0.22) 0.45 46.2 0-00 14 76.35 22.99 1.888 0.48( 0.22) 0.46 46 7 0.00 15 85.70 14.72 2.468 0.48( 0.22) 0.46 38.6 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 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 TOTAL AREA(ACRES) = 50.22 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. ....+.....+..............................................................++. FLOW PROCESS FROM NODE 90.00 TO NODE 140.00 IS CODE = 31 ---------------------------------------------------------------------------- - »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- > »USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- - ­USING _____ ELEVATION DATA: UPSTREAM(FEET) 41.10 DOWNSTREAM(FEET) _ 40.64 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.01 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 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1365.00 FEET. ................................+.......+................................... FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 10 ____________________________________________________________________________ »» MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK M 1 ««< ........................ a ..............+............. a .................... FLOW PROCESS FROM NODE 0.00 TO NODE 100.00 IS CODE = 21 $ - 1_5- ____________________________________________________________________________ »-RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- NALYSIS--»USE ­USETIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA,< INITIAL SUBAREA FLOW-LENGTH(FEET) _ 320.00 ELEVATION DATA: UPSTREAM(FEET) = 56.30 DOWNSTREAM(FEET) = 53.01 Tc = K'[(LENGTH.. 3.00)/ (ELEVATION CHANGE)] "0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.763 . 25 YEAR RAINFALL INTENSITY (INCH/MR) = 3.157 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" D 1.50 0.47 0.50 75 9.76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HP.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.94 Date 11/07/00 File name: FC25AS.P.ES TOTAL APEA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 3.94 ...++........++....+.++...++++.++ ............................... FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< --USING COMPUTER. -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)­­ ----------------- LOW)« ELEVATION DATA UPSTREAM(FEET) = 46.18 DOWNSTREAM(FEET) = 45.25 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETEP.(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.07 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.94 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 10.54 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 110.00 = 510.00 FEET. ................................................................ FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 ________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-1- TOTAL ONFLUENCE««< TOTAL PLUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 10.54 RAINFALL INTENSITY(INCH/HR) = 3.01 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.94 +....+....+.......++.+....+...+++++..+....++...............+.++........... FLOW PROCESS FROM NODE 0.00 TO NODE 110.00 IS CODE = 21 8-16 -------------------------------------------------------------------------- »- ATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 710.00 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 25 YEAR. RAINFALL INTENSITY(INCH/HR) = 2.527 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" D 1.92 0.47 0.50 75 14.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.96 TOTAL AREA(ACRES) = 1.92 PEAK FLOW RATE(CFS) = 3.96 ...............................................+............................ FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 ____________________________________________________________________________ »-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ONFLUENCE««»-AND ­-ANDCOMPUTE VARIOUS CONFLUENCED STREAM VALUES« - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Page 22 Date: 11/07/00 File name: FC25AB.P.ES TIME OF CONCENTRATION(MIN.) = 14.15 RAINFALL INTENSITY(INCH/HR) = 2.53 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1 92 TOTAL STP.EAM AREA(ACRES) = 1.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 96 CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE 1 3.94 10.54 3.015 0.47( 0.23) 0.50 1.5 0.00 2 3.96 14.15 2.527 0.47( 0.23) 0.50 1.9 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW PATE TABLE - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.52 10.54 3.015 0.47( 0.23) 0.50 2.9 0 00 2 7.21 14.15 2.527 0.47( 0.23) 0.50 3.4 O.CO COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7 52 Tc(MIN.) = 10.54 EFFECTIVE AREA(ACRES) = 2.93 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 TOTAL AREA(ACRES) = 3.42 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 110.00 = 710 00 FEET ........««..........«...................................«....... FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 31 »... COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « .....USING COMPUTER -ESTIMATED PIPESIZE (NON-PP.ESSURE FLOW) --c-1 ELEVATION DATA: UPSTREAM(FEET) 45.22 DOWNSTREAM(FEET) 44.97 FLOW LErIGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.79 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.52 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.72 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 120.00 = 760.00 FEET. .....«««.................................... I................... FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 ---------------------------------------------------------------- .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-­ TOTAL ONFLUENCE«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.72 RAINFALL INTENSITY(INCH/HR) = 2.99 AREA -AVERAGED W INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.93 TOTAL STREAM AREA(ACRES) = 3.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.52 Page 23 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 120.00 IS CODE = 21 R-17 Date: 11/07/00 File name: FC25AB.RES Page 24 ____________________________________________________________________________ --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-« « 51.28 »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ----------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 380.00 ELEVATION DATA: UPSTP.EAM(FEET) = 52.55 DOWNSTREAM(FEET) = 51.22 Tc = K'[(LENGTH" 3.00)/(ELEVATION CHANGE))..0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.973 Tc ' 25 YEAR RAINFALL INTENSITY(INCH/HP.) = 2.662 (MIN.) SUBAREA Tc AND LOSS PATE 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" D 0.55 0.47 0.50 75 12.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) = 1.20 ...«.«....«««...«..«...+....««.................................. FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 ________________________________________________________________ .....DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ----- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATION(MIN.) = 12.97 RAINFALL INTENSITY(INCH/HR) = 2.66 AREA -AVERAGED Fm(INCH/HP) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AP.EA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.55 TOTAL STREAM AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.20 .......................................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 120.00 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) = 55.40 DOWNSTREAM(FEET) = 51.28 TC = K'[(LENGTH" 3.00)/(ELEVATION CHANGE)1" 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.200 ' 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.762 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" D 0.87 0.47 0.50 75 12.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) = 1.98 ..............«......................................................«..«... FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 ---------------------------------------------------------------------------- --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -- --AND -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES- c Date: 11/07/00 File name: FC25AB.P.ES TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.20 RAINFALL INTENSITY(INCH/HR) = 2 76 AREA -AVERAGED Fm11NCH/HR) = 0 23 AREA-AVEPAGED FpfINCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.87 TOTAL STREAM AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.98 *' CONFLUENCE DATA "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.52 10.72 2.985 0.471 0 23) 0.50 2.9 0.00 1 7.21 14.33 2.508 0.47( 0.23) 0.50 3.4 0.00 2 1.20 12.97 2.662 0 47( 0.23) 0.50 0.6 0.00 3 1 98 12.20 2.762 0.47( 0.23) 0.50 0.9 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. " PEAK FLOW PATE TABLE .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 10.54 10.72 2.985 0.47( 0.23) 0.50 4.1 0 00 2 10.43 12.97 2.662 0.47( 0.23) 0.50 4.7 0.00 3 10.12 14.33 2.508 0.47( 0.23) 0.50 4.8 0.00 4 10.55 12.20 2.762 0.47( 0.23) 0.50 4.5 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.55 Tc(MIN.) = 12.20 EFFECTIVE AREA(ACRES) = 4.52 AREA -AVERAGED Fm(INCH/HR) = 0.23 APEA-AVERAGED FP(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.84 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 120.00 = 760.00 FEET. ............................«............«...................... FLOW PROCESS FROM NODE 120.00 TO NODE 140.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME T14RU SUBAREA«c » » USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- -------------------- _ _ ELEVATION DATA: UPSTREAM(FEET) = 44.94 DOWNSTREAM(FEET) 42.88 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC ) = 5.05 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.55 PIPE TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 13.55 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 N 1 WITH THE MAIN -STREAM MEMORY-- " MAIN STREAM CONFLUENCE DATA "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 10.54 12.07 2.780 0.47( 0.23) 0.50 4.1 0.00 2 10.55 13.55 2.593 0.47( 0.23) 0.50 4.5 0.00 3 10.43 14.33 2.508 0.47( 0.23) 0.50 4.7 0.00 Page 25 Date: 11/07i00 File name: FC25AS.RES 4 10.12 15.68 2.376 0.47( 0.23) 0.50 4.8 0.00 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 140.00 = 1170.00 FEET. " MEMORY BANK M 1 CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN ) (INCH/HR) (INCH/HR) (ACRES) NODE 1 76.64 10.83 2.966 0.48( 0.22) 0 46 27.5 0 00 2 85.13 14 62 2.477 0.48( 0 22) 0.46 37.6 0.00 3 85.70 15.09 2.431 0.48( 0.22) 0.46 38.6 0.00 4 85.95 15.46 2 396 0.48( 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 6 86.32 16.86 2.275 0.48( 0.22) 0.46 41.9 0.00 7 85.94 18.21 2.172 0.48( 0.22) 0.46 43.9 0.00 8 85.73 18.61 2 143 0.48( 0.22) 0 46 44.5 0.00 9 85.63 18.73 2.136 0.48( 0.22) 0 46 44.6 0.00 10 85.49 18.87 2.126 0.48( 0.22) 0 46 44.8 0.00 11 85.05 19.22 2.103 0.48( 0.22) 0.46 45.2 0.00 12 84.70 19.47 2.087 0 48( 0 22) 0.46 45.4 0.00 13 82.62 20.64 2.015 0.48( 0.22) 0.45 46 2 402.01 14 82.61 20.64 2.014 0.48( 0.22) 0.45 46.2 0.00 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 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 89.95 12.07 2.780 0.48( 0.22) 0.47 35.0 0 00 2 93.28 13.55 2.593 0.48( 0.22) 0.47 39.2 0.00 3 94.90 14.33 2.508 0.48( 0.22) 0.47 41.4 0.00 4 96.17 15.68 2.376 0.48( 0.22) 0.47 44.7 0.00 5 86.79 10.83 2.966 0.48( 0.22) 0.47 31.3 0.00 6 95.49 14.62 2.477 0.48( 0 22) 0.47 42.2 0.00 7 95.95 15.09 2.431 0.48( 0.22) 0.47 43.4 0.00 8 96.12 15.46 2.396 0.48( 0.22) 0.47 44.2 0.00 9 96.18 16.03 2.345 0.48( 0.22) 0.47 45.3 0.00 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 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 15 93.88 19.22 2.103 0.48( 0.22) 0.46 50.0 0.00 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 18 91.02 20.64 2.014 0.48( 0.22) 0.46 51.0 0.00 19 84.08 23.36 1.870 0.48( 0.22) 0.46 51.6 0 00 TOTAL AREA(ACRES) = 55 06 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 96.18 Tc(MIN.) = 16.029 EFFECTIVE AREA(ACRES) = 45.33 AREA -AVERAGED Fm(INCH/HR) = 0.22 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 = 12 ---------------------------------------------------------------------------- » » CLEAR MEMORY BANK N 1 «<c< .......................«............................. FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 ...................... IS CODE = 31 ____________________________________________________________________________ »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- -< Page 26 Date: 11/07/00 File name: FC25AB.P,ES »-USING COMPUTER -ESTIMATED PIPESIZE (NON-PP.ESSUP.E FLOW) « «< ELEVATION DATA: STREAM(FEET) = 40 62 DOWNSTREAM(FEET) = 40 42 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC ) = 7 14 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER. OF PIPES = 1 PIPE-FLOW(CFS) = 96.18 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 16 19 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 150.00 = 1240 00 FEET. ..........««.................................................... FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ---------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16-19 RAINFALL INTENSITY(INCH/HR) = 2 33 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 45.33 TOTAL STREAM AREA(ACRES) = 55.06 PEAK FLOW EATE(CFS) AT CONFLUENCE = 96.18 Page 27 ......................................................................«..... FLOW PROCESS FROM NODE 0 00 TO NODE 150.00 IS CODE = 21 B -Z O . Z ---------------------------------------------------------------------------- - -RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 480 00 ELEVATION DATA: UPSTREAM(FEET) = 51.20 DOWNSTREAM (FEET) = 50.02 Tc = K -[(LENGTH" 3 00)/(ELEVATION CHANGE)]" 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.287 25 YEAR RAINFALL INTENSITY (INCH/ MR) = 2.412 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" D 0 59 0.47 0 50 75 15.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 0.59 PEAK FLOW RATE(CFS) = 1.16 ...............«........................«....................... FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ________________________________________________________________ --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.29 RAINFALL INTENSITY(INCH/HR) = 2.41 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.59 TOTAL STREAM AREA(ACRES) = 0.59 PEAK FLOW PATE(CFS) AT CONFLUENCE = 1.16 Date: 11 07.00 File name: FC25AB.RES Paqe 28 «...........«...««.«....................................... I............«... FLOW PROCESS FROM NODE 0.00 TO NODE 150.00 IS CODE = 21 ,B _Z_ D , / ----------------------------------------------------------------------------- » » RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE NALYSIS--»USE TIME -OF -CONCENTRATION NOMOGRAPH FOP. INITIAL SUBAREA- __ INITIAL SUBAREA - FLOW-LENGTH(FEET) 480.00 ELEVATION DATA- UPSTREAM(FEET) = 51.20 DOWNSTREAM(FEET) = 50 02 Tc = K'[(LENGTH" 3.00)/(ELEVATION CHANGE)]«"0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.287 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.412 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" D 0.63 0.47 0.50 75 15.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA P.UNOFF(CFS) = 1 23 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 1.23 ...............«.«...«.......................................«.. FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 --DESIGNATE DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-1- ­-AND ONFLUENCE«« <» -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTPATION(MIN.) = 15.29 RAINFALL INTENSITY(INCH/HR) = 2.41 AREA-AVEPAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA-AVEPAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.63 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW PATE(CFS) AT CONFLUENCE = 1.23 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER. (CFS) (MIN.) (INCH/HRI (INCH/HR) (ACRES) NODE 1 89.95 12.23 2.757 0.48( 0.22) 0.47 35.0 0.00 1 93.28 13.72 2.574 0.48( 0.22) 0.47 39.2 0.00 1 94.90 14.49 2.491 0.48( 0.22) 0.47 41.4 0.00 1 96.17 15.84 2 361 0 48( 0.22) 0.47 44.7 0.00 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 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( 0.221 0.47 45.3 0.00 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 1 94.75 18.78 2.132 0.48( 0.22) 0.46 49.3 0.00 1 94.62 18.89 2.125 0.48( 0.22) 0.46 49.5 0.00 1 94.43 19.04 2.115 0.48( 0.22) 0.46 49.7 0.00 1 93.88 19.38 2.092 0.48( 0.22) 0.46 50.0 0.00 1 93.45 19.63 2.076 0.48( 0.22) 0.46 50.2 0.00 1 91.03 20.80 2.005 0.48( 0.22) 0.46 51.0 402.01 1 91.02 20.81 2.005 0.48( 0.22) 0.46 51.0 0.00 1 84.08 23.53 1.862 0.48( 0.22) 0.46 51.6 0.00 2 1.16 15.29 2.412 0.47( 0 24) 0.50 0.6 0.00 3 1.23 15.29 2.412 0 47( 0.23) 0.50 0.6 0.00 Date: 11/07/00 File name: FC25AB.P.ES RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FOP14ULA USED FOR 3 STREAMS. " PEAK FLOW PATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 88.93 11.00 2 939 0 47( 0.22) 0.47 32 1 0.00 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 4 97.24 '.49 2 491 0.47( 0 22) 0.47 42 6 0 00 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 7 98.36 15.29 2 412 0 47( 0.22) 0.47 44.7 0.00 8 98.47 15.62 2.381 0.48( 0.22) 0 47 45 4 0.00 9 98.50 15.84 2.361 0.48( 0.22) 0.47 45 9 0.00 10 98.48 16.19 2.330 0.48( 0.22) 0 47 46.5 0 00 11 98.18 17.02 2 262 0.48( 0.22) 0 47 48.0 0.00 12 97.21 18.37 2.160 0 48( 0.22) 0.46 50.0 0.00 13 96.83 18.78 2.132 0 48( 0.22) 0.46 50.5 0.00 14 96.69 18.89 2.125 0.4R( 0.22) 0 46 50.7 0.00 15 96.49 19.04 2.115 0.48( 0.22) 0.46 50.9 0.00 16 95.92 19.38 2.092 0 49f 0.22) 0.46 51.2 0 00 17 95.47 19.63 2.076 0.49( 0.22) 0 46 51.4 0 00 18 92.97 20.80 2.005 0.48( 0.22) 0.46 52.2 402.01 19 92.96 20.81 2.005 0.49( 0.22) 0 46 52.2 0.00 20 85.97 23.53 1.862 0.48( 0.22) 0.46 52.8 0.00 21 98.36 15.29 2.412 0.47( 0.22) 0 47 44.7 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 98.50 Tc(MIN.) = 15.84 EFFECTIVE AREA(ACRES) = 45.88 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 56.28 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 150 00 = 1240.00 FEET. ................................................................ FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA­­ ­-USING UBAREA«» -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)­­ ------------------- ELEVATION LOW)««ELEVATION DATA: UPSTREAM(FEET) 40.40 DOWNSTREAM(FEET) 39.22 FLOW LENGTH(FEET) = 390.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7 35 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 98.50 PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 16.73 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 160.00 = 1630.00 FEET. ................................................................ FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 ________________________________________________________________ ... -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.73 RAINFALL INTENSITY(INCH/HR) = 2.29 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 45.88 Page 29 Date: 11;07/00 File name: FC25AB.P.ES TOTAL STP.EA14 AREA(ACRES) = 56.28 PEAK FLOW PATE(CFS) AT CONFLUENCE = 98.50 Page 30 +.+..+.+......+.+..+.++...+.++.......++...........................+......... FLOW PROCESS FROM NODE 0.00 TO NODE 160.00 IS CODE = 21 Is -Z/. / ____________________________________________________________________________ -----RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « --USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LEfIGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAN(FEET) = 50.46 DOWNSTREAM(FEET) = 50.02 Tc = K'[(LENGTH" 3 00)/(ELEVATION C14ANGE)]..0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.012 + 25 YEAR. RAINFALL INTENSITY(INCH/HP.) = 2.937 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP.) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACP.E" D 0.35 0.47 0.50 75 11.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 0.85 .....................++......................................... FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 ________________________________________________________________ ... »DESIGNATE INDEPENDENT STREAI4 FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATION(MIN.) = 11.01 RAINFALL INTENSITY(INCH/HR) = 2.94 AREA-AVEPAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0 50 EFFECTIVE STREAM AREA(ACRES) = 0.35 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.85 ..........................................................+................. FLOW PROCESS FROM NODE 0.00 TO NODE 160.00 IS CODE = 21 S - Z�• Z ____________________________________________________________________________ » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _ INITIAL SUBAREA FLOW-LENGTH(FEET) 260.00 ELEVATION DATA: UPSTREAM(FEET) = 50.46 DOWNSTREAM(FEET) = 50.02 Tc = K'((LENGTH" 3.00)/(ELEVATION CHANGE)]+'0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.890 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.672 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" D 0.46 0.47 0.50 75 12.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 1.01 ............................................................+.+.. +....+..... Date: 11/07/00 File name: FC25AB.RES Page 31 FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 ,»,,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< --AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-­ TOTAL ALUES-«TOTAL NUMBER, OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 APE TIME OF CONCENTRATION(MIN.) = 12.89 RAINFALL INTENSITY(INCH/HR) = 2.67 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AP.EA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.46 TOTAL STREAM AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.01 " CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATEP NUMBER. (CFS) IN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 88 93 11.89 2.804 0.47( 0.22) 0.47 32.1 0.00 1 92.16 13.12 2.643 0.47( 0.22) 0.47 35 9 0.00 1 95.59 14.60 2.479 0.47( 0.22) 0.47 40.3 0.00 1 97.24 15.38 2.404 0.471 0.22) 0.47 42.6 0.00 1 97 85 15.67 2.377 0.47( 0.22) 0.47 43.4 0 00 1 98.34 16.13 2.335 0.47( 0.22) 0.47 44.6 0.00 1 98.36 16 17 2.332 0.47( 0.22) 0.47 44.7 0 00 1 98.47 16.51 2.304 0.48( 0.22) 0.47 45 4 0 00 1 98.50 16.73 2.285 0.48( 0.22) 0.47 45.9 0 00 1 98.48 17.08 2.257 0.48( 0.22) 0.47 46 5 0.00 1 98.18 17.91 2.194 0.48( 0.22) 0.47 48.0 0.00 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 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 1 95.47 20.52 2.022 0 48( 0.22) 0.46 51.4 0.00 1 92.97 21.69 1.955 0.48( 0.22) 0.46 52.2 402.01 1 92.96 21.70 1.955 0.48( 0.22) 0.46 52.2 0.00 1 85.87 24.45 1.820 0.48( 0.22) 0.46 52.8 0.00 1 98.36 16.17 2.332 0.47( 0.22) 0.47 44.7 0.00 2 0.85 11.01 2.937 0.47( 0.23) 0.50 0.3 0.00 3 1.01 12.89 2.672 0.47( 0.23) 0.50 0.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. "" PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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 3 93.92 13.12 2.643 0.47( 0.22) 0.47 36.7 0.00 4 97.22 14.60 2.479 0.47( 0.22) 0.47 41.2 0.00 5 98.82 15.38 2.404 0.47( 0.22) 0.47 43.4 0.00 6 99.41 15.67 2.377 0.47( 0.22) 0.47 44.2 0.00 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 9 99.89 16.17 2.332 0.47( 0.22) 0.47 45.5 0.00 10 99.98 16.51 2.304 0.47( 0.22) 0.47 46.2 0.00 11 100.00 16.73 2.285 0.47( 0.22) 0.47 46.7 0.00 12 99.95 17.08 2.257 0.47( 0.22) 0.47 47.4 0.00 13 99.61 17.91 2.194 0.48( 0.22) 0.47 48.8 0.00 14 98.57 19.26 2.100 0.48( 0.22) 0.46 50.8 0.00 15 98 17 19.66 2.074 0.48( 0.22) 0.46 51.4 0.00 Date: 11/07/00 File name: FC25AB.RES Page 32 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 18 97.23 20.27 2 037 0.48( 0.22) 0.46 52.0 0.00 19 96.77 20.52 2.022 0.48( 0.22) 0.46 52.3 0.00 20 94.22 21.69 1 955 0.48( 0.22) 0.46 53.0 402.01 21 94.21 21.70 1 955 0 48( 0.22) 0.46 53.0 0.00 22 87.02 24.45 1 820 0.48( 0.22) 0.46 53.6 0.00 23 93.33 12.89 2 672 0.47( 0.22) 0.47 36.0 0.00 COMPUTED CONFLUENCE ESTIMATES APE AS FOLLOWS - PEAK FLOW PATE(CFS) = 100.00 Tc(MIN ) = 16.73 EFFECTIVE AREA(ACRES) = 46.69 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp1INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 47 TOTAL AP.EA(ACR.ES) = 57.09 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 160.00 = 1630.00 FEET. ........................................................................... FLOW PROCESS FROM NODE 160.00 TO NODE 190.00 IS CODE = 31 ____________________________________________________________________________ ,,,,,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< ,»»USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ------------------ __________ ELEVATION DATA: UPSTREAM(FEET) = 39.21 DOWNSTREAM(FEET) 38.03 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.26 ESTIMATED PIPE DIAMETEP.(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 100.00 PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 17.65 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 190.00 = 2030.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ---------------------------------------------------------------------------- ,..>,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- ------------ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.65 RAINFALL INTENSITY(INCH/HR) = 2.21 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 46.69 TOTAL STREAM AREA(ACRES) = 57.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 100.00 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 190.00 IS CODE = 21 B - Z S ---------------------------------------------------------------------------- --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<, ______________________________________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 340.00 ELEVATION DATA: UPSTREAM(FEET) = 51.39 DOWNSTREAM(FEET) = 50.02 Tc = K"[(LENGTH"" 3.00)/(ELEVATION CHANGE)]""0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.064 " 25 YEAR RAINFALL INTENSITY(INCH/HR.) = 2.780 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" D 0 49 0.47 0.50 75 12.06 N m 0. 11 M O H M 1� n o 0 N Ii N II II II a o .I aoz I. 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W 14 W F aa u u m o o W W N Z n w z z 0 0 0 0 1Y U1 Z Il m❑ W a Z 7 W W Q W H O II W w Z M 0 0 0 lA o >> w H u m w o H g q q w w o w ll p a Zy m u w a>> I mm q q «ilil W a a W u n V W m 3 u H n In z — Q F i H a a a W u li ,£ V Ha oWx ow n a [= x W .] W a Q a a aw .Ilw❑ 2 un i wo aa w>a w>a w>a� >w1-1 Fam 0 V, 7 I W QF n N O U>>>w 04amFuawa aawz $r� wWoa a n m I. > u N s n n W a HH U w ~ m m m F O AII F Z a w w F a Cl ^ 1 W m m W p1 m m F O F z H W w w F H y y N N OF la+. n E O F m w m W 0 a ..] U 5 5❑ O a .1 0 0 .] A n II O O . m W x W O a fA W' a a Q W F w w n n 11 w F v� + y U W w N F w n n 11 F V F a a a Q W F w it u ❑ F w 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 0 ,-I o 0 o N w 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 NC 0 0 0 0 0 Fa w 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NO O O O O C A WO O Z _ z e r N V N V ✓t r O M 0 0 tp O Yl M IC r m I(1 O N O N M M O ✓t N IO M 1l1 m H S O M e e V• V� V v V aT V v Ill ✓1 Ifl Yl In Ill Ill N Ill M O w M M M M M v V� V C V� V� (} \T V V In N Ill ✓1 ✓1 N Ill ✓t Yl N H N W w a= Ip II O ti w Q W e e e 7 e a e e a e e a a a e e o o F a e e a o e e a e a a e a aa a e e a o❑ o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o Q a N u C K W N U N N N N N N N N M O fV N N N N N N N N N N N lV N N N 3- W W ❑ w N N N N N N N N N N N N N O E ry — K N N N N N N N N N N N N N N N N N N O Z a Q Z ao 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 , w E z o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w O E _ _ � � z ._ ---- — — -- ---`. — II. til C v v c v v o o W U W W„ v o 0 0 o v v o v o o v v o cn F Q Q o a o N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o Z W ou — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w N o mr . 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II w W v w a w ii ❑ ❑ � i w a U o ❑ II ul m v v m a W In o v n a o v F W r o rn v in Q u: u W o v 11 o 1 v .] n 0 1 v w u p r u W N v 2 u u w a n M a a x u Y II � H .W]7 n � .N. � r N n o❑ m M H x n � .a O ii a -- v — .7 '❑ U n ❑ I Z W it t�v o _ a In M— .� q V F n w r — 16 c x o u a w u u z x H a u x l 0 u w M Q w H e a F Q O W u q o m o u O w a u u Q F O w w 11 ❑ M u u Z. H o £a u w e u y— a F FQ a w e 0 4] � ii W o til x m m it ❑ oo II w cno II w a --ow m a s ❑ oo m 47 � F O❑ In � o n cn Z II M — .] C x vz� W u c� � �d o u u a a w u z z II UO F F ❑ O H 0 Z W U — W II II O H x— u �- C H In to W II W m m O U- V F 11 H W D w 4] Ul 11 W W W O q II vl E z x x In a W I H Q II w —£ ❑ i❑❑ n In x z x x -+ a In O» w Z n❑ V— W F W a II a o z qw o o w o n y ❑ u w H — o N ❑ w n W z, H u u o a m a . i [. u m 0 H n :❑ II r� w z H x S o aa m Q a m m >> II O I w n W In G u u w u co, I❑ z u 3 F • w >> O u u a W— u z l w n m❑ H a a— z l o w n G m M m a m z l w a uaa H H a W w U1 ❑ n F F> rI Q a 1/1 12 U 1 t w O a m w w w i❑> 11 F H— II a m a •+ �+ X: I F z l ❑ . a 0 fww w w— Z U w O II w oaG E a a 5Qy U In O I F W II W H E a a 47 U a w w a u w O[[..Nwwa m— x zu n a x Hww—w a n w❑ cnwwQ x�- ❑ —rN U' l7 W C W W II O 4 Z z w a w w II W Q F 1/] ❑ C7 C7 W m W i w n o a Z a W VI M r w U F n Q W W❑❑❑ m F .] w 11 tti F V N Q Z. w a a w u F w II a W❑❑❑ a O a m Q n m> U F W w W F r� 1/1 Q O 11 a s Z .l cKK a F In 1{ K o a W a E II a> u H�. W 14 W F aa u u m o o W W N Z n w z z 0 0 0 0 1Y U1 Z Il m❑ W a Z 7 W W Q W H O II W w Z M 0 0 0 lA o >> w H u m w o H g q q w w o w ll p a Zy m u w a>> I mm q q «ilil W a a W u n V W m 3 u H n In z — Q F i H a a a W u li ,£ V Ha oWx ow n a [= x W .] W a Q a a aw .Ilw❑ 2 un i wo aa w>a w>a w>a� >w1-1 Fam 0 V, 7 I W QF n N O U>>>w 04amFuawa aawz $r� wWoa a n m I. > u N s n n W a HH U w ~ m m m F O AII F Z a w w F a Cl ^ 1 W m m W p1 m m F O F z H W w w F H y y N N OF la+. n E O F m w m W 0 a ..] U 5 5❑ O a .1 0 0 .] A n II O O . m W x W O a fA W' a a Q W F w w n n 11 w F v� + y U W w N F w n n 11 F V F a a a Q W F w it u ❑ Date: 11/07/00 File name: FC25AB.RES FLOW PROCESS FROM NODE 190 00 TO NODE 185.00 IS CODE = 31 ...>COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA« «< » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ---------------------- « _ M( ELEVATION DATA: UPSTREAM(FEET) 3P.01 DOWNSTREAM(FEET) = 37 78 FLOW LENGTH(FEET) = 75.00 MANNING 'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.40 ESTIMATED PIPE DIAMETER(INCH) = 54 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 101.47 PIPE TRAVEL TIME(MIN.) = 0.17 T.(MIN.) = 17.82 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 185.00 = 2105.00 FEET. .+«*+.+.+.+++++*++.++++..+.«++............ ««« .......... *«.......... +........ FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 10 ____________________________________________________________________________ » -MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK M 1 « «< Page 35 .............. • +*••*k FLOWPROCESS*FROMNODE04••`* 00•TO NODE1704**'•+ 00IS+CODE,=21.8-22-1 ---------------------------------------------------------------------------- --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE NALYSIS« <»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) _ 830.00 ELEVATION DATA: UPSTREAM(FEET) = 59.20 DOWNSTREAM(FEET) = 52.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) ]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.830 * 25 YEAR RAINFALL INTENS ITY(INCH/HR) = 2.457 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL APEA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 4.20 0.47 0.50 75 14.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFFICFS) = 8.40 TOTAL AREA(ACRES) = 4.20 PEAK FLOW PATE(CFS) = 8.40 ....................................................... *.* + +« FLOWPROCESSFROMNODE«1704*`«**•***+** 00TONODE180.00IS+CODE =61 6 - ZZ • Z ____________________________________________________________________________ »» COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-- » »>(STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 52.10 DOWNSTREAM ELEVATION(FEET) = 99.75 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GPADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSS FALL (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 .*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 Date: 11/07/00 File name. FC25AB.P.ES HALFSTREET FLOOD WIDTH(FEET) = 20.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 3.95 Tc(MIN.) = 18.78 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.132 SUBAREA LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HP.) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" D 0.52 0.47 0.50 75 SUBAREA AVEPAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 0.89 EFFECTIVE APEA(ACRES) = 4.72 AREA -AVERAGED Fm(INCH/HR) = 0.23 APEA-AVEPAGED Fp(INCH/HR.) = 0.47 AREA -AVERAGED Ap = 0 50 TOTAL APEA(ACRES) = 4.72 PEAK FLOW PATE(CFS) = 8.40 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.61 FLOW VELOCITY(FEET/SEC.) = 2.22 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 180.00 = 1360.00 FEET. .*..*............... *..**..... *+..**... .«*... *..... *... +.+.*... * FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 ---------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.78 RAINFALL INTENSITY(INCH/HR) = 2.13 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA-AVEPAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.72 TOTAL STREAM AREA(ACRES) = 4.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.40 Page 36 ............. ++.**....................... .+................ FLOW PROCESS FROM NODE 0.00 TO NODE 170.00 IS CODE = 21 8 -Z 3 , ---------------------------------------------------------------------------- » -RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -------------------------------- ____________________________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) = 52.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.564 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.713 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" D 1.17 0.47 0.50 75 12.56 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 2.61 TOTAL APEA(ACRES) = 1.17 PEAK FLOW RATE(CFS) = 2.61 ...........«.«............................................«.........../7 n...... '7 Z FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 61 - 23 * Date: 11/07/00 File name: FC25AB RES Page 37 --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « >.. » (STANDARD CURB SECTION USED)« 1< UPSTREAM ELEVATION(FEET) = 52.10 DOWNSTREAM ELEVATION(FEET) = 49 75 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBP.EAK(FEET) = 15 00 INSIDE STREET CP.OSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0 020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CP.OSSFALL(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 "*TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.95 STP.EETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.73 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 5.00 Tc(MIN.) = 17 57 . 25 YEAR RAINFALL INTENS ITY(INCH /HR) = 2.219 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON RESIDENTIAL "5-7 DWELLINGS/ACRE" D 0.38 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 50 SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 0.68 EFFECTIVE AP.EA(ACRES) = 1.55 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 TOTAL AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) = 2.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.29 FLOW VELOCITY(FEET/SEC.) = 1.70 DEPTH*VELOCITY(FT*FT/SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1040.00 FEET. ......................................... I...................... FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <« « --AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- TOTAL ALUES« <TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.57 RAINFALL INTENSITY(INCH/HR) = 2.22 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.55 TOTAL STREAM AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.77 .* CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER, (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 8.40 18.78 2.132 0.47( 0.23) 0.50 4.7 0.00 2 2.77 17.57 2.219 0.47( 0.24) 0.50 1.5 0.00 Date: 11107/00 File name: FC25AB.P,ES RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW PATE TABLE .. STREAM Q To Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 11.04 18 78 2 132 0.47( 0.24) 0.50 6.3 0.00 2 10.98 17.57 2.219 0.47( 0.23) 0.50 6.0 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 11.04 Tc(MIN.) = 18.78 EFFECTIVE AREA(ACRES) = 6.27 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp11NCH/HP) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 6.27 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1360.00 FEET. ....... ***................ *...... ............................... FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 ---------------------------------------------------------------- »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 18.78 RAINFALL INTENSITY(INCH/HR) = 2.13 AREA -AVERAGED Fm(INCH/HR) = 0.24 APEA-AVERAGED Fp(INCH/HR) = 0.47 AP.EA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACP.ES) = 6.27 TOTAL STREAM AREA(ACRES) = 6.27 PEAK FLOW PATE(CFS) AT CONFLUENCE = 11.04 Page 38 .............................. •* * * •*"*'*........................ , *"** FLOWPROCESSFROMNODE0.00TONODE 175. 4 1 ^ 1f 00ISCODE=21*14' 6 - 2- • / ---------------------------------------------------------------------------- »- ATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOP. INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) _ 670.00 ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) = 50.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.444 . 25 YEAR RAINFALL INTENSITY(INCH/HP.) = 2.605 SUBAREA To AND LOSS RATE DATAIAMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP.) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 4.49 0.47 0.50 75 13 44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 9.58 TOTAL AREA(ACRES) = 4 49 PEAK FLOW RATE(CFS) = 9.58 ............................................................................ FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 81 A9- 2 V. 2 ____________________________________________________________________________ --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- -------------- MAINLINE TC(MIN) = 13.44 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.605 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON Date 11/07/00 File name: FC25AB.RES RESIDENTIAL "5-7 DWELLINGS/ACP.E" D 1.63 0 47 0 50 75 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HP.) = 0 47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFFICFS) = 3 48 EFFECTIVE AP.EA(ACRES) = 6.12 AP.EA-AVERAGED Fm(INCH/HP) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 6.12 PEAK. FLOW PATE(CFS) = 13 06 ................................................................ FLOW PROCESS FROM NODE 175.00 TO NODE 180.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) -- ---------- LOW)-- ELEVATION DATA: UPSTP,EAMIFEET) = 44.40 DOWNSTREAM(FEET) 42.55 FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.43 ESTIMATED PIPE DIAMETER(INCH) = 24 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.06 PIPE TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 14.58 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 180 00 = 1040.00 FEET. ................................................................ FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ­-AND ONFLUENCE««»-AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- ____________________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.58 RAINFALL INTENSITY(INCH/HR) = 2.48 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 6.12 TOTAL STREAM AREA(ACRES) = 6.12 PEAK FLOW PATE(CFS) AT CONFLUENCE = 13.06 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.04 18.78 2.132 0.47( 0.24) 0.50 6.3 0.00 1 10 98 17.57 2.219 0.47( 0.23) 0.50 6.0 0.00 2 13.06 14.58 2.482 0.47( 0.23) 0.50 6.1 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FOP14ULA USED FOR 2 STREAMS. " PEAK FLOW RAT'" TABLE "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 22.51 17.57 2.219 0.471 0.23) 0.50 12.1 0.00 2 22.07 18.78 2.132 0 47( 0.23) 0.50 12.4 0.00 3 23.38 14.58 2.482 0.47( 0.23) 0.50 11.1 0.00 COMPUTED CONFLUENCE ESTIMATES APE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.38 TC(MIN.) = 14 58 EFFECTIVE AREA(ACRES) = 11.07 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.39 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1360.00 FEET. Page 39 Date: 11/07'00 File name: FC25AB.RF.S ................................................................ FLOW PROCESS FROM NODE 180.00 TO NODE 185.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA.. «< >,,>,USING COMPUTEP-ESTIMATED PIPESIZE (NON-PP.ESSUPE FLOW)« - ELEVATION DATA: UPSTPEAM(FEET) = 42.55 DOWNSTREAM(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 PIPE -FLOW VELOCITY(FEET/SEC.) = 11.86 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.38 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 14.72 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 11 ---------------------------------------------------------------------------- » »,CONFLUENCE MEMORY BANK N 1 WITH THE MAIN -STREAM MEMOR.Y«« < -------------------------------- MAIN STREAM CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 23.38 14.72 2.468 0.47( 0.23) 0.50 11.1 0.00 2 22.51 17 71 2.208 0.47( 0.23) 0.50 12.1 0.00 3 22.07 18.92 2.123 0.47( 0.23) 0.50 12.4 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 FEET. " MEMORY BANK N 1 CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 79.74 8.51 3.429 0.47( 0.22) 0.46 21.9 0.00 2 90.26 12.11 2.774 0.47( 0.22) 0.46 31.3 0.00 3 90 59 12.23 2.757 0.47( 0.22) 0.46 31.6 0.00 4 92.53 12.99 2.660 0.47( 0.22) 0.47 33.7 0.00 5 95.05 13.98 2.545 0.47( 0.22) 0.47 36.8 0.00 6 95.63 14.22 2.520 0.47( 0.22) 0.47 37.5 0.00 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 9 100.95 16.76 2.283 0.47( 0.22) 0.47 45.0 0.00 10 101.38 17.22 2.246 0.47( 0.22) 0.47 46.2 0.00 11 101.40 17.26 2 243 0.47( 0.22) 0.47 46.3 0.00 12 101.40 17.26 2.243 0.47( 0.22) 0.47 46.3 0.00 13 101.47 17.59 2.217 0.47( 0.22) 0.47 47.0 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( 0.22) 0.46 48.2 0.00 16 101 02 18.99 2.118 0.48( 0.22) 0.46 49.6 0.00 17 99.92 20.35 2.032 0.48( 0.22) 0.46 51.6 0.00 18 99.51 20.75 2.008 0.48( 0.22) 0.46 52 2 0.00 19 99.36 20.86 2.002 0.481 0.22) 0.46 52.3 0.00 20 99 14 21.01 1.993 0.48( 0.22) 0.46 52 5 0.00 21 98.54 21.36 1.974 0.48( 0.22) 0.46 52.8 0.00 22 98.07 21.61 1.960 0.48( 0.22) 0.46 53.1 0.00 23 95.48 22.78 1.899 0.48( 0.22) 0.46 53.8 402.01 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( 0.22) 0.46 54.4 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 0.00 FEET. 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Q 3 w rt w w ❑ O W w a u l a H n Z u 3❑ 3> w gg w 0 £ 1 n O O W O W 1 o til u p V I H£ 11 an 2 O FH u o — Q Q F p H a W a > Q F Q F w E Q In a F a O m 1 W G a F d U] n F a w w F In ,¢ a K E u H F a a X u1 47 N rv1 N b r m m 0 H C I!) r Ol O .-1 N n Q Ifl IO r m 5 a W Q E U n II Q S n n 11 > 3 fil m W U a 3 n Ul II F> a rl1 wQ II a N F £ a w w E Z G W w w G G O n n 11 W O a a E d d y a n n 11 a a W H U] H H O O n x W a n n 11 y a m U 5 p� U a W a F a W n n I w W❑ a W d a a w n n 'i NI P Date: 11/07/00 File name: FC25AB.RES CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HP.) (ACRES) NODE 1 5.20 16.30 2.321 0.47( 0.24) 0.50 2.8 0 00 2 9.56 16.81 2.279 0.47( 0.24) 0.50 5 2 0 00 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW PATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.67 16.30 2.321 0 47( 0.23) 0.50 7.8 0 00 2 14.66 16.81 2.279 0.47( 0.24) 0.50 8.0 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 14.67 Tc(MIN.) = 16.30 EFFECTIVE AREA(ACRES) = 7.81 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.97 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 210.00 = 950.00 FEET. ................................. I............................«« FLOW PROCESS FROM NODE 210.00 TO NODE 230.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAP.EA«< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « c ELEVATION DATA: UPSTREAM(FEET) 44.44 DOWNSTREAM(FEET) 44.17 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.10 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.67 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 16.53 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 = 1020 00 FEET. «....................««......................................... FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 ________________________________________________________________ >» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.53 RAINFALL INTENSITY(INCH/HR) = 2.30 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 7.81 TOTAL STREAM AREA(ACRES) = 7.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.67 ................."................«......................................... FLOW PROCESS FROM NODE 0.00 TO NODE 220.00 IS CODE = 21 G -3 ____________________________________________________________________________ - >RATIONAL METHOD INITIAL SUBAREA ANALYSIS«< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 820.00 ELEVATION DATA: UPSTREAM(FFET) = 57.20 DOWNSTREAM(FEET) = 50.93 Tc = K"[(LENGTH" 3.00)/(ELEVATION CHANGE)j " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.093 Page 43 Date: 11/07/00 File name: FC25AB.RES Page 44 " 25 YEAR RAINFALL INTENSITY(INCH/HP) = 2-431 SUBAREA Tc AND LOSS PATE 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/ACF.E'D 3 26 0.47 0.50 75 15.09 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 6.44 TOTAL AP.EA(ACRES) = 3.26 PEAK FLOW PATE(CFS) = 6.44 ...«««.««.««.«««««««««« ............................... FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - -USING -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ------------ LOW)«« ___________________________ ==_-== ELEVATION DATA: UPSTREAM(FEET)_43.95 DOWNSTREAM(FEET) 43 68 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC ) = 5.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.44 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 15.18 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 = 850.00 FEET. ................................................................ FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 »-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-­ ­­AND ONFLUENCE««» AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATION(MIN.) = 15.18 RAINFALL INTENSITY(INCH/HR) = 2.42 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA-AVEPAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.26 TOTAL STREAM AREA(ACRES) = 3.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.44 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.67 16 53 2.302 0.47( 0.23) 0.50 7 8 0.00 1 14 66 17.04 2 260 0.47( 0.24) 0.50 8.0 0.00 2 6.44 15.18 2.422 0.47( 0.23) 0.50 3.3 0 00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE "' STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 20.75 16.53 2.302 0.47( 0.23) 0.50 11.1 0.00 2 20.62 17.04 2.260 0.47( 0.24) 0.50 11.2 0.00 3 20.70 15.18 2.422 0.47( 0.24) 0.50 10.4 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 20.75 Tc(MIN.) = 16.53 EFFECTIVE AREA(ACRES) = 11.07 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 Date: 11/07/00 File name: FC25AB.P.ES TOTAL AREA(ACRES) = 11.23 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230 00 = 1020.00 FEET. ............................................................ FLOW PROCESS FROM NODE 230.00 TO NODE 250.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA..... »»>USING COMPUTER -ESTIMATED PIPESIZE (NON-PPESSUP.E FLOW)... « ELEVATION DATA: UPSTREAM(FEET) = 43.65 DOWNSTREAM(FEET) 42.02 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.61 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.75 PIPE TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 17.75 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 250.00 = 1430.00 FEET. .........+.....................++ ......................+........ FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 ________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE.« « TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.75 RAINFALL INTENSITY(INCH/HR) = 2.21 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 11.07 TOTAL STREAM AREA(ACRES) = 11.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.75 .......................................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 250.00 IS CODE = 21 c - q __________________________________________________________________________ »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« . »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA.. INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 53.90 DOWNSTREAM(FEET) = 49.59 Tc = K'[(LENGTH" 3.00)/(ELEVATION CHANGE)]+'0.20 AREA -AVERAGED Fm(INCH/HP) = 0.23 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.282 AREA -AVERAGED Fp(INCH/HR) = 0 47 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.513 AREA -AVERAGED Ap = 0.50 SUBAREA Tc AND LOSS RATE DATA(AMC II): EFFECTIVE STREAM APEA(ACRES) = 2.09 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL ..........+...+..........................+..............................++++ FLOW PROCESS FROM NODE 0 00 TO NODE 250.00 IS CODE = 21 "5-7 DWELLINGS/ACRE" D 2.09 0.47 0.50 75 14.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 SUBAREA RUNOFF(CFS) = 4.28 ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = TOTAL AREA(ACRES) = 2.09 PEAK FLOW RATE(CFS) = 4.28 ............................................................................ FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 ____________________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« c . 25 YEAR RAINFALL INTENSITY(INCH/HP.) = 2.520 TOTAL NUMBER OF STREAMS = 3 SUBAREA Tc AND 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.) = 14.28 LA14D USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN Page 45 Date: 11/07,00 File name: FC25AB.R.ES RAINFALL INTENSITY(INCH/HR) = 2.51 AREA -AVERAGED Fm(INCH/HP) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM APEA(ACRES) = 2.09 TOTAL STREAM AREA(ACRES) = 2.09 PEAK FLOW PATE(CFS) AT CONFLUENCE = 4.28 ..........+...+..........................+..............................++++ FLOW PROCESS FROM NODE 0 00 TO NODE 250.00 IS CODE = 21 C � 5 ____________________________________________________________________________ -- ATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 49.59 Tc = K"[(LENGTH++ 3.00)/(ELEVATION CHANGE)]" -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.216 . 25 YEAR RAINFALL INTENSITY(INCH/HP.) = 2.520 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LA14D USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACP.E" D 3.39 0.47 0.50 75 14.22 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HP.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 6.97 TOTAL AREA(ACRES) = 3 39 PEAK. FLOW PATE(CFS) = 6.97 ................................................................ FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-1- ­-AND ONFLUENCE«...»-AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-­ ------------------------------ TOTAL ALUES.«TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTPATION(MIN.) = 14.22 RAINFALL INTENSITY(INCH/HR) = 2.52 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 EFFECTIVE STREAM AREA(ACRES) = 3.39 TOTAL STREAM AREA(ACRES) = 3.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.97 .. CONFLUENCE DATA - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.75 17.75 2.206 0.47( 0.23) 0.50 11.1 0.00 1 20.62 18.26 2.168 0.47( 0.24) 0.50 11.2 0.00 1 20.70 16.40 2.313 0.47( 0.24) 0.50 10.4 0.00 2 4.28 14.2R 2.513 0.47( 0.23) 0.50 2.1 0.00 3 6.97 14.22 2.520 0.47( 0.24) 0.50 3.4 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 31.00 14.28 2.513 0.47( 0.24) 0.50 14.6 0.00 2 30.95 16.40 2.313 0.47( 0.24) 0.50 15.9 0.00 Page 46 Date: 11/07/00 File name: FC25AB.RES 30.47 17.75 2.206 0.47( 0.23) 0.50 16 6 0.00 30.16 18.26 2.168 0 47( 0.24) 0.50 16.7 0.00 30.98 14 22 2.520 0.47( 0.24) 0.50 14 5 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.00 TC(MIN.) = 14.28 EFFECTIVE AP.EA(ACP.ES) = 14 57 AREA-AVEPAGED Fm(INCH/HP.) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 TOTAL AREA(ACRES) = 16.71 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 250.00 = 1430 00 FEET. . «w .............. ..w.wwww....... .....w.....««.......«........... FLOW PROCESS FROM NODE 250.00 TO NODE 340.00 IS CODE = 31 --COMPUTE ,COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA-- ­-USING UBAREA- <»,,,USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) .... < ELEVATION DATA: UPSTREAM(FEET) = 41.99 DOWNSTPEAM(FEET) = 40.98 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0 013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26 3 INCHES STREAM Q Tc PIPE -FLOW VELOCITY(FEET/SEC.) = 6.12 Fp(Fm) ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.00 (INCH/HR) PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 14.96 r ? LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1680.00 FEET. ...«..............«.......................«...........«..................... FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 10 ---------------------------------------------------------------------------- >,»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK N 2 ««< 0.00 « w • 00 TO 255. • i `.. LOW PROCESS FROMNODE'•*•0.e'ew' 00ISCODE=21A-1 ... - / ---------------------------------------------------------------------------- »»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- NALYSIS«-»USE 0.50 1.4 ­USETIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< RAINFALL INTENSITY AND INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 PATIO ELEVATION DATA: UPSTREAM(FEET) = 56.80 DOWNSTREAM(FEET) = 52.71 Tc = K'[(LENGTH" 3.00)/ (ELEVATION CHANGE)] --0.20 Tc SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.077 (MIN.) ' 25 YEAR RAINFALL INTENSITY (INCH/ HR) = 2.649 SUBAREA Tc AND LOSS RATE DATA(AMC II) 11.89 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL NUMBER (CFS) (MIN.) "5-7 DWELLINGS/ACRE" D 1.76 0.47 0.50 75 13.08 SUBAPEA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0 47 NODE SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 2.649 SUBAREA RUNOFF(CFS) = 3.82 0.50 3.1 TOTAL AREA(ACRES) = 1.76 PEAK FLOW PATE(CFS) = 3.82 2 6.89 11.89 ...«........ww.....w.........................www............................ FLOW PROCESS FROM NODE 255.00 TO NODE 255.00 IS CODE = 1 ____________________________________________________________________________ »»,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.08 RAINFALL INTENSITY(INCH/HR) = 2.65 AREA -AVERAGED Fm(INCH/HR) = 0.23 Page 47 Date: 11/0700 File name: FC25AB.RES Page 48 APEA-AVERAGED Fp(INCH/HR) = 0.47 APEA-AVERAGED Ap = 0.50 STREAM Q Tc EFFECTIVE STREAM AREA(ACRES) = 1.76 Fp(Fm) TOTAL STREAM AREA(ACRES) = 1.76 HEADWATER PEAK FLOW PATE(CFS) AT CONFLUENCE = 3.82 (INCH/HR) • ++ei••`.w«'^+«•k,«••4e•A •'FLOW PROCESSFROMNODE000TONODE 255.00ISCODE= 21 r ? --------------------------------------------------------------------------- ,, ,>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 1 3.82 13.08 -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- 0.47( 0.23) INITIAL SUBAREA FLOW-LENGTH(FEET) = 440.00 0.00 ELEVATION DATA: UPSTREAMIFEET) = 55.90 DOWNSTP.EAM(FEET) = 52.71 Tc = K'[(LENGTH" 3.00)/(ELEVATION CHANGE)] "0.20 0.50 1.4 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.892 RAINFALL INTENSITY AND ' 25 YEAR. RAINFALL INTENSITY(INCH/HR) = 2.804 PATIO SUBAREA Tc AND LOSS RATE DATA(AMC II): CONFLUENCE FORMULA USED DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACP.E" D 1.38 0.47 0.50 75 11.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 Intensity SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 Ap Ae SUBAREA RUNOFF(CFS) = 3.19 NUMBER (CFS) (MIN.) TOTAL AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) = 3.19 (INCH/HR) ..............................................w....w............ FLOW PROCESS FROM NODE 255.00 TO NODE 255.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- - -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« « ------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.89 RAINFALL INTENSITY(INCH/HR) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.38 TOTAL STREAM AREA(ACRES) = 1.38 PEAK FLOW PATE(CFS) AT CONFLUENCE = 3.19 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.82 13.08 2.649 0.47( 0.23) 0.50 1.8 0.00 2 3.19 11.89 2.804 0.47( 0.23) 0.50 1.4 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO 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 6.82 13.O8 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 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.89 Tc(MIN.) = 11.89 EFFECTIVE AREA(ACRES) = 2.98 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 Date: 11/07/00 File name: FC25AB.RES TOTAL AREA(ACRES) = 3.14 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 255.00 = 560 00 FEET ..........................................:...«««............... FLOW PROCESS FROM NODE 255.00 TO NODE 260.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA -- --USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAMIFEET) 46.57 DOWNSTREAM(FEET) = 45.50 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.29 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.89 PIPE TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 12.94 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 260.00 = 830 00 FEET. ...«............................................................ FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 1 ________________________________________________________________ » » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN ) = 12.94 RAINFALL INTENSITY(INCH/HR) = 2.67 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.98 TOTAL STREAM AREA(ACRES) = 3.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6 89 ..................................................... ' ` •+•••• .*'+{^` ` , •.«... FLOWPROCESSFROMNODE000 TONODE260.00ISCODE= 21 A-3 -3 __________________________________________________________________________ » -RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SU13AREA FLOW-LENGTH(FEET) = 460.00 ELEVATION DATA: UPSTREAM(FEET) = 56.40 DOWNSTREAM(FEET) = 52.29 Tc = K`((LENGTH'" 3.00)/ (ELEVATION CHANGE)I -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.610 ' 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.845 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" D 2.21 0.47 0.50 75 11.61 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.19 TOTAL AREA(ACRES) = 2.21 PEAK FLOW RATE(CFS) = 5.19 ...............«....«....................................................... FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 1 ____________________________________________________________________________ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<c > -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES< < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Page 49 Date: 11/07/00 File name: FC25AB.P.ES TIME OF CONCENTPATION(MIN.) = 11.61 RAINFALL INTENSITY(INCH,HR) = 2 85 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.21 TOTAL STREAM AREA(ACRES) = 2.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.19 «« CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 6.82 14.13 2.529 0.47( 0.24) 0.50 3.1 0.00 1 6.89 12.94 2.666 0.47( 0.24) 0.50 3.0 0.00 2 5.19 11.61 2.845 0.47( 0.23) 0.50 2.2 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOP. 2 STREAMS. .. PEAK FLOW RATE TABLE .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE 1 11.73 12.94 2.666 0.471 0.24) 0.50 5.2 0.00 2 11.39 14.13 2.529 0.471 0 24) 0.50 5.3 0.00 3 11.83 11 61 2.845 0.47( 0.24) 0.50 4.9 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.83 Tc(MIN.) = 11.61 EFFECTIVE AREA(ACRES) = 4.88 AREA -AVERAGED Fm(INCH/RR) = 0.24 AP.EA-AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 5.35 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 260 00 = 830.00 FEET. .«................................................ I............. FLOW PROCESS FROM NODE 260.00 TO NODE 270.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA-«< --USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)«« ________________ __ ELEVATION DATA: UPSTREAM(FEET) 45.48 DOWNSTREAM(FEET) 45.35 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.04 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.83 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.71 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 270.00 = 860.00 FEET. ............................................................ FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 ---------------------------------------------------------------- »-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.71 RAINFALL INTENSITY(INCH/HP.) = 2.83 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.88 TOTAL STREAM AREA(ACRES) = 5.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.83 Page 50 Date: 11/07/00 File name: FC25AB.P.ES Page 51 * ******** ****......................... *+.................................... ............*" "• FLOWPROCESSFROMNODE0.00TONODE270.00ISCODE=21.- «** " V ------------------------------------------------------------- ---------- --RATIONAL METHOD INITIAL SUBAREA ANALYSIS ... « ---- _ UBAREA« -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- ------------- Tc INITIAL SUBAREA FLOW-LENGTH(FEET) - 400.00 Fp(Fm) Ap ELEVATION DATA: UPSTREAMIFEET) = 55.10 DOWNSTREAM(FEET) = 52.26 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 Tc SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.495 (MIN.) * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.862 (ACRES) SUBAREA Tc AND LOSS RATE DATA(AMC II): 11.73 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 0.00 "5-7 DWELLINGS/ACRE" D 0.76 0.47 0.50 75 11.50 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 2.518 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 5.3 SUBAREA RUNOFF(CFS) = 1.80 1 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 1 80 ................................«..........................«.... FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 ________________________________________________________________ --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMIN.) = 11.50 RAINFALL INTENSITY(INCH/HR) = 2.86 APEA-AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0 76 TOTAL STREAM AREA(ACRES) = 0 76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.80 .......«..«....«««........................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 270.00 IS CODE = 21 A-5 __________________________________________________________________________ » -RATIONAL METHOD INITIAL SUBAREA ANALYSIS.« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 ELEVATION DATA: UPSTREAM(FEET) = 56.60 DOWNSTREAM(FEET) = 52.16 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] -0.20 STREAM SUBAREA ANALYSIS USED MINIMUM TC(MIN ) = 11.728 Tc * 25 YEAR RAINFALL INTENSITY (INCH/ HR) = 2.828 Fp(Fm) Ap SUBAREA Tc AND LOSS RATE DATA(AMC II): HEADWATER. DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL (ACRES) "5-7 DWELLINGS/ACRE" D 1.56 0.47 0.50 75 11.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 13 04 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 0.47( 0.24) 0.50 SUBAREA RUNOFF(CFS) = 3.64 0.00 TOTAL AREA(ACRES) = 1.56 PEAK FLOW RATE(CFS) = 3.64 11 39 .....................................«........................ I............. FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 2.518 ____________________________________________________________________________ --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « 5.3 Date: 11/07/00 File name FC25AB.RES --AND COMPUTE VAPIOUS CONFLUENCED STREAM VALUES -- TOTAL IRT14BER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE; TIME OF CONCENTPATION(MIN.) = 11.73 RAINFALL INTENSITY(INCH/HR) = 2.83 AREA -AVERAGED Fm(INCH/HP.) = 0 23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.56 TOTAL STREAM AREA(ACRES) = 1.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 64 - CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HP) (ACRES) NODE 1 11.73 13 04 2.654 0.47( 0.24) 0.50 5.2 0.00 1 11 39 14.23 2.518 0 47( 0.24) 0 50 5.3 0.00 1 11.83 11.71 2.831 0.47( 0.24) 0.50 4 9 0.00 2 1 80 11.50 2.862 0.47( 0.23) 0 50 0.8 0.00 3 3.64 11.73 2.828 0.47( 0.231 0.50 1.6 0 00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. " PEAK FLOW PATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER. (CFS) (MIN.) (INCH/HP.) (INCH/HP.) (ACRES) NODE 1 17.17 11.50 2.862 0.47( 0.24) 0.50 7.1 0.00 2 17.25 11.71 2.831 0.47( 0 24) 0.50 7.2 0.00 3 16.78 13.04 2.654 0.47( 0.23) 0.50 7.5 0.00 4 16.15 14.23 2.518 0 47( 0.24) 0.50 7.7 0.00 5 17.24 11.73 2.828 0.47( 0.23) 0.50 7.2 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.25 Tc(MIN.) = 11.71 EFFECTIVE AREA(ACRES) = 7.20 AREA -AVERAGED Fm(INCH/HP) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.67 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 270.00 = 860.00 FEET. ..............«....«.«.«..................«..................... FLOW PROCESS FROM NODE 270.00 TO NODE 280.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA­­ ­-USING UBAREA.««» -USING COMPUTER. -ESTIMATED PIPESIZE (NON -PRESSURE FLOW).« ____________________________________________________________________________ ELEVATION DATA: UPSTREAM(FEET) = 45.32 DOWNSTREAM(FEET) = 43.23 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.32 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.25 PIPE TRAVEL TIME(MIN.) = 1.63 TC(MIN.) = 13.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 280.00 = 1380 00 FEET. ............«...«......................«.................................... FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 ____________________________________________________________________________ » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ----------------- TOTAL ONFLUENCE«.TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.34 Page 52 Date: 11/07/00 File name: FC25AE-RES Page 53 RAINFALL INTENSITY(INCH/HR) = 2..62 AREA -AVERAGED Fm(INCH/HP.) = 0.24 STREAM AREA -AVERAGED Fp(INCH/HR) = 0.47 Tc AREA -AVERAGED Ap = 0.50 Ap SCS Tc EFFECTIVE STREAM AREA(ACRES) = 7 20 (DECIMAL) CN (MIN.) TOTAL STREAM AREA(ACRES) = 7.67 (CFS) PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.25 0.50 75 13.45 .......................................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 280.00 IS CODE = 21 A -6 ____________________________________________________________________________ »-RATIONAL METHOD INITIAL SUBAREA ANALYSTS - 1 1 --USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - 13.13 INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 0.47( 0.24) 0.50 ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 51.44 Tc = K*[(LENGTH*' 3.00)/(ELEVATION CHANGE)]'*0.20 17.25 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.445 2.618 * 25 YEAR RAINFALL INTENSITY (INCH/ HR) = 2.605 7.2 SUBAREA Tc AND LOSS RATE DATA(AMC II): 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 7.5 "5-7 DWELLINGS/ACP.E" D 1.71 0.47 0.50 75 13.45 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 15 87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 0.47( 0.24) 0.50 SUBAREA RUNOFF(CFS) = 3.65 0.00 TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 3.65 17 24 ................................................................ FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 ________________________________________________________________ »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.45 RAINFALL INTENSITY(INCH/HR) = 2.61 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap - 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.71 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.65 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 280.00 IS CODE = 21 `'-7 ____________________________________________________________________________ > -RATIONAL METHOD INITIAL SUBAREA ANALYSIS« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - ____________________________________ _ INITIAL SUBAREA FLOW-LENGTH(FEET) 560.00 ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAMIFEET) = 51 44 Tc = K*[(LENGTH** 3.00)/ (ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.445 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.605 STREAM SUBAREA Tc AND LOSS RATE DATA(AMC II): Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL (CFS) "5-7 DWELLINGS/ACRE" D 1.59 0.47 0.50 75 13.45 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 (ACRES) Date: 11/07/00 File name: FC25AB.RES Page 54 SUBAREA AVEPAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA PUNOFF(CFS) = 3.39 TOTAL AREA(ACRES) = 1.59 PEAK FLOW RATE(CFS) = 3.39 ................................................................ FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< --AND AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STPEAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.45 RAINFALL INTENSITY(INCH/HR) = 2.61 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.59 TOTAL STREAM AREA(ACRES) = 1.59 PEAK FLOW PATE(CFS) AT CONFLUENCE = 3.39 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.17 13.13 2.643 0.47( 0.24) 0.50 7.1 0 00 1 17.25 13.34 2.618 0.47( 0.24) 0.50 7.2 0.00 1 16.78 14 67 2.472 0.47( 0.23) 0 50 7.5 0 00 1 16.15 15 87 2.359 0.47( 0.24) 0.50 7.7 0.00 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 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. " PEAK FLOW PATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 24.15 13.13 2.643 0.47( 0.24) 0.50 10.3 0.00 2 24.27 13.34 2.618 0.47( 0.23) 0.50 10.5 0.00 3 24.27 13.36 2.616 0.47( 0.23) 0.50 10.5 0.00 4 24.25 13.45 2.605 0.47( 0.23) 0.50 10.5 0.00 5 23.42 14.67 2.472 0.47( 0.23) 0.50 10.8 0.00 6 22.46 15.87 2.359 0.47( 0.24) 0.50 11.0 0.00 7 24.25 13.45 2.605 0.47( 0.23) 0.50 10.5 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 24.27 Tc(MIN.) = 13.36 EFFECTIVE AREA(ACRES) = 10.49 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 10.97 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 280.00 = 1380.00 FEET. ................................................................ FLOW PROCESS FROM NODE 280.00 TO NODE 330.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« » » USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« ____________________ ____ _ ELEVATION DATA: UPSTREAM(FEET) 43.20 DOWNSTREAM(FEET) 40.88 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.81 ESTIMATED PIPE DIAMETERIINCH) = 33.00 NUMBER OF PIPES = 1 Date: 11/07/00 File name: FC25AB RES Page 55 PIPE-FLOW(CFS) = 24.27 PIPE TRAVEL TIMEfMIN.) = 1.72 Tc(MIN.) = 15.08 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1980 00 FEET. ....«..................................«..............a «...«........... FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = «.... 10 ____________________________________________________________________________ » >MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK X 3 « «< .........«...«..........«.........«...........a............................. FLOW PROCESS FROM NODE 0.00 TO NODE 310.00 IS CODE = 21 A .. // ____________________________________________________________________________ > »RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- NALYSIS«-»USE ­USETIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA .OW-LENGTH(FEET) = 730.00 ELEVATION DATA: UPSTREAM(FEET) = 55.50 DOWNSTREAM(FEET) = 50.63 Tc = K'[(LENGTH'" 3.00)/ (ELEVATION CHANGE)]"`0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.806 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.459 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 2.63 0.47 0.50 75 14.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.26 TOTAL AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) = 5.26 ......«...................................................... u . FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 ________________________________________________________________ » -DESIGNATE INDEPENDENT STREAM FOP. CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14 81 RAINFALL INTENSITY(INCH/HR) = 2.46 AP.EA-AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.63 TOTAL STREAM AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.26 ..........«................................................................. FLOW PROCESS FROM NODE 0.00 TO NODE 310.00 IS CODE = 21 A-10 ____________________________________________________________________________ » » RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 55.80 DOWNSTREAM(FEET) = 50.63 Tc = K"((LENGTH.. 3.00)/ (ELEVATION CHANGE)] " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.771 a 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 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) RESIDENTIAL Date: 11/07/00 File name: FC25AB.P,ES Page 56 "5-7 DWELLINGS/ACRE" D 2.52 0.47 0 50 75 13.77 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.29 TOTAL AP.EA(ACRES) = 2.52 PEAK FLOW RATE(CFS) = 5.29 ............... a.............................. ............ .. .... FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < ». »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATION(MIN.) = 13.77 RAINFALL INTENSITY(INCH/HR) = 2.57 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.52 TOTAL STREAM AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.29 CONFLUENCE DATA STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.26 14.81 2.459 0.47( 0.23) 0.50 2.6 0.00 2 5.29 13.77 2.568 0.47( 0.23) 0.50 2.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FOP14ULA USED FOR 2 STREAMS. - PEAK FLOW PATE TABLE - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 10.31 14.81 2.459 0.47( 0.23) 0.50 5.2 0.00 2 10.43 13.77 2.568 0.47( 0.23) 0.50 5.0 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.43 Tc(MIN.) = 13.77 EFFECTIVE AREA(ACRES) = 4.97 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 5.15 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 310.00 = 730.00 FEET. ..................a.................................«........«.. FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA­­ ­-USING UBAREA««» -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « ELEVATION DATA: UPSTREAM(FEET) = 44.02 DOWNSTREAM(FEET) = 42.69 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.20 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER. OF PIPES = 1 PIPE-FLOW(CFS) = 10.43 PIPE TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 15.56 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 320.00 = 1180.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 ____________________________________________________________________________ --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < Date: 11/07/00 File name FC25AB.RES TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 15 56 RAINFALL INTENSITY(INCH/HR) = 2.39 AREA -AVERAGED Fm(INCH/HR.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.97 TOTAL STREAM AREA(ACP.ES) = 5.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.43 FLOW"PROCESS; '.•*•••• « FROMNODE0.00 TO NODE • { + h 320.00ISCODE=*•'•.. 21A_13 --RATIONAL METHOD INITIAL SUBAREA ANALYSIS« - »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 640.00 ELEVATION DATA: UPSTREAM(FEET) = 54.80 DOWNSTREAM(FEET) = 49.18 Tc = K"((LENGTH"" 3.00)/(ELEVATION CHANGE) j"0 20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.296 " 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.623 SUBAREA Tc AND ' SS 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" D 2.73 0.47 0.50 75 13.30 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.87 TOTAL AREA(ACRES) - 2.73 PEAK FLOW RATE(CFS) = 5.87 ........«......................................................« FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = I ---------------------------------------------------------------- » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.30 RAINFALL INTENSITY(INCH/HR) = 2.62 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HP) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.73 TOTAL STREAM AREA(ACRES) = 2.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.87 ..........................................................................«. FLOW PROCESS FROM NODE 0.00 TO NODE 320.00 IS CODE = 21 A - 1 4V ---------------------------------------------------------------------------- ,»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 53.00 DOWNSTREAM(FEET) = 49.19 Tc = K"[(LENGTH"" 3.00)/ (ELEVATION CHANGE)]""0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13 825 . 25 YEAR RAINFALL INTENSITY (INCH /HP.) = 2.562 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 57 Date: 11/07/00 File name: FC25AB.RES LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS,'ACRE" D 2 46 0.47 0.50 75 13.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HP) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.15 TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) = 5.15 ".«...««...............««.....«.........«....................... FLOW PPOCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEI <« » -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- ------------------ ALUES«- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTPATION(MIN.) = 13.82 RAINFALL INTENSITY(INCH/HR) = 2.56 AREA -AVERAGED Fm(INCH/HR.) = 0.23 APEA-AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM APEA(ACP.ES) = 2.46 TOTAL STREAM AREA(ACRES) = 2 46 PEAK FLOW PATE(CFS) AT CONFLUENCE = 5.15 "" CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR.) (ACRES) NODE 1 10.31 16.60 2.296 0 47( 0.23) 0.50 5.2 0.00 1 10 43 15.56 2.387 0.47( 0.23) 0.50 5.0 0.00 2 5.87 13.30 2.623 0.47( 0.23) 0.50 2.7 0.00 3 5.15 13.82 2.562 0.47( 0.23) 0.50 2.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. " PEAK. FLOW PATE TABLE "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.84 13.30 2.623 0.47( 0.23) 0.50 9.3 0.00 2 20.48 15.56 2.387 0.47( 0.23) 0.50 10.2 0.00 3 19.94 16.60 2.296 0.47( 0.23) 0.50 10.3 0.00 4 20.90 13.82 2.562 0.47( 0.23) 0.50 9.6 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.90 Tc(MIN.) = 13 82 EFFECTIVE AREA(ACRES) = 9.60 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 10.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 320.00 = 1180.00 FEET. FLOW PROCESS FROM NODE 320.00 TO NODE 330.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « --USING COMPUTER -ESTIMATED PIPESIZE (NON-PP.ESSURE FLOW) «« ELEVATION DATA: UPSTREAM(FEET) 42.66 DOWNSTREAM(FEET) 41.50 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC) = 7.14 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.90 PIPE TRAVEL TIME(MIN.) = 0.36 TC(MIN.) = 14.19 Page 58 Date: 11/07/00 File name: FC25AB.RES LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335 00 FEET. ....................................................... «.,..«............... FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 11 ____________________________________________________________________________ »» CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STP.EAM MEMORY« - "" MAIN STREAM CONFLUENCE DATA "" -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 STREAM Q Tc Intensity Fp(Fm) 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 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 4 19.94 16.96 2.266 0.47( 0.23) 0.50 10.3 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET. "" MEMORY BANK # 3 CONFLUENCE DATA "" 16.96 2.266 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR.) (INCH/HR) (ACRES) 20.1 NODE 1 24.15 14.91 2.449 0.47( 0.24) 0.50 10.3 0.00 2 24.27 15.06 2.434 0.47( 0.23) 0.50 10.5 0.00 3 24.27 15.08 2.432 0.47( 0.23) 0.50 10.5 0.00 4 24.25 15.17 2.424 0.47( 0.23) 0.50 10.5 0.00 5 24 25 15.17 2.424 0.47( 0.23) 0.50 10.5 0.00 6 23.42 16.46 2.308 0.47( 0.23) 0.50 10.8 0.00 7 22.46 17.66 2.212 0.47( 0.24) 0.50 11 0 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 0.00 FEET. " PEAK FLOW RATE TABLE "" 4.34 14.52 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 44.29 1.3.66 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 3 44.25 15.92 2.354 0.47( 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 5 44.88 14.91 2.449 0.47( 0.23) 0.50 20.1 0.00 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 8 44.91 15.17 2.424 0.47( 0.23) 0.50 20.4 0.00 9 44.91 15.17 2.424 0.47( 0.23) 0.50 20.4 0.00 10 43.62 16.46 2.308 0.47( 0.23) 0.50 21.1 0.00 11 41.86 17.66 2.212 0.47( 0.24) 0 50 21.3 0.00 TOTAL AREA(ACRES) = 21.31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.95 Tc(MIN.) = 15.061 EFFECTIVE AREA(ACRES) = 20.36 AREA -AVERAGED Fm(INCH/HR.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 21.31 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 12 ____________________________________________________________________________ »» CLEAR MEMORY BANK # 3 «c« ............................................................................ FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 ____________________________________________________________________________ » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« TOTAL NUMBER OF STREAMS = 2 Page 59 Date: 11/07/00 File name: FC25AB.RES CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 15.06 RAINFALL INTENSITY(INCH/HR) = 2.43 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH;HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 20.36 TOTAL STREAM AREA(ACP.ES) = 21.31 PEAK FLOW PATE(CFS) AT CONFLUENCE = 44 95 +• .......... ••^........................... ••* • +•+* FLOW PROCESSFROMNODE0.00TONODE330`«......... " "" 00ISCODE=21 „* " A- L7 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- " -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 ELEVATION DATA- UPSTREAM(FEET) = 53.80 DOWNSTREAM(FEET) = 49.83 Tc = K"((LENGTH"" 3.00)/(ELEVATION CHANGE)] "0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.518 Tc . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.488 Fp(Fm) SUBAREA Tc AND LOSS PATE DATA(AMC II): Ap DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL (MIN.) "5-7 DWELLINGS/ACRE" D 2.14 0.47 0.50 75 14.52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 (ACRES) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 1 SUBAREA P.UNOFF(CFS) = 4.34 TOTAL AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) = 4.34 ..............................................................«............. FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 0.47( 0.23) --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«c » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-< ------------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.52 RAINFALL INTENSITY(INCH/HR) = 2.49 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA-AVEPAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.14 TOTAL STREAM AREA(ACRES) = 2.14 PEAK FLOW PATE(CFS) AT CONFLUENCE = 4.34 "" CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HRI (ACRES) NODE 1 44.29 13.66 2.581 0.47( 0.23) 0.50 18.8 0.00 1 44.65 14.19 2.523 0.47( 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 1 42.95 16.96 2.266 0.47( 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 1 44.91 15.17 2.424 0.47( 0.23) 0.50 20.4 0.00 1 44.91 15.17 2.424 0.47( 0.23) 0.50 20.4 0.00 1 43.62 16.46 2.308 0.47( 0.23) 0.50 21.1 0.00 1 41.86 17.66 2.212 0.47( 0.24) 0.50 21.3 0.00 2 4.34 14.52 2.488 0.47( 0.23) 0.50 2.1 0.00 Page 60 Date: 11/07/00 File name: FC25AB.RES RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. STREAM Q Tc •" PEAK FLOW RATE TABLE `a Fp(Fm) Ap Ae STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 48.54 13.66 2.581 0.47( 0.24) 0.50 20.8 0.00 2 48.96 14.19 2.523 0.47( 0.23) 0.50 21.5 0.00 3 49.14 14.91 2.449 0.47( 0.23) 0.50 22.3 0.00 4 49.19 15.06 2.434 0.47( 0.23) 0.50 22.5 0.00 5 49.18 15.08 2.432 0.47( 0.23) 0.50 22.5 0.00 6 49.13 15.17 2.424 0.47( 0.23) 0.50 22.6 0.00 7 49.13 15.17 2.424 0.47( 0.23) 0.50 22.6 0.00 8 48 33 15.92 2.354 0.47( 0.23) 0.50 23.0 0.00 9 47.61 16.46 2.308 0.47( 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 12 49.09 14.52 2.488 0.47( 0.24) 0.50 21.9 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 0.47( 0.23) 0.50 PEAK FLOW RATE(CFS) = 49.19 Tc(MIN.) = 15.06 16.99 EFFECTIVE AREA(ACRES) = 22.50 AREA -AVERAGED Fm(INCH/HR) 0.50 = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 TOTAL AREA(ACRES) = 23.45 0.50 23.4 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET. .................. .......................... FLOW PROCESS FROM NODE 330.00 TO NODE a......... 335.00 ................. IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « »-USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ------------------- « _ ELEVATION DATA: UPSTREAM(FEET) = 40.70 DOWNSTREAM(FEET) 39.91 FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.82 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.19 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 15.57 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 335.00 = 1545.00 FEET- ............ ............................................. EET. ................................................................ FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 ________________________________________________________________ --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15 57 RAINFALL INTENSITY(INCH/HR) = 2.39 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 22.50 TOTAL STREAM AREA(ACRES) = 23.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.19 Page 61 .` ` + a •.ff•` FLOW PROCESS FROMNODE0.• *`k00TO " « ` • +* 335.00ISCODE=21" A -Ae_ ____________________________________________________________________________ , >»RATIONAL METHOD INITIAL SUBAREA ANALYSIS« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< Date: 11/07/00 File name: FC25AB.RES INITIAL SUBAREA FLOW-LENGTH(FEET) = 2RO.00 ELEVATION DATA: UPSTREAM(FEET) = 52.20 DOWNSTREAM(FEET) = 49.54 Tc = K"[(LENGTH"" 3 00)/(ELEVATION CHANGE)]..0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9 403 " 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.229 SUBAREA Tc AND LOSS PATE DATA(AMC I1): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP.) (DECIMAL) CN (MIN ) RESIDENTIAL "5-7 DWELLINGS/ACP.E" D 0.69 0.47 0.50 75 9.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 1.86 .a.............................................................. FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-­ ­-AND ONFLUENCE«<»-AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES­­ --------------- TOTAL ALUES«<TOTAL NUMBER, OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN ) = 9.40 RAINFALL INTENSITY(INCH/HR) = 3.23 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 EFFECTIVE STREAM AREA(ACRES) = 0.69 TOTAL STREAM AREA(ACRES) = 0.69 PEAK FLOW PATE(CFS) AT CONFLUENCE = 1.86 '* CONFLUENCE DATA - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 48.54 14.17 2.524 0.47( 0.24) 0.50 20.8 0.00 1 48.96 14.70 2.469 0.47( 0.23) 0.50 21.5 0.00 1 49.14 15.42 2.400 0.47( 0.23) 0.50 22.3 0.00 1 49.19 15.57 2.385 0.47( 0.23) 0.50 22.5 0.00 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 0.47( 0.23) 0.50 22.6 0.00 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 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( 0.24) 0.50 23.4 0.00 1 49.09 15.03 2.437 0.47( 0.24) 0.50 21.9 0.00 2 1.86 9.40 3.229 0.47( 0.23) 0.50 0.7 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. - PEAK FLOW RATE TABLE `" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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( 0.24) 0.50 22.6 0.00 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 6 50.52 15.59 2.384 0.47( 0.23) 0.50 23.2 0.00 7 50.46 15.68 2.376 0.47( 0.23) 0.50 23.3 0.00 8 50.46 15.68 2.376 0.47( 0.23) 0.50 23.3 0.00 Page 62 Date: 11/07/00 File name: FC25AB.RES 9 49.62 16.44 2.310 0.47( 0.23) 0.50 23.7 0.00 10 48.87 16.99 2.264 0.47( 0.23) 0.50 23.9 0.00 11 48.10 17.49 2.225 0.47( 0.23) 0.50 24.0 0 00 12 46.88 18 19 2.173 0.47( 0 24) 0.50 24.1 0 00 13 43.97 9.40 3.229 0 47( 0.24) 0.50 14.5 0 00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.52 Tc(MIN ) = 15.57 EFFECTIVE APEA(ACRES) = 23.19 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACP.ES) = 24.14 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 335.00 = 1545 00 FEET. ..............................«................................. FLOW PROCESS FROM NODE 335.00 TO NODE 340.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA ««< --USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ELEVATION LOW)--ELEVATION DATA: UPSTREAM(FEET) = 39.89 DOWNSTREAM(FEET) = 39.75 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.03 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.52 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 15.66 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 ---------------------------------------------------------------------------- » » CONFLUENCE MEMORY BANK M 2 WITH THE MAIN -STREAM MEMOP.Y« ..< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 43.97 9.49 3.211 0.47( 0.24) 0.50 14.5 0 00 2 49.96 14.26 2.515 0.47( 0.24) 0.50 21.5 0.00 3 50.34 14.78 2.461 0.47( 0.23) 0.50 22.2 0.00 4 50.46 15.12 2.429 0.47( 0.24) 0.50 22.6 0.00 5 50.49 15.50 2.392 0.47( 0.23) 0.50 23.0 0.00 6 50.52 15.66 2.378 0.47( 0.23) 0.50 23.2 0.00 7 50.52 15.68 2.376 0.47( 0.23) 0.50 23.2 0.00 8 50.46 15.76 2.368 0.47( 0.23) 0.50 23.3 0.00 9 50.46 15.76 2.368 0.47( 0.23) 0.50 23.3 0.00 10 49.62 16.52 2.303 0.47( 0.23) 0.50 23.7 0.00 11 48.87 17.07 2.258 0.47( 0.23) 0.50 23.9 0.00 12 48.10 17.58 2.218 0.47( 0.23) 0.50 24.0 0.00 13 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. "* MEMORY BANK N 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 30.98 14.90 2.450 0.47( 0.24) 0.50 14.5 0.00 2 31.00 14.96 2.443 0.47( 0.24) 0.50 14.6 0.00 3 30.95 17.08 2.257 0.47( 0.24) 0.50 15.9 0.00 4 30.47 18.43 2.156 0.47( 0.23) 0.50 16.6 0.00 5 30.16 18.94 2.121 0.47( 0.24) 0.50 16.7 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 0.00 FEET. *" PEAK FLOW PATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER Page 63 Date 11/07/00 File name: FC25AB.RES Page 64 NUMBER (CFS) (MIN ) (INCH/HR) (INCH/HR) (ACRES) NODE 1 70.49 9.49 3 211 0.47( 0.24) 0 50 23.7 0.00 2 80.48 14.26 2.515 0.47( 0.23) 0.50 35.4 0.00 3 91.24 14 78 2 461 0 47( 0.24) 0.50 36.6 0.00 4 81.45 15.12 2.429 0.47( 0.24) 0.50 37.2 0.00 5 81.47 15 50 2.392 0.47( 0.23) 0.50 37.9 0.00 6 81.50 15.66 2.378 0.47( 0.23) 0.50 3R.2 0.00 7 81.50 15.68 2.376 0.47( 0.23) 0.50 38.2 0.00 8 81 44 15.76 2.368 0.47( 0.23) 0.50 38.4 0.00 9 81.44 15.76 2.368 0.47( 0.23) 0.50 38.4 0.00 10 80.58 16.52 2.303 0.47( 0.23) 0.50 39.2 0.00 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 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 16 79.81 17.08 2.257 0.47( 0.24) 0.50 39.8 0.00 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 TOTAL AREA(ACRES) = 40.85 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 81.50 TC(MIN.) = 15.658 EFFECTIVE AREA(ACRES) = 38.20 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 40.85 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 = 12 --CLEAR >CLEAR MEMORY BANE X 2 ................................................................ FLOW PROCESS FROM NODE 340.00 TO NODE 345.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-< » »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)--, ---------------- ELEVATION DATA: UPSTREAM(FEET) 39.70 DOWNSTREAM(FEET) 39.66 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 41.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.65 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 81.50 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 15.70 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 345.00 = 1595 00 FEET. ...............«...,........,................................... FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 1 ---------------------------------------------------------------- - -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE, «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.70 RAINFALL INTENSITY(INCH/HR) = 2.37 AREA -AVERAGED Fm(INCH/HP.) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 38.20 TOTAL STREAM AREA(ACRES) = 40.85 PEAK FLOW PATE(CFS) AT CONFLUENCE = 81.50 Date: 11/07/00 File name: FC25AB.RES ................................................... •'+ ' •R••f• • e*••* y ........................ * •"•+«• FLOWPROCESSFROMNODE O.00TONODE 34500ISCODE = 21 A -15 ____________________________________________________________________________ -- ATIONAL METHOD INITIAL SUBAREA ANALYSIS-1- ­USE NALYSIS-««»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA" ___________ INITIAL SUBAREA FLOW-LENGTH(FEET) 480.00 ELEVATION DATA: UPSTREAM(FEET) = 53.20 D0WNSTREAM(FEET) = 49.33 Tc = K'((LENGTH" 3.00)/(ELEVATION CHANGE)] " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.055 ' 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.782 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 2.32 0.47 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.32 Ap SCS Tc (DECIMAL) CN (MIN ) 0.50 75 12.05 0.47 TOTAL AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) _ 5.32 ................................................................ FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<oc « »-AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES- ­ TOTAL TOTAL NUMBER, OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.05 RAINFALL INTENSITY(INCH/HR) = 2.78 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.32 TOTAL STREAM AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.32 " CONFLUENCE DATA " " PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(Fm) STREAM Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (CFS) (ACRES) NODE 1 70.49 9.53 1 3.203 0.47( 0.24) 0.50 23.7 0.00 1 80.48 0.00 14.29 85.24 2.511 0.47( 0.23) 2.511 0.50 35.4 0.00 1 81.24 3 14.82 14.82 2.457 0.47( 0.24) 0.47( 0.24) 0.50 36.6 0.00 1 81.45 85.98 15.15 2.425 0.47( 0.24) 0.50 37.2 0.00 1 81.47 15.00 15.54 2.440 2.389 0.47( 0.23) 0.50 0.50 37.9 0.00 1 81.50 15.70 0.47( 0.24) 2.374 0.47( 0 23) 0.50 38.2 0.00 1 81.50 2.389 15.71 2.373 0.47( 0.23) 0.00 0.50 38.2 0.00 1 81.44 0.47( 0.23) 15.80 0.50 2.365 0.47( 0.23) 9 0.50 38.4 0.00 1 81.44 15.80 40.5 2.365 0.47( 0.23) 85.88 0.50 38.4 0.00 1 80.58 0.50 16.56 0.00 2.299 0.47( 0.23) 15.80 0.50 39.2 0.00 1 79.82 40.7 17.11 12 2.255 0.47( 0.23) 0.50 39.8 0.00 1 78.87 0.00 17.61 84.04 2.216 0.47( 0.23) 2.255 0.50 40.2 0.00 1 77.41 14 18.31 17.12 2.165 0.47( 0.24) 0.47( 0.24) 0.50 40.6 0.00 1 81.36 83.01 14.94 2.446 0.47( 0.24) 0.50 36.8 0.00 1 81.40 18.31 .00 2 440 0.47( 0.24) 0.50 0.50 37.0 0.00 1 79.81 17.12 0.47( 0.24) 2.254 0.47( 0.24) 43.0 0.50 39.8 0.00 1 77.09 2.119 18.47 2.154 0.47( 0.24) 0.00 0.50 40.7 0.00 1 75.92 0.47( 0.23) 18.98 0.50 2.119 0.47( 0.24) COMPUTED CONFLUENCE 0.50 40.8 0.00 2 5.32 12.05 PEAK FLOW RATE(CFS) 2.782 0.47( 0.23) 86.03 0.50 2.3 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Page 65 Date: 11/07/00 File name: FC25AB.RES CONFLUENCE FORMULA USED FOR 2 STREAMS " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN ) (INCH/HP.) (INCH/HR) (ACRES) NODE 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 3 85.88 14.82 2.457 0.47( 0.24) 0.50 38.9 0.00 4 85.98 14.94 2.446 0.47( 0.24) 0 50 39.2 0.00 5 86.01 15.00 2.440 0.47( 0.24) 0.50 39.3 0.00 6 86.03 15.15 2.425 0.47( 0.24) 0.50 39.6 0.00 7 85.97 15.54 2.389 0.47( 0.23) 0.50 40.2 0.00 8 85.97 15.70 2.374 0.47( 0.23) 0.50 40.5 0.00 9 85.96 15 71 2.373 0.47( 0.23) 0.50 40.5 0.00 10 85.88 15.80 2.365 0.47( 0.23) 0.50 40.7 0.00 11 85.88 15.80 2.365 0.47( 0.23) 0.50 40.7 0.00 12 84.89 16.56 2.299 0.47( 0.23) 0.50 41.6 0.00 13 84.04 17.11 2.255 0 47( 0.23) 0.50 42.1 0.00 14 84.02 17.12 2.254 0.47( 0.24) 0.50 42.1 0.00 15 83.01 17.61 2.216 0.47( 0.23) 0.50 42.5 0.00 16 81.43 18.31 2.165 0.47( 0.241 0.50 42.9 0.00 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 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 86.03 TC(MIN.) = 15.15 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 AREA(ACRES) = 43.17 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 345.00 = 1595.00 FEET- EET..««««..........« - ................................................«................... FLOW PROCESS FROM NODE 345.00 TO NODE 350 00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- «« > » USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-« ELEVATION DATA: UPSTREAM(FEET) 39.64 DOWNSTREAM(FEET) = 39.58 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.05 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 86.03 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 15.20 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 350.00 = 1615.00 FEET. ...........................«.................................... FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 ________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.20 RAINFALL INTENSITY(INCH/HP.) = 2.42 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 39.56 TOTAL STREAM AREA(ACRES) = 43.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 86.03 Page 66 v a F II II II .I F �� it 0 0 o w w W w i t ii a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o w w w F oa000000000000000000 3 ❑ M v .+ ❑ p Q ZI v11 II W x In II V W ii F II II W Ii M N r r H m b m N W x 0 II •❑ 3 11 w N O O 11 w W II ❑ 11 O II UI �O O� O O O H N N N M M e v v v M w N M M e e e v e v v v v v v v v v v v M V N z O U a 11 w a WI, H O U II 1 1II Q U V W II a OV H V 11 W 1� w a E a o N W Q 1 M M v a u Y44157 W O V II a H O v a: O v 11 4 a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o o o N a M O O v w II E O v UI n UI t� a .+ V 11 W 1 .. m Q o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o W w O C7 a W n Z O w W W a u x U I� 7y II II 4 a ❑ M a s 11 0 U II 1❑ II Z W m 2H — ❑ M W n a II WWW O>> O Z 4 4 Z O II z O M M Z Z Z w II a Z n E m E x o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a H W vri m w O n cn m a V r r r re re r r F u a o a w u m U n o Z k 11 M H �o o u O u Z a n c e e w 2 e v e o v v 1- cn F a 4 o 4 Q o H 11 o F F o in a r o O o w n ❑ M M o n � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o H d ii N n o oe o E d n n n a-- o w n w Q Z a n y o o a WW a v ry N C T H N~ r W m r a❑ II F W w 11 W o x H F u n NII a; U M N N N N N N N N N ry N N ry N N N N N N C_ F m u M > E W o x U U M u 11 m w F u a— a w II z H € e q a£ In Z m ❑I II p Z II II O Z T— a O W II w a a o U— U w a—moerminomeelnmom M F 11 x Z In F li a E a m Z w i 314 11 w ow ws— ❑ II w £ k k k In a cn W Z u £❑—V wE m N m m m o N IrHi o m Q u w l— x £ m u O 0 1 0 W u a w E£ O w O ❑ W II g W Z H S x o Q a Q O a 11 W to O U U W H m F F e In In �o r m H £ .. .e. �-+ H H .�I H .m. 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W W— W a n W 5 F vl w w 4 4: — ❑ — .+ M r �c m v N H m In .. to W 11 W a F Vl ❑ N U (� W a w W u 0 .] Z Z W 4 a W 11 a F V N z w C7 W U F d rl 4 W W❑❑❑ a F w C. w W O cn 4 o II 4 4 Z H O 4 y Q£ n a> U W W E££Q r� U Z w O N Z it m❑ W 4 5 a W 2 — r m m m m m m m m m m m m m m m m r m o w o w l x a ZZ a u WWW a s>> 4 w M u n m W o 4 a a 4411 w e w U H II W Z0 a ,y F£❑ a Q a a 4i u n u u a a' a' w a 3 O u O a O m u a W w w> E+ 0 a a a agpw i 4tY F ii Xuo❑ a WW rg W���4a7 oa ❑ as nn F 4 aWa a a ww E Qw aaw ,i wZHqZ aF wa C4 n DO aa Z4W 4D A :n n II U.l 0m�., ...y.... n n W H un n ZH E. ^I A a 11 0 0 A n iiZ .1 u 4 4 4 o awZo F u u u ❑ Date: 11/07/00 File name: FC25AB.RES Page 69 FLOW PROCESS FROM NODE 0.00 TO NODE 360.00 IS CODE = 21 A -117 ____________________________________________________________________________ ... -RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) INITIAL SUBAREA FLOW-LENGTH(FEET) _ 680.00 1 81 23 10.95 2 946 0.47( 0.24) 0.50 27 8 ELEVATION DATA: UPSTREAM(FEET) = 50.77 DOWNSTREAM(FEET) = 48.42 Tc = K`((LENGTH** 3.00)/(ELEVATION CHANGE) ]``0. 20 0 00 3 87.33 13.44 2.606 0.41( 0.23) 0 50 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.415 0.00 4 91 21 15.67 2.377 0.47( 0.24) 0.50 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.311 0.00 5 91 R1 16.20 2.330 0.47( 0.24) 0.50 SUBAREA Tc AND LOSS RATE DATA(AMC II): 0.00 6 91.90 16.31 2.320 0 47( 0.24) 0.50 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 0 00 9 91.75 16 91 2.270 0.47( 0.23) 0.50 "5-7 DWELLINGS/ACRE" D 1.47 0.47 0.50 75 16.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 0.00 11 91 71 17.09 2.256 0.47( 0.24) 0.50 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 0.00 12 91.61 17.18 2.249 0.47( 0.24) 0 50 SUBAREA RUNOFF(CFS) = 2.75 0.00 13 91.61 17.18 2.249 0.47( 0.24) 0 50 TOTAL AREA(ACRES) = 1.47 PEAK FLOW RATE(CFS) = 2.75 14 90 44 17.93 2.192 0.47( 0.24) 0.50 «.,.......«...«...........................................««««..«,.,,,.,,,.. FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 ---------------------------------------------------------------------------- -----DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<a 0.00 16 89 46 18.50 2.152 0.47( 0.24) 0.50 r- AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- 0.00 17 88 35 18.99 2.118 0.47( 0.23) 0.50 ================ TOTAL NUMBER OF STREAMS = 2 0.00 18 86.64 19.69 2.072 0.47( 0.24) 0.50 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 0.00 19 86.27 19.85 2.062 0.47( 0.24) 0.50 TIME OF CONCENTRATION(MIN.) = 16.42 0.00 20 84.93 20.37 2.031 0.47( 0.24) 0.50 RAINFALL INTENSITY(INCH/HR) = 2.31 0.00 21 91 92 16.42 2.311 0 47( 0.24) 0.50 AREA -AVERAGED Fm(INCH/HR) = 0.23 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA -AVERAGED Fp(INCH/HR) = 0.47 PEAK FLOW PATE(CFS) = 91.92 Tc(MIN.) = 16.42 AREA -AVERAGED Ap = 0.50 EFFECTIVE AREA(ACRES) = 42.43 AREA -AVERAGED Fm(INCH/HR) EFFECTIVE STREAM AREA(ACRES) = 1.47 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap TOTAL STREAM AREA(ACRES) = 1.47 TOTAL AREA(ACRES) = 46.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.75 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 360.00 .. CONFLUENCE DATA -- FEET. ...,,,:.,,....:........«.............................«............,:.,«..,., FLOW PROCESS FROM NODE 360.00 TO NODE 390.00 IS STREAM Q Tc Intensity Fp(Fm) Ap A. HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 78.83 10.95 2.946 0.47( 0.24) 0.50 26.9 0.00 1 84.77 13.44 2.606 0.47( 0.23) 0.50 33.8 0.00 1 88.51 15.67 2.377 0.47( 0.24) 0.50 39.3 0.00 1 89.08 16.20 2.330 0.47( 0.24) 0.50 40.5 0.00 1 89.16 16.31 2.320 0.47( 0.24) 0.50 40.8 0.00 1 89.18 16.37 2.315 0.47( 0.24) 0.50 40.9 0.00 1 89.17 16.53 2.302 0.47( 0.24) 0.50 41.2 0.00 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 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 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 1 86.92 18.50 2.152 0.47( 0.24) 0.50 43.7 0.00 1 85.86 18.99 2.118 0.47( 0.23) 0.50 44.1 0.00 1 84.21 19.69 2.072 0.47( 0.24) 0.50 44.5 0.00 1 83.85 19.85 2.062 0.47( 0.24) 0.50 44.6 0.00 1 82.56 20.37 2.031 0.47( 0.24) 0.50 44.8 0.00 1 84.24 13.18 2.636 0.47( 0.23) 0.50 33.2 0.00 2 2.75 16.42 2.311 0.47( 0.23) 0.50 1.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO Date: 11/07/00 File name: FC25AB.RES Page 70 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/HP.) (ACRES) NODE 1 81 23 10.95 2 946 0.47( 0.24) 0.50 27 8 0.00 2 R6 79 13.18 2.636 0.47( 0.23) 0 50 34.3 0 00 3 87.33 13.44 2.606 0.41( 0.23) 0 50 35.0 0.00 4 91 21 15.67 2.377 0.47( 0.24) 0.50 40.7 0.00 5 91 R1 16.20 2.330 0.47( 0.24) 0.50 42.0 0.00 6 91.90 16.31 2.320 0 47( 0.24) 0.50 42.2 0.00 7 91.92 16.37 2.315 0.47( 0.24) 0.50 42.4 0.00 8 91.91 16 53 2.302 0.47( 0.24) 0.50 42.6 0 00 9 91.75 16 91 2.270 0.47( 0.23) 0.50 43.3 0 00 10 91.72 17.07 2.258 0.47( 0.24) 0.50 43.6 0.00 11 91 71 17.09 2.256 0.47( 0.24) 0.50 43.6 0.00 12 91.61 17.18 2.249 0.47( 0.24) 0 50 43.7 0.00 13 91.61 17.18 2.249 0.47( 0.24) 0 50 43.7 0.00 14 90 44 17.93 2.192 0.47( 0.24) 0.50 44.6 0.00 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 88 35 18.99 2.118 0.47( 0.23) 0.50 45.6 0.00 18 86.64 19.69 2.072 0.47( 0.24) 0.50 46.0 0.00 19 86.27 19.85 2.062 0.47( 0.24) 0.50 46.1 0.00 20 84.93 20.37 2.031 0.47( 0.24) 0.50 46.2 0.00 21 91 92 16.42 2.311 0 47( 0.24) 0.50 42.4 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 91.92 Tc(MIN.) = 16.42 EFFECTIVE AREA(ACRES) = 42.43 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 46.24 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 360.00 = 2220.00 FEET. ...,,,:.,,....:........«.............................«............,:.,«..,., FLOW PROCESS FROM NODE 360.00 TO NODE 390.00 IS CODE = 31 ____________________________________________________________________________ -----COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - ­,USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « ELEVATION DATA: UPSTREAM(FEET) 37.47 DOWNSTREAM(FEET) = 36.19 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.91 ESTIMATED PIPE DIAMETEP.(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 91.92 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 16.48 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 390.00 = 2280.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 ____________________________________________________________________________ -----DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 16.48 RAINFALL INTENSITY(INCH/HR) = 2.31 AREA -AVERAGED Fm(INCH/HP.) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 42.43 TOTAL STREAM AREA(ACRES) = 46.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 91.92 Date: 11/07/00 File name: FC25AB.P.ES " FLOWPROCESS FROM NODE 000 TONOD3P.0 •***"***."•E ***.00 IS CODE 21 •-.•*� A �47 ____________________________________________________________________________ » -RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE NALYSIS« <»USE TIME-OF-CONC ENTPATION NOMOGRAPH FOR INITIAL SUBAREA-, INITIAL SUBAREA FLOW-LENGTH(FEETI = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 49.86 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.001 " 25 YEAR RAINFALL INTENSITY(INCH/HP.) = 2.543 SUBAREA Tc AND LOSS PATE 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/ACP.E" D 3.03 0.47 0 50 75 14.00 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 6 29 TOTAL AREA(ACRES) = 3.03 PEAK FLOW RATE(CFS) = 6 29 ............................................................................. FLOW PROCESS FROM NODE 380.00 TO NODE 390 00 IS CODE = 61A -2-o ---------------------------------------------------------------------------- » -COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA -11 »» >(STANDARD CURB SECTION USED)« « ____ _ _ UPSTREAM ELEVATION(FEET) 49.RO DOWNSTREAM ELEVATION(FEET) 47.78 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9 21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR. INITIAL SUBAREA" STREET FLOW DEPTH(FEET) = 0.51 ---------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 550 00 HALFSTREET FLOOD WIDTH(FEET) = 19.93 ELEVATION DATA: UPSTREAM(FEET) = 50.36 DOWNSTREAM(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 Tc = K*[(LENGTH*" 3.00)/(ELEVATION CHANGE)1**0.20 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 1.23 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14 566 STREET FLOW TRAVEL TIME(MIN.) = 2.72 TC(MIN.) = 16.72 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.483 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.286 SUBAREA Tc AND LOSS RATE DATA(AMC II): SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACBE" D O.R4 0.47 0.50 75 "5-7 DWELLINGS/ACP.E" D 3.16 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.70 SUBAREA AREA(ACRES) = 3.16 SUBAREA RUNOFF(CFS) = 5.83 TOTAL AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) = 1.70 EFFECTIVE AREA(ACRES) = 6.19 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 6.19 PEAK FLOW RATE(CFS) = 11.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 23.25 Page 71 Date. 11/07/00 File name: FC25AB.RES FLOW VELOCITY(FEET/SEC.) = 2 50 DEPTH*VELOCITY(FT*FT/SEC.) = 1.36 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 390.00 = 1020.00 FEET. ............*...*..*............................................ FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 ---------------------------------------------------------------- >- » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.72 RAINFALL INTENSITY(INCH/HR) = 2.29 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 6 19 TOTAL STREAM AREA(ACRES) = 6.19 PEAK FLOW PATE(CFS) AT CONFLUENCE = 11.43 ......................................... .*................. .............. FLOW PROCESS FROM NODE 0.00 TO NODE 390.00 IS CODE = 21 A -/® --RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR. INITIAL SUBAREA" ---------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 550 00 ELEVATION DATA: UPSTREAM(FEET) = 50.36 DOWNSTREAM(FEET) = 48.10 Tc = K*[(LENGTH*" 3.00)/(ELEVATION CHANGE)1**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14 566 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.483 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/ACBE" D O.R4 0.47 0.50 75 14 57 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.70 TOTAL AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) = 1.70 ............................................................................ FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOP. CONFLUENCE« « < --AND AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- TOTAL ALUES«-TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14 57 RAINFALL INTENSITY(INCH/HR) = 2.48 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM ARFA(ACP.ES) = 0.84 TOTAL STREAM AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.70 "* CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. 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 1 86.79 13.25 2.628 0.47( 0.23) 0.50 34.3 0.00 1 87.33 13.50 2.599 0.47( 0.23) 0.50 35.0 0.00 Page 72 v a � ,1 II a l•1 F ii u u I I 0 0 0 CO o 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o W w n w w n o 0 0 0 0 0 0 0II a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o w it M w o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o o W 3 Q II o v C O O O x a o ro x In i v l W I Io o .. x o n ❑ 3 l o 0 IFi] m II d m H M e b Ol M IO IO m m N NIO . . . . . 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N M aN .. .. .. .. .. .. .. .. ..rvNNry U ,.� W a Y W A A II E z O n n y �u W uarw,�failFa la.. n n u � q n irr t` v err Sycamore Hills Storm Drain Basis of Resign r Technical Appendix A 6 25 -year Developed Condition Hydrology i Hydrology to Node 530 (Empire Center Blvd) OM it OM 6w Date: 11/09/00 File name: FC25C.RES .....a...a..............................a..........-..............a....... " .. 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 12641 Analysis prepared by: Robert Bein, William Frost & Associates ld725 Alton Parkway Irvine, CA 92618 .......................... DESCRIPTION OF STUDY .......................... ' Sycamore Hills - Forecast Homes JN 15-100187 ' ' 25 -year Rational Method Hydrology at Node 530 ' • October 2000/hjb ` • ............................................a.... "........a" ........... FILE NAME: FC\FC25C.DAT TIME/DATE OF STUDY: 11:37 11/08/2000 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --`TIME-OF-CONCENTRATION MODEL• -- USER SPECIFIED STORM EVENT (YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 'USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL' 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.330 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0620 SLOPE OF INTENSITY DURATION CURVE = 0.6000 'ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD` FLOW PROCESS FROM NODE 0.00 TO NODE 400.00 IS CODE = 21 A-21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) _ 590.00 ELEVATION DATA: UPSTREAM(FEET) = 52.30 DOWNSTREAM(FEET) = 48.09 Tc = K'[(LENGTH" 3.00)/(ELEVATION CHANGE)) "0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.415 ' 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.609 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' D 2.14 0.47 0.50 75 13.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.57 TOTAL AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) = 4.57 ..................a......................................................... FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 1 Page 1 Date: 11/09/00 File name: FC25C.RES --------- - ---- ------------------------------- > »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.42 RAINFALL INTENSITY(INCH/HR) = 2.61 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.14 TOTAL STREAM AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.57 .......................................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 400.00 IS CODE = 21 A -ZL --RATIONAL METHOD INITIAL SUBAREA ANALYSIS«< < »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) _ 570.00 ELEVATION DATA: UPSTREAM(FEET) = 52.30 DOWNSTREAM(FEET) = 48.09 Tc = K'((LENGTH" 3.00)/(ELEVATION CHANGE)) -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.141 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.641 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" D 2.01 0.47 0.50 75 13.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.35 TOTAL AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) = 4.35 ....a.....................................................a................. FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< --AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES< «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.14 RAINFALL INTENSITY(INCH/HR) = 2.64 AREA -AVERAGED FM(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.01 TOTAL STREAM AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.35 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.57 13.42 2.609 0.47( 0.23) 0.50 2.1 0.00 2 4.35 13.14 2.641 0.47( 0.23) 0.50 2.0 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. .. PEAK FLOW RATE TABLE '• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER Page 2 Date: 11/09/00 File name: FC25C.RES Page 3 I Date: 11/09/00 File name: FC25C.RES Page d NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.87 13.42 2.609 0.47( 0.23) 0.50 4.2 0.00 2 8.89 13.14 2.641 0.47( 0.23) 0.50 4.1 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.89 Tc(MIN.) = 13.14 EFFECTIVE AREA(ACRES) = 4.11 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.15 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 400.00 = 590.00 FEET. ................................................................ FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 31 »>»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»,USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 41.21 DOWNSTREAM(FEET) 38.04 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.89 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 13.26 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 670.00 FEET. ...................a..........a..• a ........... "............... FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.26 RAINFALL INTENSITY(INCH/HR) = 2.63 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.11 TOTAL STREAM AREA(ACRES) = 4.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.89 .........................•.................................................. FLOW PROCESS FROM NODE 0.00 TO NODE 410.00 IS CODE = 7 L%�/Q __________________________________________________________________j _______ tL »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< -4 7 - NO Dg SFIU USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 16.93 RAINFALL INTENSITY(INCH/HR) = 2.27 EFFECTIVE AREA(ACRES) = 49.62 TOTAL AREA(ACRES) = 53.27 PEAK FLOW RATE(CFS) = 104.87 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ............................................................................ FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ____________________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.93 RAINFALL INTENSITY(INCH/HR) = 2.27 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 49.62 TOTAL STREAM AREA(ACRES) = 53.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 104.87 " CONFLUENCE DATA a' STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.87 13.54 2.595 0.47( 0.23) 0.50 4.2 0.00 1 8.89 13.26 2.627 0.47( 0.23) 0.50 4.1 0.00 2 104.87 16.93 2.269 0.47( 0.23) 0.50 49.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE `a STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 105.50 13.26 2.627 0.47( 0.23) 0.50 43.0 0.00 2 106.15 13.54 2.595 0.47( 0.23) 0.50 43.8 0.00 3 112.51 16.93 2.269 0.47( 0.23) 0.50 53.8 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 112.51 TC(MIN.) = 16.93 EFFECTIVE AREA(ACRES) = 53.77 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 57.42 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 670.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 410.00 TO NODE 415.00 IS CODE = 31 ---------------------------------------------------------------------------- --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»,USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) -<< << ___________________________________________________________ ELEVATION DATA: UPSTREAM(FEET) = 35.52 DOWNSTREAM(FEET) 34.33 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.41 VESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 112.51 PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 17.52 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 415.00 = 970.00 FEET. ................................................................ FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 1 ________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.52 RAINFALL INTENSITY(INCH/HR) = 2.22 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 53.77 TOTAL STREAM AREA(ACRES) = 57.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 112.51 Date: 11/09/00 File name: FC25C.RES Page 5 ............................................................................ FLAW PROCESS FROM NODE 0.00 TO NODE 415.00 IS CODE = 21 A -2-3 _ __________________________________________________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< STREAM Q Tc INITIAL SUBAREA FLOW-LENGTH(FEET) _ 260.00 Fp(Fm) ELEVATION DATA: UPSTREAM(FEET) = 48.52 DOWNSTREAM(FEET) = 47.48 Tc = K'[(LENGTH'- 3.00)/(ELEVATION CHANGE)) "0.20 (INCH/RR) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.481 (ACRES) . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.435 1 105.50 13.86 SUBAREA Tc AND LOSS RATE DATA(AMC II): 0.47( 0.23) DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.56 0.47 0.10 75 8.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 1 112.51 17.52 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 0.47( 0.23) SUBAREA RUNOFF(CFS) = 1.71 0.00 TOTAL AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) = 1.71 3.435 .............................. u....u......................u.............. FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -------------------------------------------------- - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.48 RAINFALL INTENSITY(INCH/HR) = 3.44 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.56 TOTAL STREAM AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.71 '. CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/RR) (INCH/HR) (ACRES) NODE 1 105.50 13.86 2.558 0.47( 0.23) 0.50 43.0 0.00 1 106.15 14.14 2.528 0.47( 0.23) 0.50 43.8 0.00 1 112.51 17.52 2.222 0.47( 0.23) 0.50 53.8 0.00 2 1.71 8.48 3.435 0.47( 0.05) 0.10 0.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. •' PEAK FLOW RATE TABLE " STREAM O Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 106.77 13.86 2.558 0.47( 0.23) 0.49 43.5 0.00 2 107.41 14.14 2.528 0.47( 0.23) 0.49 44.4 0.00 3 113.61 17.52 2.222 0.47( 0.23) 0.50 54.3 0.00 4 90.63 8.48 3.435 0.47( 0.23) 0.49 26.9 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 113.61 Tc(MIN.) = 17.52 EFFECTIVE AREA(ACRES) = 54.33 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 57.98 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 415.00 = 970.00 FEET. Date: 11/09/00 File name: FC25C.RES Page 6 ................................................................ FLOW PROCESS FROM NODE 415.00 TO NODE 420.00 IS CODE = 56 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW« << »»>TRAVELTIME THRU SUBAREA—— ELEVATION DATA: UPSTREAM(FEET) = 34.33 DOWNSTREAM(FEET) _ 33.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0024 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 1.0 .Z' FACTOR = 3.000 MANNING'S FACTOR = 0.030 ESTIMATED CHANNEL HEIGHT(FEET) = 3.65 CHANNEL FLOW THRU SUBAREA(CFS) = 113.61 FLOW VELOCITY(FEET/SEC) = 3.31 FLOW DEPTH(FEET) = 2.65 TRAVEL TIME(MIN.) = 1.51 TC(MIN.) = 19.03 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 1270.00 FEET. ...................................0....................................... FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 10 ____________________________________________________________________________ »» MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK N 1 ««< ____________________________________________________________________________ ____________________________________________________________________________ ............................................•............................... FLOW PROCESS FROM NODE 0.00 TO NODE 450.00 IS CODE = 7 D4rA rk4w_YS /s _______________________________________________________ »»>USER SPECIFIED HYDROLOGY INFORMATION A -T NODE««< J�rA NOA r -,Y OF _---- ___--- _______________________________________________________-+r' QArf-.4 ANA AC/A USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 18.41 RAINFALL INTENSITY(INCH/HR) = 2.16 EFFECTIVE AREA(ACRES) = 64.09 TOTAL AREA(ACRES) = 70.70 PEAK FLOW RATE(CFS) = 114.74 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.83 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ............................................................................ FLOW PROCESS FROM NODE 450.00 TO NODE 460.00 IS CODE = 9 D - / ____________________________________________________________________________ »»>COMPUTE 'V' GUTTER FLOW TRAVEL TIME THRU SUBAREA««< ______________ UPSTREAM NODE ELEVATION(FEET) 57.88 DOWNSTREAM NODE ELEVATION(FEET) = 51.52 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 .V. GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 MAXIMUM DEPTH(FEET) = 5.00 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.964 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 8.32 0.47 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 121.91 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.92 AVERAGE FLOW DEPTH(FEET) = 1.49 FLOOD WIDTH(FEET) = 19.33 .V' GUTTER FLOW TRAVEL TIME(MIN.) = 3.13 TC(MIN.) = 21.54 SUBAREA AREA(ACRES) = 8.32 SUBAREA RUNOFF(CFS) = 14.35 EFFECTIVE AREA(ACRES) = 72.41 AREA -AVERAGED Fm(INCH/HR) = 0.34 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 79.02 PEAK FLOW RATE(CFS) = 114.74 Date: 11/09/00 File name: FC25C.RES Page 7 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 1.45 FLOOD WIDTH(FEET) = 18.94 FLOW VELOCITY(FEET .C.) = 6.81 DEPTH*VELOCITY(FT*FT/SEC) = 9.90 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 460.00 = 2570.00 FEET. w...............•.............................................w............. FLOW PROCESS FROM NODE 460.00 TO NODE 500.00 IS CODE = 9 ____________________________________________________________________________ »»>COMPUTE "V' GUTTER FLOW TRAVEL TIME THRU SUBAREA- ­ UPSTREAM NODE ELEVATION(FEET) 51.52 UPSTREAM DOWNSTREAM NODE ELEVATION(FEET) = 36.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1380.00 "V' GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.800 PAVEMENT LIP(FEET) = 0.400 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 MAXIMUM DEPTH(FEET) = 5.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.854 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 12.24 0.47 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 124.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/ SEC.) = 10.59 AVERAGE FLOW DEPTH(FEET) = 2.04 FLOOD WIDTH(FEET) = 13.43 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.17 TC(MIN.) = 23.71 SUBAREA AREA(ACRES) = 12.24 SUBAREA RUNOFF(CFS) = 19.90 EFFECTIVE AREA(ACRES) = 84.65 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 91.26 PEAK FLOW RATE(CFS) = 118.81 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 2.01 FLOOD WIDTH(FEET) = 13.10 FLOW VELOCITY(FEET/SEC.) = 10.49 DEPTH*VELOCITY (FT* FT/ SEC) = 21.08 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 3950.00 FEET. *..*....*......www...........*.......:..•www*............ u............ww... FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.71 RAINFALL INTENSITY(INCH/HR) = 1.85 AREA -AVERAGED Fm(INCH/RR) = 0.29 AREA -AVERAGED Fp(INCH/RR) = 0.45 AREA -AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 84.65 TOTAL STREAM AREA(ACRES) = 91.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 118.81 ...*....*..*..w...................*..*.*...*..................w............. FLOW PROCESS FROM NODE 0.00 TO NODE 182.00 IS CODE = 7 ____________________________________________________________________________ »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 17.89 RAINFALL INTENSITY(INCH/HR) = 2.20 EFFECTIVE AREA(ACRES) = 69.60 Date: 11/09/00 File name: FC25C.RES Page 8 TOTAL AREA(ACRES) = 70.28 PEAK FLOW RATE(CFS) = 124.04 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.47 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 182.00 TO NODE 500.00 IS CODE = 56 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW« << »» TRAVELTIME THRU SUBAREA«« _ ELEVATION DATA: UPSTREAM(FEET) = 36.84 DOWNSTREAM(FEET) 36.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0023 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 1.0 'Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 ESTIMATED CHANNEL HEIGHT(FEET) = 3.80 CHANNEL FLOW THRU SUBAREA(CFS) = 124.04 FLOW VELOCITY(FEET/SEC) = 3.30 FLOW DEPTH(FEET) = 2.80 TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 18.65 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 410.00 FEET. ...........................w.....w..........•w..........*................... FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« »» AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« << TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 18.65 RAINFALL INTENSITY(INCH/HR) = 2.14 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 69.60 TOTAL STREAM AREA(ACRES) = 70.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 124.04 2 ARE: ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 2 124.04 18.65 2.141 0.47( 0.22) 0.47 69.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 224.28 23.71 1.854 0.46( 0.26) 0.57 154.3 0.00 2 234.69 18.65 2.141 0.46( 0.26) 0.56 136.2 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 234.69 Tc(MIN.) = 18.65 EFFECTIVE AREA(ACRES) = 136.17 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 161.54 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 3950.00 FEET. ....................................................... w ... *.*... .w....w.... FLOW PROCESS FROM NODE 500.00 TO NODE 420.00 IS CODE = 9 A _3 Date: 11/09/00 File name: FC25C.RES , »>COMPUTE 'V' GUTTER FLOW TRAVEL TIME THRU SUBAREA -- UPSTREAM NODE ELEVATION(FEET) = 36.50 DOWNSTREAM NODE ELEVATION(FEET) = 33.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 720.00 'V' GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.800 PAVEMENT LIP(FEET) = 0.400 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 MAXIMUM DEPTH(FEET) = 5.00 " 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.044 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 12.23 0.47 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 245.68 TRAVEL TIME THRU SUBAREA EASED ON VELOC ITY(FEET/SEC.) = 7.97 AVERAGE FLOW DEPTH(FEET) = 3.07 FLOOD WIDTH(FEET) = 23.69 'V' GUTTER FLOW TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 20.15 SUBAREA AREA(ACRES) = 12.23 SUBAREA RUNOFF(CFS) = 21.98 EFFECTIVE AREA(ACRES) = 148.40 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 173.77 PEAK FLOW RATE(CFS) = 240.96 END OF SUBAREA 'V' GUTTER HYDRAULICS: DEPTH(FEET) = 3.05 FLOOD WIDTH(FEET) = 23.49 FLOW VELOCITY(FEET/SEC.) = 7.94 DEPTH"VELOCITY(FT"FT/SEC) = 24.22 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 1 ---------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.15 RAINFALL INTENSITY(INCH/HR) = 2.04 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 148.40 TOTAL STREAM AREA(ACRES) = 173.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 240.96 ........................................... a ...... ........ ........0 u..... FLOW PROCESS FROM NODE 0.00 TO NODE 420.00 IS CODE = 21 A q ____________________________________________________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 51.49 DOWNSTREAM(FEET) = 40.49 Tc = K"((LENGTH"" 3.00)/(ELEVATION CHANGE))""0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.874 " 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.807 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 D 6.58 0.47 0.10 75 11.87 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 Page 9 Date: 11/09/00 File name: FC25C.RES SUBAREA RUNOFF(CFS) = 16.35 TOTAL AREA(ACRES) = 6.58 PEAK FLOW RATE(CFS) = 16.35 .......".."..................".."............................... FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE,­­ ­-AND ONFLUENCE, <» -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -- ----------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.87 RAINFALL INTENSITY(INCH/HR) = 2.81 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 6.58 TOTAL STREAM AREA(ACRES) = 6.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.35 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 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 2 16.35 11.87 2.807 0.47( 0.05) 0.10 6.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Pm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 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 3 218.39 11.87 2.807 0.46( 0.23) 0.49 94.0 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 252.79 Tc(MIN.) = 20.15 EFFECTIVE AREA(ACRES) = 154.98 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 180.35 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK 4 1 WITH THE MAIN -STREAM MEMORY««< ____________________________________________________________________________ _________________________________________________________________ .. MAIN STREAM CONFLUENCE DATA "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 218.39 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 3 241.11 25.23 1.786 0.46( 0.24) 0.52 173.1 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. "" MEMORY BANK N 1 CONFLUENCE DATA '* STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 90.63 10.08 3.097 0.47( 0.23) 0.49 26.9 0.00 2 106.77 15.40 2.402 0.47( 0.23) 0.49 43.5 0.00 3 107.41 15.67 2.377 0.47( 0.23) 0.49 4d.4 0.00 Page 10 Date: 11/09/00 File name: FC25C.RES 4 113.61 19.03 2.115 0.47( 0.23) 0.50 54.3 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 0.00 FEET. " PEAK FLOW RATE TABLE " DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 314.47 11.87 2.807 0.46( 0.23) 0.49 126.5 0.00 2 362.10 20.15 2.044 0.46( 0.23) 0.50 209.3 0.00 3 334.85 25.23 1.786 0.46( 0.24) 0.51 227.4 0.00 4 296.85 10.08 3.097 0.46( 0.23) 0.49 106.7 0.00 5 339.79 15.40 2.402 0.46( 0.23) 0.50 163.5 0.00 6 341.55 15.67 2.377 0.46( 0.23) 0.50 166.3 0.00 7 361.75 19.03 2.115 0.46( 0.23) 0.50 201.1 0.00 TOTAL AREA(ACRES) = 238.33 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 296.85 12.51 2.721 0.46( 0.20) 0.42 129.1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 2 314.47 14.26 2.515 0.46( 0.20) 0.43 148.9 0.00 PEAK FLOW RATE(CFS) = 362.10 Tc(MIN.) = 20.154 4 341.55 18.00 2.187 0.46( 0.21) 0.45 188.7 EFFECTIVE AREA(ACRES) = 209.31 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = O.46 AREA -AVERAGED Ap = 0.50 0.21) 0.46 231.7 TOTAL AREA(ACRES) = 238.33 0.22) 0.48 249.8 0.00 END OF RATIONAL METHOD ANALYSIS LONGEST FLOWPATH FRC' MODE 0.00 TO NODE 420.00 = 4670.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 12 ---------------------------------------------------------------------------- »»>CLEAR MEMORY BANK 4 1 ««< ............................................................................ FLOW PROCESS FROM NODE 420.00 TO NODE 530.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW-«< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 33.60 DOWNSTREAM(FEET) = 32.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0020 CHANNEL RASE(FEET) = 15.00 .1. FACTOR = 5.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 362.10 FLOW VELOCITY(FEET/SEC) = 3.62 FLOW DEPTH(FEET) = 3.22 TRAVEL TIME(MIN.) = 2.30 Tc(MIN.) = 22.45 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 p + S ---------------------------------------------------------------------------- >>-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) = 222.26 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = O.d6 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 251.28 PEAK FLOW RATE(CFS) = 362.10 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 530.00 IS CODE = 81 �.. l0 Page 11 Date: 11/09/00 File name: FC25C.RES ---------------------------------------------------------------------------- ,> >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 9.44 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) = 9.44 SUBAREA RUNOFF(CFS) = 15.87 EFFECTIVE AREA(ACRES) = 231.70 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 260.72 PEAK FLOW RATE(CFS) = 362.10 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 260.72 TC(MIN.) = 22.45 EFFECTIVE AREA(ACRES) = 231.70 AREA -AVERAGED FM(INCH/HR)= 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.46 PEAK FLOW RATE(CFS) = 362.10 PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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) 0.45 185.9 0.00 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 6 362.10 22.45 1.915 0.46( 0.21) 0.46 231.7 0.00 7 334.85 27.58 1.693 0.46( 0.22) 0.48 249.8 0.00 END OF RATIONAL METHOD ANALYSIS 1_A7�4 L{ S rob Fo rZ A1, q LyS /:5 TO /v o� 6 3l 1.O Page 12 L Sycamore Hills Storm Drain Basis of Design Technical Appendix A 25 -year Developed Condition Hydrology Hydrology to Node 311.01 (Sierra Avenue) Date: 11/09/00 File name: FC25D.RES 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 Page 1 .......................... DESCRIPTION OF STUDY ••,a.,•a`a ,...,.....,,.:.. • Sycamore Hills - Forecast Homes JN: 10-100470 • 25 -year Rational Method Hydrology at Node 311.01 ` ` skg/rhe June 2000 \� ......................a...,,.,.a.....,.. �aJ!a;�l.D6YF.�oP.F�l.4�?!"PlTtc�t S SES HYDROL-00 y A"P FROM ' AWrSIi A FILE NAME: FC\FC25D.DAT sr -4" Fox E4"PIKC 4EN161R 'foR SUBAIte TIME/DATE OF STUDY: 14:55 11/08/2000 A&JD 000V, S USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --`TIME-OF-CONCENTRATION MODEL•-- $66 A$,&* Sy(.AIMORl4 All 64vzPt-_ %1 WIAP USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 'USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL' 10 -YEAR STORM 60 -MINUTE INTENSITY (INCH /HOUR) = 0.920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.330 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.0620 SLOPE OF INTENSITY DURATION CURVE = 0.6000 'ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD' FLOW PROCESS FROM NODE 430.20 TO NODE 227.01 IS CODE = 21 43O .Z ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 ELEVATION DATA: UPSTREAM(FEET) = 1065.00 DOWNSTREAM(FEET) = 1061.00 Tc = K•((LENGTH•• 3.00)/(ELEVATION CHANGER - 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.155 • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.083 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 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 SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) = 2.25 .....aa.......a,....a................ua......a...a a. u.a,a..,... a.. ..... ... FLOW PROCESS FROM NODE 227.01 TO NODE 430.02 IS CODE = 61 "6. ' ____________________________________________________________________________ Date: 11/09/00 File name: FC25D.RES » ,>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-- »»>(STANDARD CURB SECTION USED) « « UPSTREAM ELEVATION(FEET) = 1061.00 DOWNSTREAM ELEVATION(FEET) = 1053.00 STREET LENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 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 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 RALFSTREET FLOOD WIDTH(FEET) = 11.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.37 PRODUCT OF DEPTH&VELOCITY(FT•FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 6.68 Tc(MIN.) = 16.84 • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.277 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/RR) (DECIMAL) CN COMMERCIAL B 1.60 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.17 EFFECTIVE AREA(ACRES) = 2.43 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) = 4.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 RALFSTREET FLOOD WIDTH(FEET) = 13.22 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 430.02 TO NODE 430.02 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.84 RAINFALL INTENSITY(INCH/HR) = 2.28 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.43 TOTAL STREAM AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.82 .........................................................................a., FLOW PROCESS FROM NODE 432.00 TO NODE 229.01 IS CODE = 21 L'3'Z ____________________________________________________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - ____________________________________ _ INITIAL SUBAREA FLOW-LENGTH(FEET) 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1063.00 DOWNSTREAM(FEET) = 1060.50 Page 2 Date: 11/09/00 File name: FC25D.RES Tc = K•[(LENGTH•• 3.00)/(ELEVATION CHANGE))••0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.536 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.016 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 0.91 0.75 0.10 56 10.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.41 TOTAL AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) = 2.41 .....................................................u.................u.... FLOW PROCESS FROM NODE 229.01 TO NODE 430.02 IS CODE = 61 Lf3 --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« Z»»,(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1060.50 DOWNSTREAM ELEVATION(FEET) = 1053.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 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 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.47 PRODUCT OF DEPTH&VELOCITY(FT•FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 5.39 Tc(MIN.) = 15.93 • 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.354 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.45 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 2.97 EFFECTIVE AREA(ACRES) = 2.36 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.36 PEAK FLOW RATE(CFS) = 4.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 12.95 FLOW VELOCITY(FEET/SEC.) = 2.59 DEPTH-VELOCITY(FT•FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 432.00 TO NODE 430.02 = 1300.00 FEET. FLOW PROCESS FROM NODE 430.02 TO NODE 430.02 IS CODE = 1 ____________________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Page 3 Date: 11/09/00 File name: FC25D.RES TIME OF CONCENTRATION(MIN.) = 15.93 RAINFALL INTENSITY(INCH/HR) = 2.35 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.36 TOTAL STREAM AREA(ACRES) = 2.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.84 - CONFLUENCE DATA - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.82 16.84 2.277 0.75( 0.07) 0.10 2.4 430.20 2 4.84 15.93 2.354 0.75( 0.07) 0.10 2.4 432.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. - PEAK FLOW RATE TABLE - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.56 Tc(MIN.) = 15.93 EFFECTIVE AREA(ACRES) = 4.66 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.79 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 430.02 = 1500.00 FEET. ................................................................ FLOW PROCESS FROM NODE 430.02 TO NODE 432.12 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »»,USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) -- ELEVATION DATA: UPSTREAM(FEET) = 1046.20 DOWNSTREAM(FEET) = 1041.75 FLOW LENGTH(FEET) = 690.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.57 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.56 PIPE TRAVEL TIME(MIN.) = 2.07 TC(MIN.) = 17.99 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 432.12 = 2190.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 432.10 TO NODE 432.12 IS CODE = 81 431,1 ____________________________________________________________________________ »»,ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -«< MAINLINE Tc(MIN) = 17.99 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.188 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.20 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.28 EFFECTIVE AREA(ACRES) = 5.86 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) = 11.14 Page 4 Date: 11/09/00 File name: FC25D.RES Page 5 ......«.«...«.............«..........««..««««............................... FLOW PROCESS FROM NODE 431.10 TO NODE 432.12 IS CODE = 81 (43 J . ' (� »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« SCS MAINLINE Tc(MIN) = 17.99 CN . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.188 56 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.20 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 26.86 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.28 ... ........ . 1 EFFECTIVE AREA(ACRES) = 7.06 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.19 PEAK FLOW RATE(CFS) = 13.42 ........................................................«................... FLOW PROCESS FROM NODE 432.12 TO NODE 434.01 IS CODE = 31 ---------------------------------------------------------------------------- » >>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« ELEVATION DATA: UPSTREAM(FEET) = 1041.75 DOWNSTREAM (FEET) = 1037.30 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.00 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.42 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 18.68 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 434.01 = 2520.00 FEET. ••`•`•• 00 TO NODE 434. • • ' FLOW PROCESS FROM NODE 434. • 01ISCODE=" f�• 81LI34 ____________________________________________________________________________ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 18.68 « 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.139 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 3.90 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 7.24 EFFECTIVE AREA(ACRES) = 10.96 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 11.09 PEAK FLOW RATE(CFS) = 20.36 ...............«............................................................ FLOW PROCESS FROM NODE 434.01 TO NODE 433.01 IS CODE = 31 ____________________________________________________________________________ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< - »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1037.30 DOWNSTREAM (FEET) = 1032.40 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.91 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.36 PIPE TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 20.37 Date: 11/09/00 File name: FC25D.RES LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.01 = 3220.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 81 433 • / ---------------------------------------------------------------------------- --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) - 20.37 . 25 YEARRAINFALL INTENSITY(INCH/HR) = 2.031 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.30 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.29 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 433.01 TO NODE 433.01 IS CODE = 81 43q.1 ---------------------------------------------------------------------------- »»'ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« MAINLINE Tc(MIN) = 20.37 *25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.031 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.80 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) = 1.80 SUBAREA RUNOFF(CFS) = 3.17 EFFECTIVE AREA(ACRES) = 14.06 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 14.19 PEAK FLOW RATE(CFS) = 24.75 ........................................•.•........................II,,....... FLOW PROCESS FROM NODE 433.20 TO NODE 433.01 IS CODE = 81 Q30. 2 -------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 20.37 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.031 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.20 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.11 EFFECTIVE AREA(ACRES) = 15.26 AREA -AVERAGED Fm(INCH/RR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 15.39 PEAK FLOW RATE(CFS) = 26.86 ..................................... .......«..««..«««..«..«..«. FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = ... ........ . 1 ____________________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.37 Page 6 Date: 11/09/00 File name: FC25D.RES RAINFALL INTENSITY(INCH/HR) = 2.03 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 15.26 TOTAL STREAM AREA(ACRES) = 15.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.86 Page 7 .....a......................a.u..a......................................... FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 7 D,47A F0,� A __ _ 7 _____________________________________________-0 00'D »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< • ��� USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 22.45 RAINFALL INTENSITY(INCH/HR) = 1.92 EFFECTIVE AREA(ACRES) = 235.50 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 AREA -AVERAGED Ap = 0.46 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. .a......•..a.a....aa...•..•......•aaaaa..............aa......... FLOW PROCESS FROM NODE 530.00 TO NODE 433.01 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) -- ___________ 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 PIPE -FLOW VELOCITY(FEET/SEC.) = 8.75 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 362.10 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 22.64 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 433.01 = 1d00.00 FEET. FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< < »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.64 RAINFALL INTENSITY(INCH/HR) = 1.91 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.46 EFFECTIVE STREAM AREA(ACRES) = 235.50 TOTAL STREAM AREA(ACRES) = 260.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 362.10 `a CONFLUENCE DATA a. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 26.36 21.29 1.978 0.75( 0.07) 0.10 15.4 430.20 1 26.86 20.37 2.031 0.75( 0.07) 0.10 15.3 432.00 2 362.10 22.64 1.906 0.46( 0.21) 0.46 235.5 530.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Date: 11/09/00 File name: FC25D.RES IS a PEAK FLOW RATE TABLE .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 376.62 20.37 2.031 0.46( 0.20) 0.44 227.1 432.00 2 381.24 21.29 1.978 0.46( 0.20) 0.44 236.8 430.20 3 387.46 22.64 1.906 0.46( 0.20) 0.44 250.9 530.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 387.46 Tc(MIN.) = 22.64 EFFECTIVE AREA(ACRES) = 250.89 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 276.11 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.01 = 3220.00 FEET. ............................................................a... FLOW PROCESS FROM NODE 433.01 TO NODE 433.02 IS CODE = 31 » >>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »> >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« ELEVATION DATA: UPSTREAM(FEET) = 1032.40 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 PIPE -FLOW VELOCITY(FEET/SEC.) = 9.00 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 387.46 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 22.83 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.02 = 3320.00 FEET. ................................................................ FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 ________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.83 RAINFALL INTENSITY(INCH/HR) = 1.90 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.44 EFFECTIVE STREAM AREA(ACRES) = 250.89 TOTAL STREAM AREA(ACRES) = 276.11 PEAK FLOW RATE(CFS) AT CONFLUENCE = 387.46 a...................•...•.............................a......a.......a.... FLOW PROCESS FROM NODE 434.20 TO NODE 435.01 IS CODE = 21 >>-RATIONAL METHOD INITIAL SUBAREA ANALYSIS< «< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1056.00 DOWNSTREAM(FEET) = 1051.00 Tc = K'((LENGTHaa 3.00)/(ELEVATION CRANGE))aa0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.610 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.404 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 0.70 0.75 0.10 56 8.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.10 Page 8 Date: 11/09/00 File name: FC25D.RES TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.10 •..."................""..."..""......"...................................... FLOW PROCESS FROM NODE 435.01 TO NODE 433.02 IS CODE = 61 1434.3 --------------------------------------------------------------- -____________ »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 1051.00 DOWNSTREAM ELEVATION(FEET) = 1048.50 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 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 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 9.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.33 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 10.40 " 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.040 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.50 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.33 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 3.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.62 FLOW VELOCITY(PEET/SEC.) = 2.43 DEPTH"VELOCITY(FT"FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 434.20 TO NODE 433.02 = 700.00 FEET. FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 ________________________________________________________________ » >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.40 RAINFALL INTENSITY(INCH/HR) = 3.04 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.20 ............................................................................ FLOW PROCESS FROM NODE 435.10 TO NODE 433.02 IS CODE = 21 435. ---------------------------------------------------------------------------- Page 9 Date: 11/09/00 File name: FC25D.RES --RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00 ELEVATION DATA: UPSTREAM(FEET) = 1052.00 DOWNSTREAM(FEET) = 1048.50 TC = K"[(LENGTH'" 3.00)/(ELEVATION CHANGE)]"0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.054 . 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.782 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 2.10 0.75 0.10 56 12.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 5.12 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 5.12 ................................................................ FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.05 RAINFALL INTENSITY(INCH/HR) = 2.78 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.10 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.12 "" CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMEER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 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 1 387.46 22.83 1.897 0.46( 0.20) 0.44 250.9 530.00 2 3.20 10.40 3.040 0.75( 0.07) 0.10 1.2 434.20 3 5.12 12.05 2.782 0.75( 0.07) 0.10 2.1 435.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. "" PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 305.51 10.40 3.040 0.47( 0.20) 0.43 117.9 434.20 2 382.40 20.56 2.019 0.47( 0.20) 0.43 230.4 432.00 3 386.86 21.48 1.967 0.47( 0.20) 0.43 240.1 430.20 4 392.87 22.83 1.897 0.46( 0.20) 0.43 254.2 530.00 5 318.51 12.05 2.782 0.47( 0.20) 0.43 136.5 435.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 392.87 Tc(MIN.) = 22.83 EFFECTIVE AREA(ACRES) = 254.19 AREA -AVERAGED Fm(INCH/HR) = 0.20 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 = 3320.00 FEET. 10 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 SUBAREA1 «< > »>USING COMPUTER -ESTIMATED PIPESIZE (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 10: 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(CFS) = 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 '31Z -------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- 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 = 0.10 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 8.09 EFFECTIVE AREA(ACRES) = 259.29 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 284.51 PEAK FLOW RATE(CFS) = 392.87 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 284.51 TC(MIN.) = 24.07 EFFECTIVE AREA(ACRES) = 259.29 AREA -AVERAGED Fm(INCH/HR)= 0.20 AREA -AVERAGED Fp(INCH/HR) = 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/HR) (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 ---------------- -- END OF RATIONAL METHOD ANALYSIS Sycamore }tills Storm Drain Basis of Desi 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) PM dF" ir. PON 60 P- r 6 PO bo Pw INO OR bw ,r► lww ,n►, bw 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 Analysis prepared by: Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 ************************** 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 Sf E Ayog boy mRP F2oM " MI}Sr& ?,, FILE NAME: EMPMAIN.DAT 'FVR fm p, lei. CjNTjf? y Fol SvQAR(AS gan NleDEJ TIME/DATE OF STUDY: 14:30 05/04/2000 ___________y_=QivELoP1fO=con)D�T�oa USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 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 = 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* **************************************************************************** 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: 0100 pgom %^ MASTER P uy TC(MIN.) = 16.18 RAINFALL INTENSITY(INCH/HR) = 2.94 EFFECTIVE AREA(ACRES) = 42.34 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 CONFLUENCE ANALYSES. **************************************************************************** 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)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1052.50 DOWNSTREAM(FEET) = 1051.40 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.013 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 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 16.62 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<< <<< 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 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.37 AREA -AVERAGED Ap = 1.00 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 * 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.) 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 SUBAREA RUNOFF(CFS) = 21.37 TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) = 21.37 **************************************************************************** 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 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.37 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.00 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25 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 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) = 21.37 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 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. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.01 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 20.46 * 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 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 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 **************************************************************************** FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.46 RAINFALL INTENSITY(INCH/HR) = 2.56 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 TOTAL STREAM AREA(ACRES) = 13.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.70 ** CONFLUENCE DATA ** 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 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 1 131.67 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: 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 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.01 = 1550.00 FEET. **************************************************************************** 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 DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.93 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 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 214.02 = 1790.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.07 RAINFALL INTENSITY(INCH/HR) = 2.85 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 TOTAL STREAM AREA(ACRES) = 59.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 131.67 **************************************************************************** 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<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 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.) = 16.880 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.868 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" B 7.00 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 15.71 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 56 16.88 0.75 15.71 **************************************************************************** FLOW PROCESS FROM NODE 214.01 TO NODE 214.01 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.88 RAINFALL INTENSITY(INCH/HR) = 2.87 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.75 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 ** 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 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 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: 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 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 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>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 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 PIPE TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 17.98 LONGEST FLOWPATH FROM NODE 213.00 TO NODE 404.01 = 2315.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.01 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 17.98 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.761 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 4.00 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) = 8.59 EFFECTIVE AREA(ACRES) = 64.39 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) = 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 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. l' END OF STUDY SUMMARY: 1 r� NT �r f)��" ogoDL TOTAL AREA(ACRES) = 70.70 TC(MIN.) = 18.28 EFFECTIVE AREA(ACRES) = 64.39 AREA -AVERAGED Fm(INCH/HR)= 0.37 ASO r ox - w0eoo6y AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.83 AT %J o DL S 3 0 M PEAK FLOW RATE(CFS) = 147.26 ** PEAK FLOW RATE TABLE ** 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 3 132.52 22.16 2.436 0.46( 0.37) 0.82 66.9 213.00 END OF RATIONAL METHOD ANALYSIS 8 r 4. POO 6W FM L bw 014 L 4M %W Pa itm PO iM Flo Sycamore Hills Storm Brain Basis of Design Technical Appendix A 100 -year Developed Condition Hydrology Street flow at Intersection of Santa Ana Ave and Tamarind Ave 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 ************************** 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 ************************************************************************** SCE }4YpROLOGY map keom r4fis-atz &Anj S?uAY FILE NAME: STFLOW.DAT F0A. gr fjitE C 4 1j 4 FOR S%jAAAf.AS A ru0 rloOtl TIME/DATE OF STUDY: 14:45 05/04/2000 FULLe DEVELOPED CDN0)iiQ J) USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 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 = 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* **************************************************************************** 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 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.222 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) -NCH/HR) COMMERCIAL B 1.30 0.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.68 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 56 13.90 0.75 3.68 **************************************************************************** FLOW PROCESS FROM NODE 400.01 TO NODE 401.01 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED)<<<<< -------------------------------------- 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 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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.27 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): 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 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 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: 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 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ---------- UPSTREAM ELEVATION(FEET) = 1077.80 DOWNSTREAM ELEVATION(FEET) = 1058.00 STREET LENGTH(FEET) = 2970.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 3.00 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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 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 * 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 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 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 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: 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 TOTAL STREAM AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.19 **************************************************************************** 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 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.705 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 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 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 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 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 = 2.71 **************************************************************************** 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 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.781 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 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 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 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(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 **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.) = 14.60 * 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 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 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 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.80 FLOW VELOCITY(FEET/SEC.) = 2.19 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 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 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 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 EFFECTIVE STREAM AREA(ACRES) = 2.40 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.60 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 8.19 39.20 2 2.71 11.02 3 6.60 14.60 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.730 0.75( 0.07) 3.705 0.75( 0.07) 3.129 0.75( 0.07) Ap Ae HEADWATER (ACRES) NODE 0.10 5.5 400.00 0.10 0.8 405.01 0.10 2.4 403.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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 3 14.51 14.60 3.129 0.75( 0.07) 0.10 5.3 403.20 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.51 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 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 1 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 V S f O / T 1 /v4 0 0£ 102-0) pr 7� 1 CD rJ SYC1; rv)ok 'AILS MWL,06�' MRP N POO 6 11 s 6w N E 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 ...................«..,.««,,.........,«..,.................................. 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: ,bert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 ......«................... DESCRIPTION OF STUDY .......................... ` Sycamore Hills - Forecast Homes JN 15-100187 ` 100 -year Rational Method Hydrology at Node 182 and 410 ` ` October 2000/hjb ` ......................................................................«... FILE NAME: FC\FC100AB.DAT TIME/DATE OF STUDY: 15.18 11/07/2000 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --"TIME-OF-CONCENTRATION MODEL' -- USER. SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 'USER. -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL` 10 -YEAR STORM 60 -MINUTE INTENSITY (INCH/ HOUR) = 0.920 100 -YEAR STORM 60 -MINUTE INTENSITY (INCH/HOUR) = 1.330 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1 3300 SLOPE OF INTENSITY DURATION CURVE = 0.6000 'ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD' ......................................«..................................... FLOW PROCESS FROM NODE 0.00 TO NODE 10.00 IS CODE = 21 S - 9 . / ---------------------------------------------------------------------------- »-RATIONAL METHOD INITIAL SUBAREA ANALYSIS- - ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA" INITIAL SUBAREA FLOW-LENGTH(FEET) = 760.00 ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAM(FEET) = 55 52 Tc = K`[(LENGTH" 3.00)/(ELEVATION CHANGE) ]«`0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.101 . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.043 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HP.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 2.97 0.47 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 7.51 Ap SCS Tc (DECIMAL) CN (MIN ) 0.50 75 15.10 0.47 TOTAL AREA(ACRES) = 2.97 PEAK FLOW RATE(CFS) _ 7.51 Page 1 ............................................«.........,..................... FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 61 jff - % . 2 Date: 11/07/00 File name. FC100AB.RES ____________________________________________________________________________ » -COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA -- --(STANDARD (STANDAP.D CURB SECTION USED) «« c ------------------- UPSTREAM ELEVATION(FEET) = 57.02 DOWNSTREAM ELEVATION(FEET) = 54.34 STREET LENGTH(FEET) = 520 00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18 00 DISTANCE FROM CROWN TO CR.OSSFALL GRADEBP.EAK(FEET) = 13.00 INSIDE STREET CP.OSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTP.EETS 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 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.64 "`STREET FLOW SPLITS OVER STP.EET-CROWN" • FULL DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.29 SPLIT DEPTH(FEET) = 0.28 SPLIT FLOOD WIDTH(FEET) = 7.46 SPLIT FLOW(CFS) = 0.94 SPLIT VELOCITY(FEET/SEC.) = 1.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.29 PRODUCT OF DEPTH&VELOCITYIFT'FT/SEC.) = 1.12 STREET FLOW TRAVEL TIME(MIN.) = 3.78 TC(MIN.) = 18.88 ` 100 YEAR. RAINFALL INTENSITY(INCH/HR) = 2.662 SUBAREA LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" D 1.04 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 2.27 EFFECTIVE AREAIACRES) = 4.01 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.01 PEAK FLOW RATE(CFS) = 8.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.29 DEPTH`VELOCITY(FT`FT/SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1280.00 FEET. .................................«.....................,........ FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ________________________________________________________________ » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«c TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.88 RAINFALL INTENSITY(INCH/HR) = 2.66 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.01 TOTAL STREAM AREA(ACRES) = 4.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.76 Page 2 Date: 11/07/00 File name: FC100AB.P.ES Page 3 FLOW PROCESS FROM NODE 0.00 TO NODE 10.00 IS CODE = 21 /3 - / O / ____________________________________________________________________________ » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE NALYSIS«-»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA,< _______________________________________________________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 760.00 ELEVATION DATA' UPSTREAM(FEET) = 60.50 DOWNSTPEAM(FEET) = 55.52 Tc = K"[(LENGTH.. 3.00),' (ELEVATION CHANGE)]'"0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15 101 . 100 YEAR RAINFALL INTENSITY(INCH/HP.) = 3.043 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" D 2.06 0.47 0.50 75 15.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE .RVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.21 TOTAL AREA(ACRES) = 2.06 PEAK FLOW PATE(CFS) = 5.21 ................................................................ FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «- > »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) -«<- ELEVATION DATA: UPSTREAM(FEET) 49.24 DOWNSTREAM(FEET) 47 98 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.21 PIPE TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 16.27 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1050.00 FEET. .......««"."...........«...................... I ....... ....... ... FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 ________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE --«- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN ) = 16.27 RAINFALL INTENSITY(INCH/HR) = 2.91 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.06 TOTAL STREAM AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.21 .................. ............................ ...................... ........ FLOW PROCESS FROM NODE 0.00 TO NODE 20.00 IS CODE = 21 13-10 . '7 ---------------------------------------------------------------------------- »-RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« - »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 60.50 DOWNSTREAM(FEET) = 54.23 Tc = K"((LENGTH.. 3.00)/(ELEVATION CHANGE)J""0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.306 " 100 YEAR RAINFALL INTENSITY(INCH/MR) = 3.144 Date: 11/07/00 File name: FC100AB.RES SUBAREA Tc AND LOSS PATE 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" D 3 72 0.47 0.50 75 14 31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HP) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 9.74 TOTAL AREA(ACRES) = 3.72 PEAK FLOW RATE(CFS) = 9 74 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- - ­AND AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES- - ---------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.31 RAINFALL INTENSITY(INCH/HR) = 3.14 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.72 TOTAL STREAM AREA(ACRES) = 3 72 PEAK FLOW PATE(CFS) AT CONFLUENCE = 9.74 "" CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.76 18.88 2.662 0.471 0.23) 0.50 4.0 0.00 2 5.21 16.27 2.910 0.47( 0.23) 0.50 2.1 0.00 3 9.74 14.31 3.144 0.47( 0.23) 0.50 3.7 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. "" PEAK FLOW RATE TABLE "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE 1 22.48 16.27 2.910 0.47( 0.23) 0.50 9.2 0.00 2 21.61 18.88 2.662 0.47( 0.24) 0.50 9.8 0.00 3 22.67 14.31 3.144 0.47( 0.23) 0.50 8.6 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.67 Tc(MIN.) = 14.31 EFFECTIVE AREA(ACRES) = 8.57 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 9.79 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 20.00 = 1280.00 FEET. ....."«""....................................................... FLOW PROCESS FROM NODE 20.00 TO NODE 25.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«- « » » USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)­­ ------------------ ELEVATION LOW)«<ELEVATION DATA: UPSTREAM(FEET) = 47.98 DOWNSTREAM(FEET) = 47.16 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.51 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER. OF PIPES = 1 PIPE-FLOW(CFS) = 22.67 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 14.53 Page 4 Date: 11/07/00 File name: FC100AB.RES LONGEST FLOWPATH FROM NODE 0.00 TO NODE 25.00 = 1380.00 FEET ................................................................ FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 ---------------------------------------------------------------- --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -1 - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOP, INDEPENDENT STREAM 1 APE: TIME OF CONCENTRATION(MIN.) = 14.53 RAINFALL INTENSITY(INCH/HP.) = 3.11 AREA -AVERAGED PM(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 8.57 TOTAL STREAM AREA(ACRES) = 9.79 PEAK FLOW PATE(CFS) AT CONFLUENCE = 22.67 Page 5 ............................................................................ FLOW PROCESS FROM NODE 402.01 TO NODE 402.01 IS CODE = 7 jjlgTA F/CO/y /ly --------- --USER SPECIFIED HYDROLOGY INFORMATION AT NODE---- � � NTERSEc livr ________________________________________________________-----�i.�wETy4 ANA A%15 USER-SPECIFIED VALUES ARE AS FOLLOWS: TA mAmi ^ 10 W . TC(MIN.) = 14.60 RAINFALL INTENSITY(INCH/HR) = 3.11 EFFECTIVE AREAU 'S) = 5.28 TOTAL AREA(ACRES) = 8.73 PEAK FLOW RATE(CFS) = 14 51 AREA -AVERAGED Fm(INCH/HP.) = 0.08 AREA -AVERAGED Fp(INCH/HP.) = 0 75 AREA -AVERAGED Ap = 0.10 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ................................................................ FLOW PROCESS FROM NODE 402.01 TO NODE 25.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)- ­ ELEVATION DATA: UPSTREAM(FEET) 53.25 DOWNSTREAM(FEET) 46.58 FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.90 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.51 PIPE TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 16.31 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 25.00 = 1760.00 FEET. ................................................................ FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -«« --AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- --------------- TOTAL ALUES« <«TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.31 RAINFALL INTENSITY(INCH/HR) = 2.91 AREA -AVERAGED Fm(INCH/HR) = 0.08 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 5.28 TOTAL STREAM AREA(ACRES) = 8.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.51 Date: 11/07/00 File name: FC100AB.RES .. CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP) (INCH/HR) (ACRES) NODE 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 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 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FOP.PtULA USED FOR 2 STREAMS. - PEAK FLOW PATE TABLE - STP.EAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP) (INCH/HP) (ACRES) NODE 1 36.55 14.53 3.115 0.50( 0.18) 0.36 13.3 0 00 2 36.89 16.49 2.886 0.50( 0.18) 0.35 14.5 0.00 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 V COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.01 TC(MIN.) = 16.31 EFFECTIVE AREA(ACRES) = 14.46 AREA -AVERAGED Fm(INCH/HR) = 0.18 WADO AREA -AVERAGED Fp(INCH/HP.) = 0.50 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 18.52 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 25.00 = 1760.00 FEET. FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 31 ____________________________________________________________________________ » -COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAP.EA-« »> >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)­­ ---------------------------- LOW)----- ____________________________________________________________________________ ________________________________________________ ELEVATION DATA: UPSTREAM(FEET) = 46.23 DOWNSTREAM(FEET) = 45.49 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.35 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.01 PIPE TRAVEL TIME(MIN.) = 0.50 TC(MIN.) = 16.81 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 30.00 = 1950.00 FEET. ................................................................ FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ________________________________________________________________ » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.81 RAINFALL INTENSITY(INCH/HP.) = 2.85 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.50 AREA -AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 14.46 TOTAL STREAM AREA(ACRES) = 18.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.01 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 30.00 IS CODE = 21 '6_// ____________________________________________________________________________ » -RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 790.00 Page 6 Date- 11/07/00 File name: FC100AB RES ELEVATION DATA: UPSTREAM(FEET) = 58.60 DOWNSTREAM(FEET) = 53 97 TC = K'[(LENGTH" 3.00)/(ELEVATION CHANGE)] "0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15 682 . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.975 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS;ACRE" D 2.05 0.47 0.50 75 15 68 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.06 TOTAL AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) = 5.06 ........................................................ I....... FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 ________________________________________________________________ „,,,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.68 RAINFALL INTENSITY(INCH/HP.) = 2.98 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.05 TOTAL STREAM AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.06 ....«...........................«........«.................................. FLOW PROCESS FROM NODE 0.00 TO NODE 30.00 IS CODE = 21 e- 1Z ___________________________________________________________________________ ,,,,,RATIONAL ME -OD INITIAL SUBAREA ANALYSIS« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 760.00 ELEVATION DATA: UPSTREAM(FEET) = 58.60 DOWNSTREAM(FEET) = 53.99 Tc = K•[(LENGTH'• 3.00)/(ELEVATION CHANGE)] " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.335 - 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.015 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" D 2.44 0.47 0.50 75 15.34 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 6.11 TOTAL AREA(ACRES) = 2.44 PEAK FLOW RATE(CFS) = 6.11 ................................................................ FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 »»,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -a > »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« - TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 15.34 RAINFALL INTENSITY(INCH/HR) = 3.02 AREA -AVERAGED Fm(INCH/HR) = 0.23 Page 7 Date 11/07/00 File name: FC100AB.RES APEA-AVEPAGED Fp(INCH/HP.) = 0.47 APEA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.44 TOTAL STREAM AP.EAIACP.ES) = 2.44 PEAK FLOW PATE(CFS) AT CONFLUENCE = 6.11 " CONFLUENCE DATA " STPEAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE 1 36.55 15.03 3.052 0.50( 0.18) 0.36 13.3 0.00 1 36.89 16.99 2.835 0.50( 0.18) 0.35 14.5 0.00 1 34.77 19.61 2.602 0.50( 0.18) 0.36 15.1 0.00 1 37.01 16.81 2.853 0.50( 0.18) 0.35 14.5 402.01 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 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 47.59 15.03 3.052 0.49( 0.19) 0.39 17.6 0.00 2 47.79 15.68 2.975 0.49( 0.19) 0.39 18.2 0.00 3 47.59 16.81 2.853 0.49( 0.19) 0.39 18.9 402.01 4 47.40 16.99 2.835 0.49( 0.19) 0.39 19.0 0.00 5 44.33 19.61 2.602 0.49( 0.19) 0.39 19.6 0.00 6 47.75 15.34 3.015 0.49( 0.19) 0.39 17.9 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS - PEAK FLOW PATEICFS) = 47.79 Tc(MIN.) = 15 68 EFFECTIVE AREA(ACRES) = 18.20 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HP.) = 0.49 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 23.01 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 30.00 = 1950.00 FEET. ...«.«...................................................«...... FLOW PROCESS FROM NODE 30.00 TO NODE 37.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREAc « »»,USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) -- _______________ _ _ _ _ _ _ ELEVATION DATA: UPSTREAM(FEET) = 45.46 DOWNSTREAM(FEET) = 42.84 FLOW LENGTH(FEET) = 980.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.84 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.79 PIPE TRAVEL TIME(MIN.) = 2.80 Tc(MIN.) = 18.48 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 37.00 = 2930.00 FEET .......«.«...................................................... FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 ________________________________________________________________ ,,,,,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-­ TOTAL ONFLUENCE«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 18.48 RAINFALL INTENSITY(INCH/HR) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.49 AREA -AVERAGED Ap = 0.39 EFFECTIVE STREAM AREA(ACRES) = 18.20 Page A Date: 11/07/00 File name: FC100AB.RES TOTAL STREAM AREA(ACRES) = 23.01 PEAK FLOW PATEICFS) AT CONFLUENCE = 47.79 .........."................."....................... — .................... FLOW PROCESS FROM NODE 0.00 TO NODE 37.00 IS CODE = 21 ---------------------------------------- ____________________________________ » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« -USE TIME -OF -CONCENTRATION NOMOGRAPH FOB INITIAL SUBAREA,, INITIAL SUBAREA FLOW-LENGTH(FEET) = 910.00 ELEVATION DATA: UPSTREAM(FEET) = 53.62 DOWNSTREAM(FEET) = 49.67 Tc = K'[(LENGTH"" 3.00)/(ELEVATION CHANGEII""0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 17.622 100 YEAR RAINFALL INTENSITY (INCH/ HR) = 2.774 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 2.53 0.47 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.78 Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 75 17.62 0.47 TOTAL AREA(ACRES) = 2.53 PEAK FLOW RATE(CFS) _ 5.78 ................................................................ FLOW PROCESS FROM NODE 37.00 TO NODE. 37.00 IS CODE = 1 ---------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE TIME OF CONCENTRATION(MIN.) = 17.62 RAINFALL INTENSITY(INCH/HR) = 2.77 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.53 TOTAL STREAM AREA(ACRES) = 2.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.78 Page 9 ............................................................................ FLOW PROCESS FF. NODE 0.00 TO NODE 35.00 IS CODE = 21 /s -do ____________________________________________________________________________ »» RATIONAL METHOD INITIAL SUBAREA ANALYSISc «« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _________________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 56.00 DOWNSTREAM(FEET) = 52.46 Tc = K'((LENGTH" 3.00)/(ELEVATION CHANGE)) -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.576 . 100 YEAR RAINFALL INTENSITY (INCH /HR) = 3.396 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" D 1.33 0.47 0.50 75 12.58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.78 TOTAL AREA(ACRES) = 1.33 PEAK FLOW RATE(CFS) = 3.78 Date: 11/07/00 File name: FC100AB.RES Page 10 FLOW PROCESS FROM NODE. 35 00 TO NODE 37.00 IS CODE = 61 AG -Al. . Z ---------------------------------------------------------------------------- »»>CnMPUTE STREET FLOW TRAVEL TIME THPU SUBAREA« >- » (STANDARD CURB SECTION USED) «« ____________________________________________ UPSTREAM ELEVATION(FEET) = 52.41 DOWNSTREAM ELEVATION(FEET) = 49 67 STREET LENGTH(FEET) = 720.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET( = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBP.EAK(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 ."TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.34 -STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 1.97 SPLIT DEPTH(FEET) = 0.27 SPLIT FLOOD WIDTH(FEET) = 7.06 SPLIT FLOW(CFS) = 0.72 SPLIT VELOCITY(FEET/SEC.) = 1.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.97 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 6.09 Tc(MIN.) = 18.67 . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.680 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN R.ESIDENIIAL "5-7 DWELLINGS/ACRE" D 3.23 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HP.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 7 11 EFFECTIVE AREA(ACRES) = 4.56 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4 56 PEAK FLOW RATE(CFS) = 10.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 1.97 DEPTH'VELOCITY(FT'FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 37.00 = 1220 00 FEET. ................................................................ FLOW PROCESS FROM NODE 31.00 TO NODE 37.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« < »» AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« ------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 18.67 RAINFALL INTENSITY(INCH/HR) = 2.68 AREA -AVERAGED Fm(INCH/HR) = 0.23 APEA-AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.56 TOTAL STREAM AREA(ACRES) = 4.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.03 Date: 11/07/00 File name: FC100AB.RES ** CONFLUENCE DATA ** ELEVATION DATA: UPSTREAM(FEET) = 61.30 DOWNSTREAM(FEET) = 51.96 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]*`0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.891 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 1 47.59 17.82 2 755 0.49( 0.19) 0.39 17 6 0 00 1 47.79 18 48 2 696 0.49( 0.19) 0.39 18 2 0.00 1 47.59 19.61 2.602 0.49( 0.19) 0.39 18 9 402.01 1 47 40 19.79 2.588 0.49( 0.19) 0.39 19.0 0 00 1 44.33 22.42 2.401 0.49( 0.19) 0.39 19.6 0 00 1 47.75 18.13 2.727 0.49( 0.19) 0.39 17.9 0.00 2 5.78 17.62 2.774 0.47( 0.24) 0.50 2 5 0.00 3 10.03 18.67 2.680 0.47( 0.23) 0.50 4.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW PATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE 1 63 02 17.62 2.774 0.48( 0.20) 0.42 24.3 0.00 2 63.20 17.82 2.755 0.48( 0.20) 0.42 24.5 0.00 3 63.36 18.13 2.727 0.481 0.20) 0.42 24.9 0.00 4 63.39 18.48 2.696 0.48( 0.20) 0.42 25 2 0.00 5 62.69 19.61 2.602 0.48( 0.20) 0.42 26.0 402.01 6 62.41 19.79 2.588 0.48( 0.20) 0.42 26.1 0.00 7 58.15 22.42 2.401 0.48( 0.20) 0.42 26.6 0.00 8 63.36 18.67 2.680 0.48( 0.20) 0.42 25.4 0 00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 63 39 Tc(MIN.) = 18.48 EFFECTIVE AREA(ACRES) = 25.24 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0 42 TOTAL AREA(ACRES) = 30.10 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 37.00 = 2930.00 FEET. .......................................................:«.....«........ FLOW PROCESS FROM NODE 37 00 TO NODE 90 00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««. --USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)- ­ ELEVATION _ _ ELEVATION DATA: UPSTREAM(FEET) 41.50 DOWNSTREAM(FEET) 41.14 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC ) = 7.41 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 63.39 PIPE TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 18.68 LONGEST FLOWPATH FROM NODE 402.01 TO NODE 90.00 = 3020.00 FEET. ................. I ......................................................... FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 10 ____________________________________________________________________________ »-MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK $ 1 ««< .......*...................................*................................ FLOW PROCESS FROM NODE 0.00 TO NODE 40.00 IS CODE = 21 A -3 ____________________________________________________________________________ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 850.00 ELEVATION DATA: UPSTREAM(FEET) = 61.30 DOWNSTREAM(FEET) = 52.61 Page 11 Date- 11/07/00 File name: FC100AB.RES Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN ) = 14.448 . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.125 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 PESIDENTIAL "5-7 DWELLINGS/ACRE" D 4 10 0.47 0.50 75 14 45 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PEP.VIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 10.66 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 10.66 ..................*.««««««..«..«.............................««« FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«... --USING USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW).«.. ELEVATION DATA: UPSTREAM(FEET) = 43.15 DOWNSTREAM(FEET) = 42.43 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.79 ESTIMATED PIPE DIAMETEP.(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.66 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN ) = 15.07 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 50.00 = 1030.00 FEET. ..........«««««««««.«.«««««.«................................... FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 ________________________________________________________________ » » DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE..... TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.07 RAINFALL INTENSITY(INCH/HR) = 3.05 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.10 TOTAL STREAM AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.66 .......................................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 50.00 IS CODE = 21 AS - 41 __________________________________________________________________________ » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 720.00 ELEVATION DATA: UPSTREAM(FEET) = 61.30 DOWNSTREAM(FEET) = 51.96 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]*`0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.891 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.346 SUBAREA Tc AND LOSS RATE DATA(AMC III: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) PESIDENTIAL "5-7 DWELLINGS/ACRE" D 4.69 0.47 0.50 75 12.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 Page 12 Date: 11/07/00 File name: FC100AB.P.ES SUBAREA RUNOFF(CFS) = 13.13 TOTAL AREA(ACRES) = 4.69 PEAK FLOW RATE(CFS) = 13 13 ................................... " ........................... FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 ---------------------------------------------------------------- - -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«1 < TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.89 RAINFALL INTENSITY(INCH/HR) = 3.35 AREA -AVERAGED Fm(INCH/HR.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.69 TOTAL STREAM AREA(ACRES) = 4.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.13 ..................«..««+,«..........«...................................... FLOW PROCESS FROM NODE 0.00 TO NODE 50.00 IS CODE = 21 A-5, --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- NALYSIS--»USE ­USETIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 610.00 ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) = 51.95 Tc = K"[(LENGTH"" 3.00)/(ELEVATION CHANGE)]««0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.726 . 100 YEAR RAINFALL INTENSITY (INCH/MR) = 3.223 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/ACP.E" D 1.70 0.47 0.50 75 13.73 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 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 50.00 TO NODE 50.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« > -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« - TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTPATION(MIN.) = 13.73 RAINFALL INTENSITY(INCH/HR) = 3.22 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.70 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.57 " CONFLUENCE D' 1 "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 3 4.57 13.73 3.223 0.47( 0.23) 0.50 1.7 0.00 Page 13 Date. 11/07/00 File name- FC100AB.RES RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOP. 3 STREAMS " PEAK FLOW RATE TABLE •` STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 27.70 12 89 3.346 0.47( 0.23) 0.50 9.8 0 00 2 26.83 15 07 3 046 0.47( 0.23) 0.50 10.5 0 00 3 27.50 13.73 3.223 0.47( 0.23) 0.50 10.1 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.70 Tc(MIN.) = 12.89 EFFECTIVE AREA(ACRES) = 9.79 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 10.49 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 50.00 = 1030.00 FEET. ......................................... ........ ".............. FLOW PROCESS FROM NODE 50.00 TO NODE 70.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA­­ ­-USING UBAREA«»-USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)--, ELEVATION DATA: UPSTREAM(FEET) = 43.98 DOWNSTREAM(FEET) 42.43 FLOW LENGTH(FEET) = 310.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.61 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.70 PIPE TRAVEL TIME(MIN ) = 0.78 Tc(MIN.) = 13.67 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1340.00 FEET. ................................................................ FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 10 ---------------------------------------------------------------- >» »MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK M 2 -- FLOW FLOW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 8 i G -------------------------------------------------------------------------- > -RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 1060.00 ELEVATION DATA: UPSTREAM(FEET) = 55.70 DOWNSTREAM(FEET) = 49.80 Tc = K'[(LENGTH"" 3.00)/(ELEVATION CHANGE)]""0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.822 . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.755 SUBAREA Tc AND LOSS PATE 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" D 2.55 0.47 0.50 75 17.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.78 TOTAL AREA(ACRES) = 2.55 PEAK FLOW RATE(CFS) = 5.78 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 ________________________________________________________________ Page 14 Date: 11/07/00 File name: FC100AB.RES --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- --- TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.82 RAINFALL INTENSITY(INCH/HR) = 2.76 APEA-AVEPAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 EFFECTIVE STREAM AREA(ACRES) = 2.55 TOTAL STREAM AREA(ACRES) = 2.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.78 .......................................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 13-7 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAP.EA<- ----------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 850.00 ELEVATION DATA: UPSTREAM(FEET) = 56.70 DOWNSTREAM(FEET) = 49.80 Tc = K"[(LENGTH'" 3.00)/(ELEVATION CHANGE)]"'0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.130 " 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.040 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^ D 2.52 0 47 0.50 75 15 13 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 6.36 TOTAL AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) = 6 36 ...................................................................... FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 ...:.. --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -1- - -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES, --, TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.13 RAINFALL INTENSITY(INCH/HR) = 3.04 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.52 TOTAL STREAM AREA(ACRES) = 2.52 PEAK FLOW PATE(CFS) AT CONFLUENCE = 6.36 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.78 17.82 2.755 0.47( 0.23) 0.50 2.5 0.00 2 6.36 15.13 3.040 0.47( 0.23) 0.50 2.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE Page 15 Date: 11/07/00 File name- FC100AB.RES 11.50 17 82 2.755 0.47( 0.24) 0.50 5 1 0 00 11.83 15.13 3.040 0.47( 0.24) 0.50 4.7 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 11.83 Tc(MIN.) = 15.13 EFFECTIVE AP.EA(ACP.ES) = 4 68 AREA -AVERAGED Fm(INCH/HR) = 0 24 AREA-AVEPAGED Fp(INCH/HP) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 5.07 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. ................................+................................ a ......... FLOW PROCESS FROM NODE 70.00 TO NODE 70 00 IS CODE = 11 ____________________________________________________________________________ » » CONFLUENCE MEMORY BANK M 2 WITH THE MAIN -STREAM MEMORY - 111 " MAIN STREAM CONFLUENCE DATA " STP.EA14 Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.83 15.13 3.040 0.47( 0.24) 0.50 4.7 0.00 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. .. MEMORY BANK M 2 CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 27.70 13.67 3.230 0.47( 0 23) 0 50 9.8 0.00 2 27.50 14.53 3.114 0.47( 0.23) 0.50 10.1 0.00 3 26.83 15 88 2.952 0.47( 0.23) 0.50 10.5 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70 00 = 0 00 FEET. " PEAK FLOW PATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (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( 0.23) 0.50 15.6 0.00 3 39.11 13.67 3.230 0.47( 0.23) 0.50 14.0 0.00 4 39.16 14.53 3.114 0.47( 0.23) 0.50 14.6 0.00 5 38.57 15.88 2.952 0.47( 0.23) 0.50 15.3 0.00 TOTAL AREA(ACRES) = 15.56 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 39.16 TC(MIN.) = 14.534 EFFECTIVE AREA(ACRES) = 14.62 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 15.56 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. ........................+................................................ FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 12 ____________________________________________________________________________ ....>CLEAR MEMORY BANK M 2 ««< ____________________________________________________________________________ ............................................................................ FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 ---------------------------------------------------------------------------- » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< __ TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.53 RAINFALL INTENSITY(INCH/HR) = 3.11 AREA -AVERAGED Fm(INCH/HR) = 0.23 Page 16 Date: 11/07/00 File name: FC100AB.RES AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 14.62 TOTAL STREAM AREA(ACRES) = 15.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.16 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 70.00 IS CODE = 21 & - e ___________________________________________________________--_______-____-__ » - ATIONAL METHOD INITIAL SUBAPEA ANALYSIS « < »USE TIME -OF -CONC ENTPATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 310.00 ELEVATION DATA: UPSTREAM(FEET) = 52.56 DOWNSTREAM(FEET) = 49.80 Tc = K"[(LENGTH"" 3.00)/ (ELEVATION CHANGE)] "0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.922 . 100 YEAR. RAINFALL INTENSITY(INCH/HR) = 3.916 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" D 0.51 0.47 0.50 75 9.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.69 TOTAL AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) = 1.69 ................................................................ FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ­-AND ONFLUENCE« <» -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- _ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.92 RAINFALL INTENSITY(INCH/HR) = 3.92 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.51 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW PATE(CFS) AT CONFLUENCE = 1.69 " CONFLUENCE DATA "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.03 15.13 3.040 0.47( 0.23) 0.50 15.0 0.00 1 36.39 17.82 2.755 0.471 0.23) 0.50 15.6 0.00 1 39.11 13.67 3.230 0.47( 0.23) 0.50 14.0 0.00 1 39.16 14.53 3.114 0.47( 0.23) 0.50 14.6 0.00 1 38.57 15.88 2.952 0.47( 0.23) 0.50 15.3 0.00 2 1.69 9.92 3.916 0.47( 0.23) 0.50 0.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. "• PEAK FLOW RATE TABLE .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 40.46 13.67 3.230 0.47( 0.23) 0.50 14.5 0.00 2 40.48 14.53 3.114 0.47( 0.23) 0.50 15.1 0.00 3 40.32 15.13 3.040 0.47( 0.23) 0.50 15.5 0.00 17 Date. 11/07/00 File name: FC100AB.RES 39.82 15 88 2.952 0.47( 0.23) 0.50 15.8 0.00 37.54 17.82 2.755 0.47( 0.23) 0.50 16.1 0.00 36 56 9.92 3.916 0.47( 0.23) 0.50 10.7 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 40.48 Tc(MIN.) = 13.67 EFFECTIVE AREA(ACRES) = 14.54 AREA -AVERAGED Fm(INCH/HP.) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREAIACP.ES) = 16.07 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 70.00 = 1060.00 FEET. ................................................................ FLOW PROCESS FROM NODE 70.00 TO NODE 90.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA-- ­­USING UBAREA«- » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- - ------------------- =_========= LOW)<«_____________ _ _______ _ - ELEVATION DATA: UPSTREAM(FEET) 42.41 DOWNSTREAM(FEET) 42.12 FLOW LENGTH(FEET) = 150 00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.97 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.48 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 14.18 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. ..«......................................................................... FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 11 ---------------------------------------------------------------------------- » » CONFLUENCE MEMORY BANK M 1 WITH THE MAIN -STREAM MEMORY-- " MAIN STREAM CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFSI (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 36.56 10.43 3.800 0.47( 0.23) 0.50 10.7 0.00 2 40.48 14.18 3.161 0.47( 0.23) 0.50 14.5 0.00 3 40.48 15.04 3.051 0.47( 0.23) 0.50 15.1 0.00 4 40.32 15.63 2.981 0.47( 0.23) 0.50 15.5 0.00 5 39.82 16.39 2.898 0.47( 0.23) 0.50 15.8 0.00 6 37.54 18.33 2.709 0.47( 0.23) 0.50 16.1 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90.00 = 1210.00 FEET. •" MEMORY BANK N 1 CONFLUENCE DATA '* STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 63.02 17.82 2.755 0.48( 0.20) 0.42 24.3 0.00 2 63.20 18.03 2.737 0.48( 0.20) 0.42 24.5 0.00 3 63.36 18.33 2.709 0.48( 0.20) 0.42 24.9 0.00 4 63.39 18.68 2.679 0.48( 0.20) 0.42 25.2 0.00 5 63.36 18.87 2.663 0.48( 0.20) 0.42 25.4 0.00 6 62.69 19.81 2.586 0.48( 0.20) 0.42 26.0 402.01 7 62.41 19.99 2.572 0.48( 0.20) 0.42 26.1 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. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 88.54 10.43 3.800 0.48( 0.22) 0.46 24.9 0.00 2 98.58 14.18 3.161 0.48( 0.22) 0.46 33.8 0.00 3 99.81 15.04 3.051 0.48( 0.22) 0.46 35.6 0.00 4 100.48 15.63 2.981 0.48( 0.22) 0.46 36.8 0.00 5 100.99 16.39 2.898 0.48( 0.22) 0.46 38.1 0.00 Page 18 Date: 11/07/00 File name: FC100AB.P.ES Paqe 19 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 8 101.10 18.03 2 737 0.48( 0.22) 0 45 40 5 0 00 9 100.89 18.33 2 709 0.48( 0 22) 0.45 40.9 0 00 10 100.47 18.68 2.679 0.48( 0.22) 0.45 41 3 0.00 11 100.19 18.87 2.663 0.48( 0 22) 0.45 41.5 0.00 12 98.36 19.81 2.586 0.48( 0.21) 0.45 42.1 402.01 13 97.87 19.99 2.572 0.48( 0.21) 0.45 42 2 0.00 14 90.81 22.63 2.387 0.48( 0.22) 0.45 42 7 0.00 TOTAL AREA(ACRES) = 46.17 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS - PEAK FLOW PATE(CFS) = 101.15 It(MIN.) = 17 825 EFFECTIVE AREA(ACRES) = 40.26 AREA -AVERAGED Fm(INCH/HP.) = 0 22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 46.17 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90 00 = 1210.00 FEET. FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 12 ________________________________________________________________ » » CLEAR MEMORY BANK M 1 ««< ..........................+........+....................x....... FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1 ---------------------------------------------------------------- »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 17.82 RAINFALL INTENSITY(INCH/HR) = 2.76 AREA -AVERAGED FM(INCH/HR) = 0.22 AREA-AVEPAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.45 EFFECTIVE STREAM AREA(ACRES) = 40.26 TOTAL STREAM AREA(ACRES) = 46.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 101.15 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 80.00 IS CODE = 21 13 - A?. / ____________________________________________________________________________ »» RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE NALYSIS--»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- _ INITIAL SUBAREA FLOW-LENGTH(FEET) 580.00 ELEVATION DATA: UPSTREAM(FEET) = 52.50 DOWNSTREAM(FEET) = 49.67 Tc = K+[(LENGTH`+ 3.00)/(ELEVATION CHANGE)] -'0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.376 . 100 YEAR RAINFALL INTENSITY (INCH /HR) = 3.134 SUBAREA Tc AND LOSS RATE DATA(AMC II) - DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS It LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE' D 2.52 0.47 0.50 75 14.38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 6.58 TOTAL AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) = 6.58 "e•M NODE8000TONODE8000ISCODE=811 +"�•``Re •�•` . ` • • ...... e FLOWPROCESSFROM - J'? . Z Date 11/07/00 File name: FC100AB.P.ES ---------------------------------------------------------------------------- . » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < ----------------------------------------------------- MAINLINE Tc(MIN) = 14 38 + 100 YEAR RAINFALL INTENSITY(INCH/HR.) = 3.134 SUBAREA LOSS PATE DATA(AMC II) - DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" D 1.53 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.53 SUBAREA RUNOFF(CFS) = 3.99 EFFECTIVE AREA(ACRES) = 4.05 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.05 PEAK FLOW RATE(CFS) = 10.57 +++.+++++++.+.+++++..+.+.....+.+................................ FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA11 - » -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 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.04 ESTIMATED PIPE DIAMETEP.(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.57 PIPE TRAVEL TIME(MIN.) = 0.33 TC(MIN.) = 14.71 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90 00 = 680.00 FEET. x.............................................x.............++.. FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 1 --DESIGNATE DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -11 --AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.71 RAINFALL INTENSITYIINCH/HR) = 3.09 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.05 TOTAL STREAM AREAIACP.ES) = 4.05 PEAK FLOW PATE(CFS) AT CONFLUENCE = 10.57 - CONFLUENCE DATA - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 88.54 10.43 3.800 0.48( 0.22) 0.46 24.9 0.00 1 98.58 14.18 3.161 0.48( 0.22) 0.46 33.8 0.00 1 99.81 15.04 3.051 0.48( 0.22) 0.46 35.6 0 00 1 100.48 15.63 2.981 0.48( 0.22) 0.46 36.8 0.00 1 100.99 16.39 2.898 0.48( 0.22) 0.46 38.1 0.00 1 100.90 18.33 2.709 0.48( 0.22) 0.45 40.9 0.00 1 101.15 17.82 2.755 0.48( 0.22) 0.45 40.3 0.00 1 101.10 18.03 2.737 0.48( 0.22) 0.45 40.5 0.00 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 1 98.36 19.81 2.586 0.48( 0.21) 0.45 42.1 402.01 Page 20 Date: 11/07/00 File name: FC100AB.RES Page 21 1 97 87 19.99 2 572 0.48( 0.21) 0.45 42 2 0.00 1 90.81 22.63 2.387 0.48( 0.22) 0.45 42.7 0.00 2 10.57 14.71 3.092 0 47( 0.23) 0.50 4 1 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. `» PEAK FLOW PATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER, NUMBER. (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 97.89 10.43 3.800 0.48( 0.22) 0.46 27.8 0 00 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 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 7 110.36 18.03 2.737 0.48( 0.22) 0.46 44 6 0.00 8 110.05 18.33 2.709 0 48( 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 10 109.51 18.68 2.679 0.48( 0.22) 0.46 45.4 0.00 11 109.17 18.87 2.663 0.481 0.22) 0.46 45.5 0.00 12 107.06 19.81 2.586 0.48( 0.22) 0.45 46.2 402.01 13 106.51 19.99 2.572 0.48( 0.22) 0.45 46.2 0.00 14 98.78 22.63 2.387 0.48( 0.22) 0.45 46.8 0.00 15 109.91 14.71 3.092 0.48( 0.22) 0.46 39.0 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 110.84 Tc(MIN.) = 16.39 EFFECTIVE AREA(ACRES) = 42.15 AREA -AVERAGED Fm(INCH/HP.) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 50.22 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 90 00 = 1210.00 FEET. ..«...........»...........«..«.........«..... FLOW PROCESS FROM NODE 90 00 TO NODE I .........................«.. 140.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < » » USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW),-- ------------ LOW)« « __=_________ ELEVATION DATA: UPSTREAM(FEET) 41.10 DOWNSTREAM(FEET) 40.64 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.54 ESTIMATED PIPE DIAMETERIINCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 110.84 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 16.73 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1365.00 FEET. «»......«............»....«................................................. FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 10 ____________________________________________________________________________ »» MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK N 1 ««< ......................«.........«.»«......«................................. FLOW PROCESS FROM NODE 0.00 TO NODE 100.00 IS CODE = 21 je - /5- ____________________________________________________________________________ »» RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00 ELEVATION DATA: UPSTREAM(FEET) = 56.30 DOWNSTREAM(FEET) = 53.01 Tc = K'[(LENGTH»" 3.00)/(ELEVATION CHANGE)] "0.20 Date: 11/07/00 File name. FC100AB.RES Page 22 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.763 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.954 SUBAREA Tc AND LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 1 50 0 47 0.50 75 9.76 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HP.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 50 SUBAREA RUNOFF(CFS) = 5.02 TOTAL AREA(ACRES) = 1.50 PEAK FLOW PATEICFS) = 5.02 ...........«..«««.«...«.««....-............«.................. FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- ­­USING UBAREA--» USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« ELEVATION DATA UPSTREAM(FEET) = 46.18 DOWNSTREAM(FEET) = 45.25 FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4 29 ESTIMATED PIPE DIAMETEP.(INCH) = 1R 00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.02 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 10.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 110.00 = 510.00 FEET. ..«.................................................«..........« FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 1 ________________________________________________________________ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10 50 RAINFALL INTENSITY(INCH/HR) = 3 78 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.02 .............................................................. FLOW PROCESS FROM NODE 0.00 TO NODE 110.00 IS CODE = 21 S- /6 ---------------------------------------------------------------------------- v>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« --------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 710.00 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 . 100 YEAR. RAINFALL INTENSITY(INCH/HR) = 3.164 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 1.92 0.47 0.50 75 14.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.06 TOTAL AREA(ACRES) = 1.92 PEAK FLOW RATE(CFS) = 5.06 Date: 11/07/00 File name: FC100AB.P.ES ................................................................ FLOW PROCESS FROM NODE 110 00 TO NODE 110.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«.« --AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES11-1 _________________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOP. INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.15 RAINFALL INTENSITY(INCH/HR) = 3.16 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA-AVEPAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.92 TOTAL STREAM AREA(ACRES) = 1.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.06 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.02 10.50 3.784 0.47( 0.23) 0.50 1.5 0.00 2 5.06 14.15 3 164 0.47( 0.23) 0.50 1.9 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.57 10.50 3.784 0.47( 0.23) 0.50 2.9 0.00 2 9.21 14.15 3.164 0.47( 0.23) 0.50 3 4 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 9.57 Tc(MIN ) = 10.50 EFFECTIVE AREA(ACRES) = 2.92 AREA -AVERAGED F.(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.42 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 110.00 = 710.00 FEET ................................................................ FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-1- ­­USING UBAP.EA«<«»» USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) 45.22 DOWNSTREAM(FEET) 44.97 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.00 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.57 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.67 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 120.00 = 760.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 ____________________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-« c TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.67 RAINFALL INTENSITY(INCH/HR) = 3.75 Page 23 Date- 11/07/00 File name: FC100AB.RBS AREA-AVEPAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 51.28 EFFECTIVE STPEAM AP.EAIACPESI = 2.92 TOTAL STREAM AREA(ACPES) = 3 42 PEAK FLOW PATE(CFS) AT CONFLUENCE = 9.57 • ....................."`•21+•" `"��""+"""""4SIS CODE = ."FLOW PROCESSFROMNODEO.00TONODE 120 0 ---------------------------------------------------------------------------- .>. »RATIONAL METHOD INITIAL SUBAREA ANALYSIS-« « SCS Tc »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- CN (MIN.) INITIAL SUBAREA FLOW-LENGTH(FEET) = 380.00 ELEVATION DATA: UPSTREAM(FEET) = 52.55 DOWNSTREAM(FEET) = 51.22 Tc = K"[ILENGTH"" 3.00)/(ELEVATION CHANGE)]"0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.973 . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.334 SUBAREA Tc AND LOSS PATE 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" D 0.55 0.47 0.50 75 12.97 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1 53 TOTAL AREA(ACRES) = 0 55 PEAK FLOW RATE(CFS) = 1.53 ................................................. I.............. FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 ---------------------------------------------------------------- ».>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« - TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE - TIME OF CONCENTPATION(MIN.) = 12.97 RAINFALL INTENSITY(INCH/HR) = 3.33 AREA -AVERAGED Fm(INCH/HR) = 0.23 APEA-AVERAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.55 TOTAL STREAM AREA(ACRES) = 0.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.53 ......................................................... I................ FLOW PROCESS FROM NODE 0.00 TO NODE 120.00 IS CODE = 21 /i - /v ,>,,>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ­USE _______ __ INITIAL SUBAREA FLOW-LENGTH(FEET) _ 500.00 ELEVATION DATA: UPSTREAM(FEET) = 55.40 DOWNSTREAM(FEET) = 51.28 Tc = K"[(LENGTH"" 3.00)/(ELEVATION CHANGE)] -"0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.200 " 100 YEAR. RAINFALL INTENSITY(INCH/HR) = 3.459 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" D 0.87 0.47 0.50 75 12.20 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 Page 24 Date: 11/07/00 File name: FC100AB RES SUBAREA RUNOFF(CFS) = 2 52 TOTAL AREA(ACRES) = 0.87 PEAK FLOW PATE(CFS) = 2.52 ................................................................ FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 1 --DESIGNATE DESIGNATE TDEPENDENT STREAM FOR CONFLUENCE « <1 --AND COMPUTt VARIOUS CONFLUENCED STREAM VALUES-- =_=======-=====_========= TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTPATION(MIN.) = 12.20 RAINFALL INTENSITY(INCH/HR) = 3.46 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.87 TOTAL STREAM AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.52 " CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.57 10.67 3.749 0.47( 0.23) 0.50 2.9 0.00 1 9.21 14.32 3.142 0.47( 0.23) 0.50 3.4 0.00 2 1.53 12..97 3.334 0.47( 0.23) 0.50 0.6 0.00 3 2.52 12.20 3.459 0.47( 0.23) 0.50 0.9 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.41 10.67 3.749 0.47( 0.23) 0.50 4.1 0.00 2 13.30 12.97 3.334 0.47( 0.23) 0.50 4.7 0.00 3 12.92 14.32 3.142 0.47( 0.23) 0.50 4.8 0.00 4 13.44 12.20 3.459 0.47( 0.23) 0.50 4.5 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.44 Tc(MIN.) = 12.20 EFFECTIVE AREA(ACRES) = 4.52 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.84 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 120.00 = 760.00 FEET. ................................................... I............ FLOW PROCESS FROM NODE 120.00 TO NODE 140.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - ­USING USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)c« _____________________ ELEVATION DATA: UPSTREAM(FEET) 44.94 DOWNSTREAM(FEET) = 42.88 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.47 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.44 PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 13.45 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 ____________________________________________________________________________ Page 25 Date: 11/07/00 File name: FC100AB.P.ES Page 26 --CONFLUENCE MEMORY BANK 8 1 WITH THE MAIN-STP.EAM MEMORY««< -------------- MAIN STREAM CONFLUENCE DATA "* STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN ) (INCH/HP.) (INCH/HP.) (ACRES) NODE 1 13.41 11 92 3.508 0.47( 0.23) 0.50 4.1 0 00 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( 0.23) 0.50 4.7 0.00 4 12.92 15 57 2.987 0.47( 0.23) 0.50 4 8 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1170.00 FEET. " MEMORY BANK M 1 CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 97.89 10.79 3.724 0.48( 0.22) 0.46 27.8 0.00 2 109.01 14.52 3.116 0 48( 0.22) 0.46 37 7 0.00 3 109.91 15.05 3.049 0.48( 0.22) 0.46 39 0 0.00 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 6 110.84 16.73 2.862 0.48( 0.22) 0.46 42.1 0.00 7 110.47 18.17 2.724 0.481 0.22) 0.46 44.3 0.00 8 110.36 18.37 2.706 0 48( 0.22) 0.46 44.6 0.00 9 110.05 18.67 2.679 0.48( 0.22) 0.46 45.0 0.00 10 110.05 18.68 2.679 0.48( 0.22) 0.46 45.0 0.00 11 109.51 19.02 2.650 0.48( 0.22) 0.46 45.4 0.00 12 109.17 19 21 2.634 0.48( 0.22) 0.46 45.5 0.00 13 107.06 20.15 2.559 0.48( 0.22) 0.45 46.2 402.01 14 106.51 20 34 2.545 0.48( 0.22) 0.45 46.2 0.00 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 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 114.67 11.92 3.508 0.48( 0.22) 0.47 34.9 0.00 2 119.27 13.45 3.262 0.481 0.22) 0.47 39.4 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 5 110.83 10.79 3.724 0.48( 0.22) 0.47 31.5 0.00 6 122.23 14.52 3.116 0.48( 0.22) 0.47 42.4 0.00 7 122.98 15.05 3.049 0.48( 0.22) 0.46 43 7 0.00 8 123.21 15.38 3.010 0.48( 0.22) 0.46 44.5 0.00 9 123.34 15.98 2.942 0.48( 0.22) 0.46 45.6 0.00 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 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( 0.22) 0.46 49.8 0.00 15 120.84 19.02 2.650 0.48( 0.22) 0.46 50 2 0.00 16 120.43 19.21 2.634 0.48( 0.22) 0.46 50.4 0.00 17 117 97 20 15 2.559 0.48( 0.22) 0.46 51.0 402.01 18 117.36 20.34 2.545 0.48( 0.22) 0.46 51.1 0.00 19 108.78 22.98 2.365 0.48( 0.22) 0.46 51.6 0.00 TOTAL AREA(ACRES) = 55.06 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 123.34 Tc(MIN.) = 15.976 EFFECTIVE AREA(ACRES) = 45.65 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HP.) = 0.46 AREA -AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 55.06 LONGEST :......«...................................................»................ FLOWPATH FROM NODE 0.00 TO NODE 140.00 = 1170.00 FEET. Date- 11/07/00 File name: FC100AB.R.ES Page 27 1 1 Date 11/07/00 File name: FC100AB.RES Page 28 FLOW PROCESS FROM NODE 140 00 TO NODE 140.00 IS CODE = 12 ____________________________________________________________________________ »» CLEAP. MEMORY BANK M 1 ... --------------- «.................«,..,...«.,,.«..............................,. FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA-1- ­­USING UBAREA««<»» >USING COMPUTER. -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- - LOW) « « _____________________________________________________ ELEVATION DATA: UPSTREAM(FEET) 40.62 DOWNSTREAM(FEET) 40.42 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.0 INCHES PIPE -FLOW VELOCI^"(FEET/SEC ) = 7.64 ESTIMATED PIPE D..,METER(INCH) = 60.00 NUMBER, OF PIPES = 1 PIPE-FLOW(CFS) = 123.34 PIPE TRAVEL TIME(MIN.) = 0.15 TCJMIN.) = 16.13 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 150.00 = 1240.00 FEET. ................................................................ FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ________________________________________________________________ » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.13 RAINFALL INTENSITY(INCH/HR) = 2.93 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.46 EFFECTIVE STREAM AREA(ACRES) = 45.65 TOTAL STREAM AREA(ACRES) = 55.06 PEAK FLOW PATE(CFS) AT CONFLUENCE = 123.34 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 150.00 IS CODE = 21 j5-2 CO 2_ ____________________________________________________________________________ »-RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 ELEVATION DATA: UPSTREAM(FEET) = 51.20 DOWNSTREAM(FEET) = 50 02 Tc = K•[(LENGTH•• 3.00)/(ELEVATION CHANGE)]**0. 20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.287 . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.021 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" D 0.59 0.47 0.50 75 15.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.48 TOTAL AREA(ACRES) = 0.59 PEAK FLOW RATE(CFS) = 1.48 FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 ________________________________________________________________ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOP INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATION(MIN.) = 15.29 RAINFALL INTENSITY(INCH/HR.) = 3.02 AREA -AVERAGED Fm(INCH/HP.) = 0.24 AREA-AVEPAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0 50 EFFECTIVE STREAM AP.EA(ACP.ES) = 0.59 TOTAL STREAM AREA(ACRES) = 0.59 PEAK FLOW PATE(CFS) AT CONFLUENCE = 1.48 ««.«.....«.««..««..«.........«««.....«...............«...................... FLOW PROCESS FROM NODE 0.00 TO NODE 150.00 IS CODE = 21 B rz c�' / ____________________________________________________________________________ » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ____________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 ELEVATION DATA: UPSTREAM(FEET) = 51.20 DOWNSTREAM(FEET) = 50.02 Tr = K"[(LENGTH•« 3.00)/(ELEVATION CHANGE)]«`0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.287 100 YEAR. RAINFALL INTENSITYIINCH/HR) = 3.021 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" D 0.63 0.47 0.50 75 15.29 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 1.58 ««.............................................................. FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ­-AND ONFLUENCE« »-AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-« TOTAL NUMBER, OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 15.29 RAINFALL INTENSITY(INCH/HP.) = 3.02 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA-AVEPAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.63 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW PATE(CFS) AT CONFLUENCE = 1.58 «• CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HE) (ACRES) NODE 1 114.67 12.08 3.480 0.48( 0.22) 0.47 34.9 0.00 1 119.27 13.60 3.240 0.48( 0.22) 0.47 39.4 0.00 1 121.43 14.38 3.134 0.48( 0.22) 0.47 41.6 0.00 1 123.28 15.73 2.970 0.4R( 0.22) 0.46 44.9 0.00 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 1 123.21 15.53 2.992 0.48( 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 1 123.17 16.88 2.846 0.48( 0.22) 0.46 47.0 0.00 1 122.16 18.32 2.710 0.48( 0.22) 0.46 49.2 0.00 1 121.96 18.52 2.692 0.48( 0.22) 0.46 49.4 0.00 Date, 11/07/00 File name: FC100AB RES Page 29 1 121.53 18.82 2 666 0 48( 0.22) 0.46 49.8 0.00 1 121.52 18.83 2.666 0 48( 0.22) 0.46 49 8 0 00 1 120.84 19.18 2 637 0 48( 0.22) 0.46 50 2 0 00 1 120.43 19.36 2.621 0 48( 0.22) 0.46 50.4 0.00 1 117.97 20.31 2.548 0.48( 0 22) 0.46 51.0 402.01 1 117.36 20 49 2.534 0.48( 0.22) 0.46 51.1 0.00 1 108.78 23.14 2.356 0.48( 0.22) 0.46 51.6 0.00 2 1.48 15.29 3.021 0.47( 0 24) 0.50 0.6 0 00 3 1.58 15.29 3.021 0.47( 0.23) 0.50 0.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. " PEAK FLOW RATE TABLE .. STREAM Q Tc Intensity Fp (F.) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 113.55 10.94 3.692 0.48( 0.22) 0 47 32 4 0.00 2 117.49 12.08 3.480 0.48( 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 4 124.43 14.38 3.134 0 48( 0.22) 0.47 42.8 0.00 5 125.24 14.67 3.096 0.48( 0.22) 0.47 43.6 0.00 6 126.03 15.20 3.031 0.481 0.22) 0.47 45.0 0.00 7 126.09 15.29 3.021 0.48( 0.22) 0.47 45.1 0.00 8 126.23 .53 2.992 0.48( 0.22) 0.47 45.7 0 00 9 126.29 15.73 2.970 0.48( 0 22) 0.47 46.1 0.00 10 126.30 16.13 2.925 0.48( 0.22) 0.47 46.9 0 00 11 126.04 16.88 2.846 0.48( 0.22) 0 46 48.2 0.00 12 124.87 1R.32 2.710 0 48( 0.22) 0 46 50.4 0.00 13 124.65 18.52 2.692 0.49( 0.22) 0.46 50.6 0.00 14 124.19 18.82 2.666 0.48( 0.22) 0.46 51.1 0.00 15 124.19 18.83 2.666 0.48( 0.22) 0.46 51 1 0.00 16 123.48 19 18 2.637 0.48( 0.22) 0.46 51 4 0.00 17 123.05 19.36 2.621 0.48( 0.22) 0.46 51.6 0.00 18 120.51 20.31 2.548 0.48( 0.22) 0.46 52 2 402.01 19 119.88 20 49 2.534 0.48( 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 21 126.09 15.29 3.021 0.48( 0.22) 0.47 45 1 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 126.30 Tc(MIN.) = 16.13 EFFECTIVE AREA(ACRES) = 46.87 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.47 TOTAL AREAIACRES) = 56.28 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 150.00 = 1240.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 31 ____________________________________________________________________________ --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««1 »»,USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)« --- ELEVATION DATA: UPSTREAM(FEET) = 40.40 DOWNSTREAM(FEET) 39.22 FLOW LENGTH(FEET) = 390.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.86 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 126.30 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 16.96 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 160.00 = 1630.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 ____________________________________________________________________________ --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ----- Date: 11/07 00 File name: FC100AB RES Page 30 ___________________________________ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONININ.) = 16.96 RAINFALL INTENSITY(INCH HP.) = 2.84 AREA -AVERAGED Fm(INCH/HP.) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0 47 EFFECTIVE STREAM AREA(ACRES) = 46.87 TOTAL STREAM APEA(ACRES) = 56.28 PEAK FLOW PATE(CFS) AT CONFLUENCE = 126.30 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 160.00 IS CODE = 21 '4- L/• / ---------------------------------------------------------------------------- ,>>>,RATIONAL METHOD INITIAL SUBAREA ANALYSIS.. «< -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 50.46 DOWNSTREAM(FEET) = 50.02 Tc = K'[(LENGTH" 3.00)/(ELEVATION CHANGE)J"'0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.012 . 100 YEAR. RAINFALL INTENSITY(INCH/HR) = 3.678 SUBAREA TC AND LOSS RATE DATA(AMC II)' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) ON (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACP.E" D 0 35 0.47 0.50 75 11.01 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA P.UNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 1.08 ......................................................... I...... FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 ________________________________________________________________ » »,DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -1 - TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATION(MIN.) = 11.01 RAINFALL INTENSITY(INCH/HR) = 3.68 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.35 TOTAL STREAM AREA(ACRES) = 0.35 PEAK FLOW FATE(CFS) AT CONFLUENCE = 1.08 ••' • ......................... ie+••• ., w'•............. ' '• ` •**e+ FLOWPROCESSFROMNODE000TONODE16000ISCODE= 21 a- u• 2 ____________________________________________________________________________ --RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<, ____ _ _ __ INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 50.46 DOWNSTREAM(FEET) = 50.02 Tc = K'[(LENGTH'" 3.00)/(ELEVATION CHANGE)] " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.890 . 100 YEAR. RAINFALL INTENSITY(INCH/HR) = 3.347 SUBAREA Tc AND LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc Date, 11/07/00 File name: FC100AB.P.ES LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN 1 RESIDENTIAL "5-7 DWELLINGS/ACRE" D 0.46 0.47 0.50 75 12.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 1.29 ............... «.......................... ........»............. FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« »» AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- -------------- TOTAL ALUES« <TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTP.ATION(MIN.) = 12.89 RAINFALL INTENSITY(INCH/HR) = 3.35 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAI4 AREA(ACRES) = 0.46 TOTAL STREAM ARF_A(ACRES) = 0.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.29 - CONFLUENCE DATA - 0.00 8 128.06 16.11 2.927 0.48( 0.22) 0.47 46.0 0 00 9 128.06 16.11 2.927 0.48( 0.22) 0.47 46.0 0.00 10 128 18 16.36 2.900 0.481 0.22) 0.47 46.5 STREAM Q 0 00 Tc 0.00 Intensity Fp(Fm) 14 126.63 19.15 2.639 0.48( 0.22) 0.46 51.2 Ap Ae HEADWATER. NUMBER (CFS) 17 125.91 19.66 2.598 0.48( 0.22) 0.46 51.9 (MIN.) (INCH/HR) (INCH/HR.) 19 124 75 20 19 2.556 0.48( 0.22) 0.46 52.4 (ACRES) NODE 1 113.55 0.00 11.80 0.00 3.529 0.48( 0.22) COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 0.47 32.4 0.00 1 117.49 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.47 12.93 TOTAL AREA(ACRES) = 57.09 3.341 0.48( 0.22) FEET. 0.47 35.9 0.00 1 122.20 14.43 38.03 3.127 0.48( 0.22) DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.9 INCHES 0.47 40.5 0.00 1 124.4 PIPE-FLOW(CFS) = 128.21 15.21 PIPE TRAVEL TIME(MIN.) = 0.86 TC(MIN.) = 17.41 3.031 0.48( 0.22) FEET. 0.47 42.8 0.00 1 125.24 15.50 2.996 0.48( 0.22) RAINFALL INTENSITY(INCH/HP.) = 2.79 0.47 43.6 0.00 1 126.03 AREA -AVERAGED Ap = 0.47 16.03 EFFECTIVE STREAM AREA(ACRES) = 46.90 2.936 0.48( 0.22) 0.47 45.0 0.00 1 126 09 16.11 2.927 0.48( 0.22) ELEVATION DATA: UPSTREAM(FEET) = 51.39 DOWNSTREAM(FEET) = 0.47 45.1 0.00 1 126.23 16.36 2.900 0.48( 0 22) 0.47 45.7 0.00 1 126.29 16.55 2.880 0.48( 0.22) 0.47 46.1 0.00 1 126.30 16.96 2.839 0.48( 0.22) 0.47 46.9 0.00 1 126.04 17.71 2.766 0.48( 0.22) 0.46 48.2 0 00 1 124.87 19.15 2.639 0.48( 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 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 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 1 119.88 21.32 2.474 0.48( 0.22) 0.46 52.3 0.00 1 111.10 24.00 2.305 0.48( 0.22) 0.46 52.8 0.00 1 126.09 16.11 2.927 0.48( 0.22) 0.47 45.1 0.00 2 1.08 11.01 3.678 0.47( 0.23) 0.50 0.3 0.00 3 1.29 12.89 3.347 0.47( 0.23) 0.50 0.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. - PEAK FLOW RATE TABLE - STP.EAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 113.07 11.01 3.678 0.47( 0.22) 0.47 31.0 0 00 2 115.83 11.80 3.529 0.47( 0.22) 0.47 33.1 0 00 3 119.75 12.93 3.341 0.47( 0.22) 0.47 36.7 0.00 4 124.31 14.43 3.127 0.47( 0.22) 0.47 41.3 0.00 5 126.46 15.21 3.031 0.47( 0.22) 0.47 43.6 0.00 6 127.25 15.50 2.996 0.47( 0.22) 0.47 44.4 0.00 Page 31 Date. 11/07,00 File name FC100AB.P.ES Page 32 7 128.00 16.03 2.936 0.48( 0.22) 0.47 45.8 0.00 8 128.06 16.11 2.927 0.48( 0.22) 0.47 46.0 0 00 9 128.06 16.11 2.927 0.48( 0.22) 0.47 46.0 0.00 10 128 18 16.36 2.900 0.481 0.22) 0.47 46.5 0.00 11 128.21 16.55 2.880 0.48( 0.22) 0.47 46.9 0 00 12 128.19 16.96 2.839 0.48( 0.22) 0.47 47.7 0.00 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 0.48( 0.22) 0.46 51.5 0.00 16 125.92 19.65 2.598 0.48( 0.22) 0.46 51 9 0.00 17 125.91 19.66 2.598 0.48( 0.22) 0.46 51.9 0.00 18 125.18 20.00 2.571 0.48( 0.22) 0.46 52.2 0.00 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 48( 0.22) 0.46 53.0 402.01 21 121 51 21.32 2.474 0.48( 0.22) 0 46 53.1 0.00 22 112 61 24.00 2.305 0.48( 0.22) 0.46 53.6 0.00 23 119.62 12.89 3.347 0.47( 0.22) 0 47 36.6 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 128.21 Tc(MIN.) = 16.55 EFFECTIVE AREA(ACRES) = 46.90 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 57.09 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 160.00 = 1630.00 FEET. ...............«.......................««................................... FLOW PROCESS FROM NODE 160.00 TO NODE 190.00 IS CODE = 31 ____________________________________________________________________________ » » COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA -- --USING USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- -------------------- __ ELEVATION DATA: UPSTREAM(FEET) 39.21 DOWNSTREAM(FEET) 38.03 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC ) = 7.78 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 128.21 PIPE TRAVEL TIME(MIN.) = 0.86 TC(MIN.) = 17.41 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 190.00 = 2030.00 FEET. ..........««.........................».««....«............................»« FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ____________________________________________________________________________ » > DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- _______====--========================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.41 RAINFALL INTENSITY(INCH/HP.) = 2.79 AREA -AVERAGED Fm(INCH/HP) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 46.90 TOTAL STREAM AREA(ACRES) = 57.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 128.21 ................................................�• »«*fi4f•.• 00 TONODE190 ...................... 00ISCODE="21«« FLOWPROCESSFROM NODE 0.00 »wRw+ :�.. ____________________________________________________________________________ » > RATIONAL METHOD INITIAL SUBAREA ANALYSISc« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- ---- INITIAL SUBAREA FLOW-LENGTH(FEET) = 340.00 ELEVATION DATA: UPSTREAM(FEET) = 51.39 DOWNSTREAM(FEET) = 50.02 E G W W M M M e e e e e e e e e e In ul ul ul vl vl N N In M a o: a U Q r r r r r r r r r r r r r l0 10 to to to to b lD to r o 0 as v v v v v v v v v v v v 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 N N N N N N ^ N N N N N N N N N N In a 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ra z a a a a e e e e e e e e e e e e e e e e e a e e e > — �a.+ o .orrM .. 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H H 11 a" U 11 a s `£ 7 a N W W w I O> II F F v II — w a s a U vi rHi O u W w E a a F� W U O I W O I w a a V I+1 0 1 H W II W w E a a H k H W w— w w 11 w 5 F w W W Q a— i W 11 a z 2 W a w r w 1£ U I Q w u W Q H X H F m ❑ E W w -- W Wo Wo W w w 11 w a [ll w w a w W I:,) u O a 2 zz F v1 P W 1n [� w w Qj aa k. U w O F u a W w g w❑ a F F W W W E. Q .] W u a F 1/1 Q O II a Q (� N a W 2 a Q F Vl 0. U w O F a n Q W W❑ w w Q£ II w> V [^ W W W F u) H a a 0 a z a w w W a II w> U VI z u W z z [� 0U I/1 Q fX N I z a [q q a w a z 5 a w w W w Vl z o u W z 2 C'/ c7 0 l21 q w H u W w o H aa rrj� aa fil U w a w I o W u p U I H£ II In Z a Zy a u w a>> y Q a F£ F] H a a a w W W C9 u n w u H II u u W a ZF X Q Y Q J a w a W❑ W w w 0 O v u 2 a W W w> F O >> a 1❑ n 7 0 a a a Q EF w 0 1 H O a I a n H F W a .az7 iL W W a a a W W o Ul Q u 2 a w w w a ❑ Q 11 g o a a a a H a o a W II Q O Q> q w a w a H r a a a Q n u a a w U a < 3 n II a W W H r1 r2 a' w a x n W u Q « 3 n W II F> w o w W W u a o a> w a w a a a a a n n lI a s W i n n 11 a w w H Q Q Q m m w w m 0.l m E 5 0 o O n II F z H W 41 W w F a n u o o a a a w o O n a l W 1 a n u z a u �a q o IA m m F p g a o O n n u F 2 ,'£ 47 G1 4] a n n �i o 0 a E w w a In vyi W F g r w n 11 F U F 6 Q a a w F a u . w n n 11 H W u .� F vI r w U w w y F w l F U F 5a a a a it m+ 1 n r I u + 1 u ❑ Date: 11/07/00 File name: FC100A5.P.ES COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 130.11 Tc(MIN.) = 17 41 EFFECTIVE AP.EA(ACPES) = 47.70 AP.EA-AVERAGED Fm(INCH/HP) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.48 AREA -AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 57.89 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 190.00 = 2030.00 FEET. ....................«..«....««.«................................ FLOW PROCESS FROM NODE 190.00 TO NODE 185.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAP.EA« « » » USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ----------- LOW)«« ELEVATION DATA: UPSTREAM(FEET) 38.01 DOWNSTREAM(FEET) 37.78 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7 93 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 130.11 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 17.57 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 2105.00 FEET. ............................................... I............................ FLOW PROCESS FROM NODE 185 00 TO NODE 185.00 IS CODE = 10 ____________________________________________________________________________ »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK M 1 « «< Page 35 ........«...........«.......«.............................«.«......«........ FLOW PROCESS FROM NODE 0.00 TO NODE 170.00 IS CODE = 21 ____________________________________________________________________________ »» RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 830.00 ELEVATION DATA: UPSTREAM(FEET) = 59.20 DOWNSTREAM(FEET) = 52.10 To = K'C(LENGTH" 3.00)/(ELEVATION CHANGE)) "0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.830 R 100 YEAR RAINFALL INTENSITY (INCH /HR) = 3.076 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" D 4.20 0.47 0.50 75 14.83 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HP.) = 0.47 SUBAREA AVERAGE ^ERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(. ) = 10.74 TOTAL AREA(ACRES) = 4.20 PEAK FLOW PATE(CFS) = 10.74 RR+,`•• "........................................ RRRR .+ R E = 61 RR RR# ..... + 2 FLOWPROCESSFROMNODE170.00 TONODE18000ISCOD-2 - Z ---------------------------------------------------------------------------- » » COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-« » »>(STANDARD CURB SECTION USED) -- _ UPSTREAM ELEVATION(FEET) = 52.10 DOWNSTREAM ELEVATION(FEET) 49.75 STREET LENGTH(FEET) = 530.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GPADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Date: 11/07/00 File name: FC100AB.RES SPECIFIED NUMBER OF HALFSTR.EETS CARRYING RUNOFF = 1 STREET PAPKWAY CP.OSSFALL(DECIMAL) = 0.020 Manning's FPICTION 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) = 11.31 `"'STPEET FLOW SPLITS OVER STREET -CROWN" " FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.27 SPLIT DEPTH(FEET) = 0.34 SPLIT FLOOD WIDTH(FEET) = 10.60 SPLIT FLOW(CFS) = 1.94 SPLIT VELOCITY(FEET/SEC.) = 1.56 STP.EETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTP.EET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.27 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.19 STREET FLOW TRAVEL TIME(MIN.) = 3.90 Tc(MIN.) = 18.73 ` 100 YEAR, RAINFALL INTENSITY(INCH/HR) = 2.675 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/ACR.E" D 0.52 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 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 PATE(CFS) = 10.74 NOTE: PEAK FLOW PATE DEFAULTED TO UPSTREAM VALUE EMD OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTP.EET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH-VELOCITY(FT-FT/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1360.00 FEET. ...................«.«.......................................... FLOW PROCESS FROM NODE 190.00 TO NODE 180.00 IS CODE = 1 ________________________________________________________________ » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.73 RAINFALL INTENSITY(INCH/HR) = 2.67 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.72 TOTAL STREAM AREA(ACRES) = 4.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.74 RR Page 36 FLOW PROCESSR FROMRNODER RRRRR 0.00R TO RNODE•+`+ 170.00+ ISR CODER=+R21*; 44- 2.3.. • / --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) = 52.10 To = K'C(LENGTH* 3.00)/(ELEVATION CHANGE)] " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.564 Date: 11/07/00 File name: FC100AB.RES Page 37 I 1 Date 11/07/00 File name: FC100AB RES Page 38 . 100 YEAR RAINFALL INTENSITY(INCH/HP.) = 3.398 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" D 1.17 0 47 0.50 75 12 56 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.33 TOTAL AREA(ACRES) = 1.17 PEAK FLOW RATE(CFS) = 3.33 ............................. • a ••«««• FLOWPROCESSFROMNODE170.•+ « «« 00TONODE« 180. • k «.« 00ISCODE=«.61a.-. 7-.3-7- ____________________________________________________________________________ --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA-« »» (STANDAP.D CURB SECTION USED)- ­1 UPSTREAM ELEVATION(FEET) = 52.10 DOWNSTREAM ELFVATION(FEET) = 49.75 STREET LENGTH(FEET) = 520.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 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 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.83 PRODUCT OF DEPTH&VELOCITY(FT"FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 4.73 TC(MIN.) = 17.30 . 100 YEAR. RAINFALL INTENSITY (INCH/MR) = 2.805 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" D 0.38 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HP.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 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 TOTAL AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) = 3.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.64 FLOW VELOCITY(FEET/SEC.) = 1.81 DEPTH«VELOCITY(FT«FT/SEC 1 = 0.72 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1040.00 FEET. FLOW PROCESS FR( 40DE 180.00 TO NODE 180.00 IS CODE = 1 ____________________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« > »-AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.30 RAINFALL INTENSITY(INCH/HR) = 2.81 AREA -AVERAGED Fm(INCH/HP.) = 0.24 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AP.EA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.55 TOTAL STREAM AREA(ACRES) = 1 55 PEAK FLOW PATE(CFS) AT CONFLUENCE = 3.59 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 10.74 18.73 2.675 0.47( 0.23) 0.50 4.7 0.00 2 3.59 17.30 2.805 0.47( 0.24) 0.50 1.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. . PEAK FLOW PATE TABLE .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.14 18.73 2.675 0.47( 0.24) 0.50 6.3 0.00 2 14.04 17.30 2.805 0.47( 0.23) 0.50 5.9 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 14.14 Tc(MIN.) = 18.73 EFFECTIVE AREA(ACRES) = 6.27 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 6.27 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1360.00 FEET. ...«.a....................««.........«.......................... FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 ________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 18.73 RAINFALL INTENSITY(INCH/HR) = 2.67 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 6.27 TOTAL STREAM AREA(ACRES) = 6.27 PEAK FLOW PATE(CFS) AT CONFLUENCE = 14.14 ..........................«.«.............«.«.........................««.... FLOW PROCESS FROM NODE 0.00 TO NODE 175.00 IS CODE = 21 13,. Z44. / ____________________________________________________________________________ ..>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- _ INITIAL SUBAREA FLOW-LENGTH(FEET) 670.00 ELEVATION DATA: UPSTREAM(FEET) = 56.10 DOWNSTREAM(FEET) = 50.00 Tc = K`[(LENGTHa« 3.001/(ELEVATION CHANGE)]`«0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.444 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.263 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 4.49 0 47 0.50 75 13.44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 Date: 11/07/00 File name: FC100AB RES SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 12.24 TOTAL AREA(ACRES) = 4.49 PEAK FLOW PATE(CFS) = 12 24 Page 39 ........«««««««.«..«.......«««..«.......,...«..... I ......................«.« FLOW PROCESS FROM NODE 175.00 TO NODE 175 00 IS CODE = 81 Z7� 2 ---------------------------------------------------------------------------- - -ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « MAINLINE Tc(MIN) = 13.44 100 YEAR RAINFALL INTENSITY (INCH/ HR) = 3.263 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACP.E" D 1.63 0 47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HF.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFF(CFS) = 4 44 EFFECTIVE AREA(ACRES) = 6 12 AREA -AVERAGED Fm(INCH/HP) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 6.12 PEAK FLOW RATE(CFS) = 16.68 .........................«...................................... FLOW PROCESS FROM NODE 175.00 TO NODE 180.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-- - ­USING USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «< 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 PIPE -FLOW VELOCITY(FEET/SEC.) = 5.81 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NJM13ER OF PIPES = 1 PIPE-FLOW(CFS) = 16.68 PIPE TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 14.51 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180 00 = 1040.00 FEET. ........««..««««....«..«...........«............................ FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE.«« » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -- TOTAL _ TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.51 RAINFALL INTENSITY(INCH/HR) = 3.12 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 6.12 TOTAL STREAM AREA(ACRES) = 6.12 PEAK FLOW PATE(CFS) AT CONFLUENCE = 16.68 " CONFLUENCE DATA •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.14 18.73 2.675 0.47( 0.24) 0.50 6.3 0.00 1 14.04 17.30 2.805 0.47( 0.23) 0.50 5 9 0.00 2 16.68 14.51 3.118 0.47( 0.23) 0.50 6.1 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Date- 11/07/00 File name: FC100AB.RES " PEAK FLOW PATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 28.91 17.30 2.805 0.47( 0.23) 0.50 12.0 0.00 2 28.26 18.73 2.675 0.47( 0.23) 0.50 12.4 0.00 3 29.88 14.51 3.118 0.47( 0.23) 0.50 11.1 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 29.88 Tc(MIN.) = 14 51 EFFECTIVE AREA(ACRES) = 11 08 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.39 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 180.00 = 1360.00 FEET ...............«...«......«...................««................ FLOW PROCESS FROM NODE 180.00 TO NODE 185.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ... « » » >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« 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 PIPE -FLOW VELOCITY(FEET/SEC.) = 12.77 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.88 PIPE TRAVEL TIME(MIN ) = 0.13 Tc(MIN.) = 14.64 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 FEET. .......................... FLOW PROCESS FROM NODE «.... -...... 185.00 «.................... TO NODE 185.00 ................ IS CODE = 11 ---------------------------------------------------------------------------- »- »CONFLUENCE MEMORY ------------------ BANK X 1 WITH THE MAIN -STREAM MEMORY-- =__============= ------- =_======== ------- " MAIN STREAM CONFLUENCE DATA .« STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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 3 28.26 18.86 2.663 0.47( 0.23) 0.50 12.4 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 FEET. `• MEMORY BANK N 1 CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER. (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 101.76 8.50 4.297 0.47( 0.22) 0.46 22.3 0.00 2 115.46 12.06 3.483 0.47( 0.22) 0.46 31.8 0.00 3 116.04 12.23 3.454 0.47( 0.22) 0.46 32.2 0.00 4 118.15 12.84 3.354 0.47( 0.22) 0.46 33.9 0.00 5 121.82 13.91 3.197 0.47( 0.22) 0.46 37.4 0.00 6 121.95 13.95 3.192 0.47( 0.22) 0.46 37.5 0.00 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 9 129.23 16.51 2.884 0.47( 0.22) 0.46 45.2 0.00 10 129.93 17.04 2.830 0.47( 0.22) 0.46 46.6 0.00 11 129.98 17.13 2.822 0.47( 0.22) 0.46 46.8 0.00 12 129.98 17.13 2.822 0.47( 0.22) 0.46 46.8 0.00 13 130.09 17.37 2.798 0.48( 0.22) 0.46 47.3 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 0.48( 0.22) 0.46 48.5 0.00 16 129.70 18.72 2.675 0.48( 0.22) 0.46 49.8 0.00 17 128.36 20.16 2.559 0.48( 0.22) 0.46 52.0 0.00 Page 40 Date: 11/07/00 File name: FC100AB.P.ES 18 129 12 20.36 2.543 0.48( 0.22) 0.46 52.3 0 00 19 127.62 20.67 2.521 0.48( 0.22) 0.46 52.7 0.00 20 127.62 20.67 2.521 0.481 0.22) 0.46 52 7 0 00 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 23 123.78 22.16 2 418 0.48( 0.22) 0.46 53.9 402.01 24 123.14 22.34 2.406 0 48( 0.22) 0.46 53.9 0.00 25 114.12 25 05 2.246 0.48( 0 22) 0.46 54 4 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 0.00 FEET. ** PEAK FLOW PATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 153.85 14.64 3.101 0 47( 0.22) 0.47 50 7 0.00 2 159.00 17.43 2.792 0.47( 0.22) 0.47 59 4 0.00 3 157.83 18.86 2.663 0.47( 0.22) 0.47 62.4 0.00 4 126.35 9.50 4.297 0.47( 0.22) 0.47 2R.8 0.00 5 143.36 12.06 3.483 0.47( 0.22) 0 47 40.9 0.00 6 144.08 12.23 3.454 0.47( 0.22) 0.47 41 5 0.00 7 146.69 12.84 3.354 0.47( 0.22) 0 47 43 7 0.00 8 151.18 13.91 3.197 0.47( 0.22) 0.47 47 9 0.00 9 151.33 13.95 3.192 0.47( 0.22) 0.47 48 1 0.00 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( 0.22) 0.47 56.9 0.00 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 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 17 158.95 17 57 2.779 0.47( 0.22) 0.47 59.8 0.00 18 158.72 17 97 2.742 0.47( 0.22) 0.47 60.6 0.00 19 158.02 18.72 2.675 0.47( 0.22) 0.47 62.2 0.00 20 155.40 20.16 2.559 0.47( 0.22) 0.47 64.4 0.00 21 154.98 20.36 2.543 0.47( 0.22) 0.47 64.6 0.00 22 154.23 20.67 2.521 0.47( 0.22) 0 47 65.1 0.00 23 154.21 20.67 2.521 0.47( 0.22) 0.47 65.1 0.00 24 153.18 21.02 2.495 0.47( 0.22) 0.47 65.4 0.00 25 152.57 21.21 2.482 0.47( 0.22) 0.47 65.6 0.00 26 149.18 22.16 2.418 0.47( 0.22) 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 TOTAL AREA(ACRES) = 70.28 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 159.01 Tc(MIN.) = 17.375 EFFECTIVE AREA(ACRES) = 59.31 AREA -AVERAGED Fm(INCH/HP.) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 70.28 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 185.00 = 1460.00 FEET. .............................................. FLOW PROCESS FROM NODE 185.00 I......................... TO NODE 182.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-« »» USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « ELEVATION DATA: UPSTREAM(FEET) = 37.75 DOWNSTREAM(FEET) 36.84 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.36 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 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 182.00 = 1760.00 FEET. Page 41 Date- 11/07/00 File name: FC100AB.P.ES ..............«..........................«................................ FLOW PROCESS FROM NODE 0.00 TO NODE 210.00 IS CODE = 21 G / --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- NALYSIS--»USE ­USETIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- ------------------ INITIAL SUBAPEA FLOW-LENGTH(FEET) = 840.00 ELEVATION DATA UPSTREAM(FEET) = 55.30 DOWNSTREAM(FEET) = 50.71 Tc = K*((LENGTH'" 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16 299 * 100 YEAR. RAINFALL INTENSITY(INCH/HR) = 2.907 SUBAREA Tc AND LOSS RATE DATA(AMC II) - DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN ) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 2.77 0.47 0.50 75 16.30 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HP.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 6.66 TOTAL AREA(ACRES) = 2.77 PEAK FLOW RATE(CFS) = 6.66 ..........*....«................ *.****.......................... FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 ---------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« 1< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 16 30 RAINFALL INTENSITY(INCH/HR) = 2.91 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 EFFECTIVE STREAM AP.EA(ACPES) = 2.77 TOTAL STREAM AREA(ACRES) = 2.77 PEAK FLOW PATE(CFS) AT CONFLUENCE = 6.66 «...«.:.....«......................«.........................*..******.*.. FLOW PROCESS FROM NODE 0.00 TO NODE 210.00 IS CODE = 21 C - 2 »-RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 56.40 DOWNSTREAM(FEET) = 50.71 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.810 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.854 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" D 5.20 0.47 0.50 75 16.81 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 12.26 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 12.26 ......................*..................................................... FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 Page 42 Date: 11/07/00 File name: FC100AB RES Page 43 ---»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- - - -AND »AND COMPUTE VAPIOUS CONFLUENCED STREAM VALUES -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOP INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.81 RAINFALL INTENSITY(INCH/HR) = 2.85 AP.EA-AVERAGED Fm(INCH/HP.) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 APEA-AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 5.20 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.26 .. CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE 1 6.66 16.30 2.907 0.47( 0.24) 0.50 2.8 0.00 2 12.26 16.81 2.854 0.47( 0.24) 0.50 5.2 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.79 16.30 2.907 0.47( 0.23) 0.50 7.8 0.00 2 18.78 16.81 2.854 0.47( 0.24) 0.50 8.0 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.79 Tc(MIN.) = 16.30 EFFECTIVE AREA(ACRES) = 7.81 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA-AVEPAGED FP(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.97 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 210.00 = 950.00 FEET. ................................................................ FLOW PROCESS FROM NODE 210.00 TO NODE 230.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« < -> USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)< « ELEVATION DATA: UPSTREAM(FEET) = 44.44 DOWNSTREAM(FEET) 44.17 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.44 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.79 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 16.51 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 = 1020.00 FEET. ................................................................ FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = I ________________________________________________________________ --»-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.51 RAINFALL INTENSITY(INCH/HR) = 2.88 AREA-AVEPAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 7.81 Date 11/07/00 File name: FC100AS.P.ES TOTAL STPEAM AREA(ACRES) = 7.97 PEAK FLOW PATE(CFS) AT CONFLUENCE = 18.79 *+**** • *** ****., *............ .................... FLOWPROCESSFROMNODE** ****................. 0.00*TONODE22000ISCODE=21 C �*3 ____________________________________________________________________________ .----PATIONAL METHOD INITIAL SUBAREA ANALYSIS-- NALYSIS«-»USE ­USETIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- ----_________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 820.00 ELEVATION DATA: UPSTREAM(FEET) = 57.20 DOWNSTREAM(FEET) = 50.93 Tc = K*[(LENGTH'* 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.093 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.044 SUBAREA Tc AND LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP.) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 3.26 0.47 0.50 75 15.09 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 8.24 TOTAL AREA(ACRES) = 3.26 PEAK FLOW RATE(CFS) = 8.24 .................. .**....... **....................... .... ....... FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 31 »»-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-1- ­­USING UBAREA««<-----USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) -- ------------- LOW)«- =====__====== ELEVATION ELEVATION DATA: UPSTREAM(FEET) = 43.95 DOWNSTREAM(FEET) = 43.68 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.24 PIPE TRAVEL TIME(MIN ) = 0.08 Tc(MIN ) = 15.18 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 = 850.00 FEET. ........................*................................u..... FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-1- ­-AND ONFLUENCE«« ------AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES­­ --------------------- TOTAL ALUES «TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.18 RAINFALL INTENSITY(INCH/HR) = 3.03 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.26 TOTAL STREAM AREA(ACRES) = 3.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.24 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.79 16.51 2.884 0.47( 0.23) 0.50 7.8 0.00 1 18.78 17.02 2.832 0.47( 0.24) 0.50 8.0 0.00 2 8.24 15.18 3.034 0.47( 0.23) 0.50 3.3 0.00 Page 44 Date: 11/07/00 File name: FC100AB.P.ES Page 45 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS- " PEAK FLOW PATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. 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 3 26.48 15.18 3.034 0.47( 0.23) 0.50 10.4 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 26.59 Tc(MIN.) = 16.51 EFFECTIVE AREA(ACRES) = 11.07 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 TOTAL AREA(ACRES) = 11.23 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 230.00 = 1020.00 FEET -.....................................«....................... FLOW PROCESS FROM NODE 230.00 TO NODE 250.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« --- »» USING COMPUTER. -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)--«< ELEVATION DATA UPSTREAM(FEET) = 43.65 DOWNSTREAM(FEET) 42 02 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.97 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.59 PIPE TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 17.66 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 250.00 = 1430.00 FEET. ........«.........«.«........................................... FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 ________________________________________________________________ » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STPEAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.66 RAINFALL INTENSITY(INCH/HR) = 2.77 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 11.07 TOTAL STREAM AREA(ACRES) = 11.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.59 .................................................. ' ` •`.... ` *'+••.+**•*•+` FLOWPROCESSFROMNODE0.00TONODE25000 ISCODE= 21 C -44 ---------------------------------------------------------------------------- » » RATIONAL METHOD INITIAL SUBAREA ANALYSIS -<-<- »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAP.EA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 53.90 DOWNSTREAM(FEET) = 49.59 Tc = K«[(LENGTH'« 3.00)/(ELEVATION CHANGE)]'"0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.282 " 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.147 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL Date: 11/07/00 File name FC100AB.RES Page 46 "5-7 DWELLINGS,ACRE" D 2 09 0.47 0.50 75 14.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 50 SUBAREA PUNOFF(CFS) = 5.48 TOTAL AREA(ACRES) = 2.09 PEAK FLOW PATE(CFS) = 5 48 .,.....«.............««,......«.....,......,.,...............,.. FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 ---------------------------------------------------------------- »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE - 111 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATION(MIN.) = 14.28 RAINFALL INTENSITY(INCH/HR) = 3.15 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.09 TOTAL STREAM AREA(ACRES) = 2.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.48 ,,,.«..................................................«,................, FLOW PROCESS FROM NODE 0.00 TO NODE 250.00 IS CODE = 21 C - S --RATIONAL METHOD INITIAL SUBAREA ANALYSIS««- > USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- ___________ ---____________ _ INITIAL SUBAREA FLOW-LENGTH(FEET) 660.00 ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 49.59 Tr = K'[(LENGTH" 3.00)/(ELEVATION CHANGE)]«'0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.216 . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.156 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" D 3 39 0.47 0.50 75 14.22 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA P.UNOFF(CFS) = 8.91 TOTAL AREA(ACRES) = 3.39 PEAK FLOW RATE(CFS) = 8.91 ........................«................................................... FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- - -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -- TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 14.22 RAINFALL INTENSITY(INCH/HR) = 3.16 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.39 TOTAL STREAM AREA(ACRES) = 3.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.91 . CONFLUENCE DATA - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE Date: 11/07/00 File name: FC100AB.P.ES Page 47 1 26.59 17.66 2.771 0.47( 0.23) 0.50 11.1 0 00 1 26.43 18.17 2.723 0.47( 0.24) 0.50 11.2 0.00 1 26 48 16.32 2.905 0.47( 0.23) 0.50 10.4 0.00 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 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FOP14ULA USED FOR 3 STREAMS. .. PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.64 14.28 3.147 0.47( 0.23) 0.50 14.6 0.00 2 39.65 16.32 2.905 0.47( 0.23) 0.50 15.9 0.00 3 39 09 17.66 2.771 0.47( 0.23) 0.50 16 6 0.00 4 38.70 18.17 2.723 0.47( 0.24) 0.50 16.7 0.00 5 39.61 14.22 3.156 0.47( 0.23) 0.50 14.6 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.65 Tc(MIN.) = 16.32 EFFECTIVE AREA(ACRES) = 15.92 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 16.71 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 250.00 = 1430.00 FEET. ................................................................ FLOW PROCESS FROM NODE 250.00 TO NODE 340.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »» USING COMPUTER. -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) « « < ELEVATION DATA: UPSTREAM(FEET) 41.99 DOWNSTREAM(FEET) 40.98 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.49 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.65 PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 16.96 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1680.00 FEET. ..............................««............................................ FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 10 _________________________________ »» KAIN-STREAM MEMORY COPIED ONTO MEMORY BANK M 2 «« ------------------------- .....«.....«......«............«....................... .................... FLOW PROCESS FROM NODE 0.00 TO NODE 255.00 IS CODE = 21 A-1 ____________________________________________________________________________ » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL INITIAL SUBAREA FLOW-LENGTH(FEET) 560.00 ELEVATION DATA: UPSTREAM(FEET) = 56.80 DOWNSTREAM(FEET) = 52.71 Tc = K«[(LENGTH'" 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.077 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.318 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" D 1.76 0.47 0.50 75 13.08 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HP.) = 0.47 Date: 11/07/00 File name: FC100AB.RES Page 4P SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.88 TOTAL AP.EA(ACRES) = 1.76 PEAK FLOW PATE(CFS) = 4.88 ..««.««.....................«.«......«.......................... FLOW PROCESS FROM NODE 255.00 TO NODE 255.00 IS CODE = 1 ---------------------------------------------------------------- »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.08 RAINFALL INTENSITY(INCH/HR) = 3.32 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.76 TOTAL STREAM AREA(ACRES) = 1 76 PEAK FLOW PATE(CFS) AT CONFLUENCE = 4.88 ..........««.«.«..««««..««...«.......«........«........«............«.«.«. FLOW PROCESS FROM NODE 0.00 TO NODE 255.00 IS CODE = 21 14 -Z »»>PATIONAL METHOD INITIAL SUBAREA ANALYSIS -- -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« --------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 440.00 ELEVATION DATA- UPSTREAM(FEET) = 55.90 DOWNSTREAM(FEET) = 52.71 Tc = K -[(LENGTH" 3.00)/(ELEVATION CHANGE)]*^0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.892 . 100 YEAR RAINFALL INTENSITY(INCH/HP.) = 3.512 SUBAREA Tc AND LOSS PATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP.) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 1.38 0.47 0.50 75 11.89 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0.47 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 255.00 TO NODE 255.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« »» AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE - TIME OF CONCENTRATION(MIN.) = 11.89 RAINFALL INTENSITY(INCH/HR) = 3.51 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.38 TOTAL STREAM AREA(ACRES) = 1.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.07 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 4.88 13.08 3.318 0.47( 0.23) 0.50 1.8 0.00 2 4.07 11.89 3.512 0.47( 0.23) 0.50 1.4 0.00 Date: 11/07/00 File name: FC100AB RES RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FOP14ULA USED FOR 2 STREAMS. " PEAK FLOW PJ TABLE .. STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.71 13.08 3.318 0.47( 0.24) 0 50 3.1 0.00 2 8.79 11.89 3.512 0.47( 0.24) 0.50 3.0 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS PEAK FLOW RATE(CFS) = 8.79 Tc(MIN.) = 11.89 EFFECTIVE AREA(ACRES) = 2.98 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA-AVEPAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.14 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 255.00 = 560.00 FEET. ................................................................ FLOW PROCESS FROM NODE 255.00 TO NODE 260.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THP.0 SUBAREA-« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ELEVATION LOW)--ELEVATION DATA: UPSTREAM(FEET) 46.57 DOWNSTP.EAM(FEET) 45.50 FLOW LENGTH(FEET) = 270.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.47 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.79 PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 12 90 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 260.00 = 830.00 FEET ................................................................ FLOW PROCESS FROM NODE 260.00 TO NODE 260 00 IS CODE = 1 ---------------------------------------------------------------- »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«-« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.90 RAINFALL INTENSITY(INCH/HR) = 3.35 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.98 TOTAL STREAM AREA(ACRES) = 3.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.79 .........................«.................................................. FLOW PROCESS FROM NODE 0.00 TO NODE 260.00 IS CODE = 21 A-3 ____________________________________________________________________________ --RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ______=========-============= INITIAL SUBAREA FLOW-LENGTH(FEET) = 460.00 ELEVATION DATA: UPSTREAM(FEET) = 56.40 DOWNSTREAM(FEET) = 52.29 Tc = K"j(LENGTH'' 3.001/(ELEVATION CHANGE)]..0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.610 • 100 YEAR RAINFALL INTENSITY (INCH/ HR) = 3.563 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HA) (DECIMAL) CN (MIN.) RESIDENTIAL Page 49 Date: 11/07/00 File name: FC100AB RES "5-7 DWELLINGS/ACRE" D 2.21 0.47 0.50 75 11.61 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0 47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 6.62 TOTAL AREA(ACRES) = 2 21 PEAK FLOW RATE(CFS) = 6.62 «.««««.......««« ............................... FLOW PROCESS FROM NODE 260 00 TO NODE 260.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-­ ------------------- ALUES« <« TOTAL NU14BEP. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 APE: TIttE OF CONCENTPATION(MIN.) = 11.61 RAINFALL INTENSITY(INCH/HP.) = 3.56 AREA-AVEPAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HP.) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.21 TOTAL STREAM AREA(ACRES) = 2.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.62 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) )INCH/HP) (INCH/HP.) (ACRES) NODE 1 8.71 14.09 3.173 0.47( 0.24) 0.50 3.1 0.00 1 8.79 12.90 3.345 0.47( 0.24) 0.50 3.0 0.00 2 6.62 11.61 3.563 0.47( 0.23) 0.50 2 2 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW PATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14 98 12.90 3.345 0.47( 0.24) 0.50 5.2 0.00 2 14 56 14.09 3.173 0.47( 0.24) 0.50 5.3 0.00 3 15.09 11.61 3.563 0.47( 0.23) 0.50 4.9 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.09 Tc(MIN.) = 11.61 EFFECTIVE AREA(ACRES) = 4.89 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 5.35 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 260.00 = 830.00 FEET. ................ .......................................... .....: FLOW PROCESS FROM NODE 260.00 TO NODE 270.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« » » USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« _____________________________ - ELEVATION DATA: UPSTREAM(FEET) 45.48 DOWNSTREAM(FEET) 45.35 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.38 ESTIMATED PIPE DIAMETEP.(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.09 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 11.70 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 270.00 = 860.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 Page 50 Date: 11/07/00 File name: FC100AB.RES _____________________________________________________ » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE - 1 - TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.70 RAINFALL INTENSITY(INCH/HR) = 3.55 AREA -AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.89 TOTAL STREAM AREA(ACRES) = 5.35 PEAK FLOW RAT: ?S) AT CONFLUENCE = 15.09 ............................................................«.«««...«...«. FLOW PROCESS FROM NODE 0.00 TO NODE 270.00 IS CODE = 21 A-11 --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- NALYSIS--»USE ­USETIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 55.10 DOWNSTREAM(FEET) = 52.26 Tc = K"[(LENGTH" 3.00)/(ELEVATION CHANGE)] -'0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.495 « 100 YEAR RAINFALL INTENSITY (INCH /HR) = 3.585 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 0.76 0.47 0.50 75 11.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 2.29 TOTAL AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) = 2.29 ..........«.«................................................... FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 ________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.50 RAINFALL INTENSITY(INCH/HR) = 3.58 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.76 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.29 ......«...................«................................................. FLOW PROCESS FROM NODE 0.00 TO NODE 270.00 IS CODE = 21 A-5 ____________________________________________________________________________ »-RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 480.00 ELEVATION DATA: UPSTREAM(FEET) = 56.60 DOWNSTREAM(FEET) = 52.16 Tc = K'[(LENGTH«' 3.00)/(ELEVATION CHANGE)]..0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.728 . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.542 Page 51 Date: 11/07/00 File name: FC100AB.RES 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/ACP.E" D 1.56 0.47 0.50 75 11.73 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HR) = 0 47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.64 TOTAL AREA(ACRES) = 1.56 PEAK FLOW PATE(CFS) = 4.64 ........................,.....«.«................................ FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ­-AND ONFLUENCE«»-AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-- ------------------ ALUES-- TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.73 RAINFALL INTENSITY(INCH/HR) = 3.54 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.56 TOTAL STREAM AREA(ACRES) = 1.56 PEAK FLOW PATE(CFS) AT CONFLUENCE = 4.64 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.98 12.99 3 331 0.47( 0.24) 0.50 5.2 0.00 1 14.56 14.18 3.160 0.47( 0.24) 0.50 5.3 0.00 1 15.09 11.70 3.546 0.47( 0.23) 0.50 4.9 0.00 2 2.29 11.50 3.585 0.47( 0.23) 0.50 0.8 0.00 3 4.64 11.73 3.542 0.47( 0.23) 0.50 1.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. . PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.89 11.50 3.585 0.47( 0.23) 0.50 7.1 0.00 2 21.99 11.70 3.546 0.47( 0.23) 0.50 7.2 0.00 3 21.44 12.99 3.331 0.47( 0.23) 0.50 7.5 0.00 4 20.66 14.18 3.160 0.47( 0.24) 0.50 7.7 0.00 5 21.99 11.73 3.542 0.47( 0.23) 0.50 7.2 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.99 Tc(MIN.) = 11.70 EFFECTIVE AREA(ACRES) = 7.21 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.67 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 270.00 = 860.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 270.00 TO NODE 280.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREAu « < » » USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW-- ELEVATION LOW)--ELEVATION DATA: UPSTREAM(FEET) 45.32 DOWNSTREAM(FEET) 43.23 FLOW LENGTH(FEET) = 520.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.1 INCHES Page 52 Date: 11/07/00 File name: FC100AB.P.ES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.68 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.99 PIPE TRAVEL TIME(MIN.) = 1 53 Tc(MIN.) = 13.23 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 280.00 = 13RO.00 FEET. ............. ......... ................. :.... ................ .... FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 ---------------------------------------------------------------- - »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.23 RAINFALL INTENSITY(INCH/HR) = 3.29 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 7.21 TOTAL STREAM AREA(ACRES) = 7.67 PEAK FLOW RATE(CT I AT CONFLUENCE = 21.99 .......................................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 280.00 IS CODE = 21 A-6, --RATIONAL METHOD INITIAL SUBAREA ANALYSIS ... - Page 54 -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 51.44 Tc = K•((LENGTH" 3.00)/ (ELEVATION CHANGE)] "0.20 Fp(Fm) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.445 Ae HEADWATER . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.263 (CFS) (MIN.) SUBAREA Tc AND LOSS RATE DATA(AMC II): (INCH/HR) DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN 1 RESIDENTIAL 0.47( 0.23) "5-7 DWELLINGS/ACRE" D 1.71 0.47 0.50 75 13 45 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 1 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 3.295 SUBAREA RUNOFF(CFS) = 4.66 0.50 TOTAL AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) = 4.66 0.00 ................................................................ FLOW PROCESS FROM NODE 280 00 TO NODE 280.00 IS CODE = 1 ---------------------------------------------------------------- >» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« < TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.45 RAINFALL INTENSITY(INCH/HR) = 3.26 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.71 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW PATE(CFS) AT CONFLUENCE = 4.66 ......:..................................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 280.00 IS CODE = 21 A-7 „7 ____________________________________________________________________________ --RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< Page 53 Date: 11/07/00 File name. FC100AS.RES Page 54 -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- ____________ _ ================ _ INITIAL SUBAREA FLOW-LENGTH(FEET) 560.00 ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 51.44 Tc = K- MENGTH" 3.001%(ELEVATION CHANGE))..0.20 Fp(Fm) SUBAREA ANALYSIS USED MINIMUM Tc(MIN ) = 13 445 Ae HEADWATER - 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3 263 (CFS) (MIN.) SUBAREA Tc AND LOSS RATE DATA(AMC II): (INCH/HR) DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 0.47( 0.23) "5-7 DWELLINGS/ACP.E" D 1.59 0.47 0.50 75 13.45 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 1 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 3.295 SUBAREA RUNOFF(CFS) = 4.33 0.50 TOTAL AP.EA(ACRES) = 1.59 PEAK FLOW RATE(CFS) = 4.33 0.00 .......... ................................... :.................. FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« > » »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES- ­1 ______________ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13 45 RAINFALL INTENSITY(INCH/HR) = 3.26 AREA -AVERAGED Fm(INCH/HR) = 0.23 APEA-AVEPAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.59 TOTAL STREAM AREA(ACRES) = 1.59 PEAK FLOW PATE(CFS) AT CONFLUENCE = 4.33 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.89 13.02 3.326 0.47( 0.23) 0.50 7.1 0.00 1 21.99 13.23 3.295 0.47( 0.23) 0.50 7.2 0.00 1 21.44 14.52 3.115 0.47( 0.23) 0.50 7.5 0.00 1 20.66 15.72 2.971 0.47( 0.24) 0.50 7.7 0.00 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 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. .. PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 30.78 13.02 3.326 0.47( 0.24) 0.50 10.3 0.00 2 30.93 13.23 3.295 0.47( 0.23) 0.50 10.5 0.00 3 30.94 13.25 3.291 0.47( 0.23) 0.50 10.5 0.00 4 30.90 13.45 3.263 0.47( 0.23) 0.50 10.6 0.00 5 30.00 14.52 3.115 0.47( 0.23) 0.50 10.8 0.00 6 28.79 15.72 2.971 0.47( 0.24) 0.50 11.0 0.00 7 30.90 13.45 3.263 0.47( 0.23) 0.50 10.6 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 30.94 Tc(MIN.) = 13.25 EFFECTIVE AREA(ACRES) = 10.47 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 Date: 11/07/00 File name: FC100AB.RES TOTAL AREA(ACRES) = 10.97 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 280.00 = 1380.00 FEET. ................................................... +............ FLOW PROCESS FROM NODE 280.00 TO NODE 330.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAP.EA«« < »> USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ELEVATION LOW)-- ELEVATION DATA: UPSTREAM(FEET) = 43.20 DOWNSTREAM(FEET) = 40.88 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.99 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 50.63 PIPE-FLOW(CFS) = 30.94 PIPE TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 14.92 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1980.00 FEET. ++++++....+........+...+...++........++.+.................................++ FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 10 ---------------------------------------------------------------------------- » » MAIN-STP.EAM MEMORY COPIED ONTO MEMORY BANK 8 3 « « < Tc ..........+......+...................................................+++.+.. FLOW PROCESS FROM NODE 0.00 TO NODE 310.00 IS CODE = 21 A-11 ---------------------------------------------------------------------------- » -RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -Cr.TCENTRATION NOMOGRAPH FOP INITIAL SUBAREA« 13.77 INITIAL SUBAREA FLOW-LENGTH(FEET) = 730.00 ELEVATION DATA: UPSTREAM(FEET) = 55.50 DOWNSTREAM(FEET) = 50.63 Tc = K"[(LENGTH.. 3.00)/(ELEVATION CHANGE)]'"0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.806 . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.079 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" D 2.63 0.47 0 50 75 14.81 SUBAREA AVERAGE PERVIOUS LOSS PATE, Fp(INCH/HP.) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0 50 SUBAREA RUNOFF(CFS) = 6.73 TOTAL AREA(ACRES) = 2.63 PEAK FLOW PATE(CFS) = 6.73 ................................"............................... FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 ________________________________________________________________ --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEI «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.81 RAINFALL INTENSITY(INCH/HR) = 3.08 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.63 TOTAL STREAM AREA(ACRES) = 2.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.73 ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 3 10. 00 IS CODE = 21 A + lo Page 55 Date: 11/07/00 File name: FC100AB.RES ---------------------------------------------------------------------------- >. »>PATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) _ 660.00 ELEVATION DATA: UPSTREAM(FEET) = 55.80 DOWNSTREAM(FEET) = 50.63 Tc = K"[(LENGTH"" 3.00)/(ELEVATION CHANGE)]""0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.771 . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.216 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" D 2.52 0.47 0.50 75 13.77 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 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 310.00 TO NODE 310.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -- --AND -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES... TOTAL NUMBER. OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.77 RAINFALL INTENSITY(INCH/HR) = 3.22 AP.EA-AVERAGED F.(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0 50 EFFECTIVE STREAM AREA(ACRES) = 2.52 TOTAL STREAM AREA(ACRES) = 2.52 PEAK FLOW PATE(CFS) AT CONFLUENCE = 6.76 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.73 14.81 3.079 0.47( 0.23) 0.50 2.6 0.00 2 6.76 13.77 3.216 0.47( 0.23) 0.50 2.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.33 Tc(MIN.) = 13.77 EFFECTIVE AREA(ACRES) = 4.97 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 5.15 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 310.00 = 730.00 FEET. ...+................+..........+..........................................++ FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 31 ---------------------------------------------------------------------------- » -COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < » > USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- « 56 Date: 11/07/00 File name: FC100AB.P.ES ELEVATION DATA: UPSTREAM(FEET) = 44.02 DOWNSTREAM(FEET) 42.69 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4 50 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.33 PIPE TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 15.44 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 320.00 = 1180.00 FEET- ............................... ............. .................... FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 ---------------------------------------------------------------- »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEI«« TOTAL NUMBER. OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15 44 RAINFALL INTENSITY(INCH/HR) = 3 00 AREA -AVERAGED Fm(INCH/HR) = 0 23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4-97 TOTAL STREAM AREA(ACRES) = 5 15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.33 .......................................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 320.00 IS CODE = 21 A - 13 --RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- NALYSIS-«»USE ­USETIME -OF -CONCENTRATION NOMOGRAPH FOP. INITIAL SUBAREA - 21 A -/ / INITIAL SUBAREA FLOW-LENGTH(FEET) = 640.00 ELEVATION DATA: UPSTREAM(FEET) = 54.80 DOWNSTREAM(FEET) = 49.18 Tc = K -[(LENGTH-- 3.00)/(ELEVATION CHANGE)) --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.296 49.19 - 100 YEAR RAINF. INTENSITY(INCH/HR) = 3.285 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 SCS Tc "5-7 DWELLINGS/ACRE" D 2.73 0.47 0.50 75 13.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 75 13.82 SUBAREA RUNOFF(CFS) = 7.49 TOTAL AREA(ACRES) = 2.73 PEAK FLOW RATE(CFS) = 7.49 ................................................................ FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 ________________________________________________________________ >» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.30 RAINFALL INTENSITY(INCH/HR) = 3.28 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.73 TOTAL STREAM AREA(ACRES) = 2.73 PEAK FLOW PATE(CFS) AT CONFLUENCE = 7.49 Page 57 Date: 11/07/00 File name: FC100AB RES ............................................................................ FLOW PROCESS FROM NODE 0.00 TO NODE 320.00 IS CODE = 21 A -/ / ---------------------------------------------------------------------------- - - ATIONAL METHOD INITIAL SUBAREA ANALYSIS«< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA- ------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 53.00 DOWNSTREAM(FEET) = 49.19 Tc = K"[(LENGTH'" 3.00)/(ELEVATION CHANGE)] "0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.825 - 100 YEAR RAINFALL 1NTENSITY(INCH/HR) = 3.209 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HP.) (DECIMAL) CN (MIN.) RESIDENTIAL "S-7 DWELLINGS/ACRE" D 2.46 0.47 0.50 75 13.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAPEA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 6.58 TOTAL AREA(ACRES) = 2.46 PEAK FLOW RATE(CFS) = 6.58 ................................................................ FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- - -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« - TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOP. INDEPENDENT STREAM 3 ARE: TIME OF CONCENTPATION(MIN.) = 13.82 RAINFALL INTENSITY(INCH/HP.) = 3.21 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.46 TOTAL STREAM AREA(ACRES) = 2.46 PEAK FLOW PATE(CFS) AT CONFLUENCE = 6.58 - CONFLUENCE DATA -- STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.18 16.48 2.888 0.47( 0.23) 0.50 5.2 0.00 1 13.33 15.44 3.003 0.47( 0.23) 0.50 5.0 0.00 2 7.49 13.30 3.285 0.47( 0.23) 0.50 2.7 0.00 3 6.58 13.82 3.209 0.47( 0.23) 0.50 2.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. -- PEAK FLOW RATE TABLE -- STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 26.63 13.30 3.285 0.47( 0.23) 0.50 9.4 0.00 2 26.25 15.44 3.003 0.47( 0.23) 0.50 10.2 0.00 3 25.58 16.48 2.888 0.47( 0.23) 0.50 10.3 0.00 4 26.72 13.82 3.209 0.47( 0.23) 0.50 9.6 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.72 Tc(MIN.) = 13.82 EFFECTIVE AREA(ACRES) = 9.64 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 10.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 320.00 = 1180.00 FEET. Page 5R Date: 11/07/00 File name: FC100AB.RES «.ww............................................................ FLOW PROCESS FROM NODE 320.00 TO NODE 330.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-1- ­-USING UBAP,EA««<» -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)­­ ---------------------- ELEVATION LOW)« 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 PIPE -FLOW VELOCITY(FEET/SEC.) = 7.61 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.72 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 14.16 LONGEST FLOWPATH FROM NODE 0 00 TO NODE 330.00 = 1335.00 FEET. ..........w ........... ......... w..... ... ........... ....................... w. FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 11 ____________________________________________________________________________ »» CONFLUENCE MEMORY BANK M 3 WITH THE MAIN -STREAM MEMORY«u " MAIN STREAM CONFLUENCE DATA .. -USE TIME-OF-CONCENTP.ATION NOMOGRAPH FOR INITIAL SUBAREA« --------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 53.80 DOWNSTREAM(FEET) = STREAM Q Tc Intensity Fp(Fm) * 100 YEAR. RAINFALL INTENSITY(INCH/HP.) = 3.116 Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) 14.52 NODE 1 26.63 13.64 3.236 0.47( 0.23) TOTAL AREA(ACRES) = 2.14 PEAK FLOW PATE(CFS) = 5.55 0.50 9.4 0.00 2 26.72 14.16 3.162 0.47( 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 4 25.58 16.82 2.853 0.47( 0.23) 0.50 10.3 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330 00 = 1335.00 FEET -- MEMORY BANK M 3 CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 30.78 14.69 3.094 0.47( 0.24) 0.50 10.3 0.00 2 30.93 14.90 3 068 0.47( 0.23) 0.50 10.5 0.00 3 30.94 14.92 3.065 0 47( 0.23) 0.50 10.5 0.00 4 30.90 15.12 3.042 0.47( 0.23) 0.50 10.6 0.00 5 30.90 15.12 3.042 0.47( 0.23) 0.50 10.6 0.00 6 30.00 16.20 2.918 0.47( 0.231 0.50 10.8 0.00 7 28.79 17.40 2.796 0.47( 0.24) 0.50 11.0 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 0.00 FEET -- PEAK FLOW RATE TABLE .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 3 56.60 15.78 2.964 0.47( 0.23) 0.50 20.9 0.00 4 54.95 16.82 2.853 0.47( 0.23) 0.50 21.2 0.00 5 57.35 14.69 3.094 0.47( 0.23) 0.50 20.1 0.00 6 57.44 14.90 3.068 0.47( 0.23) 0.50 20.3 0.00 7 57.44 14.92 3.065 0.47( 0.23) 0.50 20.4 0.00 8 57.35 15.12 3.042 0.47( 0.23) 0.50 20.5 0.00 9 57.35 15.12 3.042 0.47( 0.23) 0.50 20.5 0.00 10 55.98 16.20 2.918 0.47( 0.23) 0.50 21.0 0.00 11 53.81 17.40 2.796 0.47( 0.24) 0.50 21.3 0.00 TOTAL AREA(ACRES) = 21.31 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 57.44 Tc(MIN.) = 14.899 EFFECTIVE AREA(ACRES) = 20.33 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 21.31 Page 59 Date: 11/07/00 File name: FC100AB.RES LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330.00 = 1335.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 12 ____________________________________________________________________________ » »CLEAR MEMORY BANK 8 3 ««< ......................... w.... .... ...................... FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 ________________________________________________________________ » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.90 RAINFALL INTENSITY(INCH/HR) = 3.07 AREA-AVEP.AGED Fm(INCH/HR.) = 0.23 AP.EA-AVEPAGED Fp(INCH/HR) = 0 47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AP.EA(ACRES) = 20.33 TOTAL STREAM AREA(ACRES) = 21.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 57.44 ........ ................................w... ...... ................. ....w.. FLOW PROCESS FROM NODE 0.00 TO NODE 330.00 IS CODE = 21 A i 9 » >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- -USE TIME-OF-CONCENTP.ATION NOMOGRAPH FOR INITIAL SUBAREA« --------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 53.80 DOWNSTREAM(FEET) = 49.83 Tc = Kw[(LENGTH'* 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.516 * 100 YEAR. RAINFALL INTENSITY(INCH/HP.) = 3.116 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" D 2.14 0.47 0.50 75 14.52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA P.UNOFF(CFS) = 5.55 TOTAL AREA(ACRES) = 2.14 PEAK FLOW PATE(CFS) = 5.55 .......... ............ ......................... w................ «.www.ww«ww« FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-­ ­-AND ONFLUENCE«« <» -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.52 RAINFALL INTENSITY(INCH/HR) = 3.12 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.14 TOTAL STREAM AREA(ACRES) = 2.14 PEAK FLOW PATE(CFS) AT CONFLUENCE = 5.55 " CONFLUENCE DATA " Page 60 Date: 11/07/00 File name: FC100AB.RES STREAM Q Tc HEADWATER Intensity Fp (F.) SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap Ae HEADWATER NUMBER (CFS) (MIN.) RESIDENTIAL (INCH/HR) (INCH/HR) 0.50 75 9.40 (ACRES) NODE 1 56.62 13.64 22.2 3.236 0.47( 0.24) .....«.....«,..««.................«,«««..«................................ FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS 0.50 18 9 0.00 1 57 11 14.16 22.5 3.162 0.47( 0.23) 0.23) 0.50 19 6 0 00 1 56.60 15.78 22.6 2.964 0 47( 0.23) 0.23) 0 50 20 9 0.00 1 54.95 16.62 23.2 2.853 0 47( 0.23) 0.23) 0.50 21.2 0 00 1 57.35 14.69 23.4 3.094 0 47( 0.23) 0.23) 0.50 20 1 0 00 1 57.44 14.90 0.7 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 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( 0.23) 0.50 21 0 0.00 1 53.81 17.40 2.796 0.47( 0.24) 0.50 21 3 0.00 2 5.55 14.52 3.116 0.47( 0.23) 0.50 2 1 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 62.04 13.64 3.236 0.47( 0.24) 0.50 20.9 0 00 2 62.61 14.16 3.162 0.47( 0.23) 0.50 21 6 0.00 3 62.86 14.69 3.094 0.47( 0.23) 0.50 22.2 0.00 4 62.90 14.90 3.068 0.47( 0.23) 0.50 22.5 0.00 5 62.89 14.92 3.065 0.47( 0.23) 0.50 22 5 0.00 6 62.75 15.12 3.042 0.47( 0.23) 0.50 22.6 0.00 7 62.75 15.12 3.042 0.471 0.23) 0.50 22.6 0 00 8 61.85 15.78 2.964 0.47( 0.23) 0.50 23.0 0.00 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 12 62.82 14.52 3.116 0.47( 0.23) 0.50 22.1 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 62.90 Tc(MIN.) = 14.90 EFFECTIVE AREA(ACRES) = 22.47 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 23.45 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 330 00 = 1335.00 FEET .....................................«............«................... FLOW PROCESS FROM NODE 330.00 TO NODE 335.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- -- ­USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« ELEVATION DATA: UPSTREAM(FEET) = 40.70 DOWNSTREAM(FEET) 39.91 FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.20 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 62.90 PIPE TRAVEL TIME)' N.) = 0.49 Tc(MIN.) = 15 38 LONGEST FLOWPATH kKOM NODE 0.00 TO NODE 335.00 = 1545 00 FEET. ............................................................................ FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 ____________________________________________________________________________ » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« - « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.38 Page 61 Date: 11/07!00 File name: FC100AB.P.ES RAINFALL INTF.NSITY(INCH/HR) = 3.01 AP.EA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVEPAGED Fp(INCH/HP) = 0.47 AREA -AVERAGED Ap = 0 50 EFFECTIVE STREAM AREA(ACRES) = 22.47 TOTAL STREAM AREA(ACRES) = 23.45 PEAK FLOW PATE(CFS) AT CONFLUENCE = 62.90 Page 62 ., FLOW` PROCESS` FROM. NODE+•`«`•0`00*TO«NODE«.««335.00 IS•CODE'=^*21««�«_ i. (I. / ____________________________________________________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« - »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA-- ______ INITIAL SUBAREA FLOW-LENGTH(FEET) = 280.00 ELEVATION DATA: UPSTREAM(FEET) = 52.20 DOWNSTREAM(FEET) = 49.54 Tc = K -((LENGTH.. 3.00)/(ELEVATION CHANGE)j'«0.20 Ap SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.403 HEADWATER . 100 YEAR RAINFALL INTENSITY(INCH/HP.) = 4.044 SUBAREA Tc AND LOSS RATE DATA(AMC II): NODE DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 0.47( "5-7 DWELLINGS/ACP.E" D 0.69 0.47 0.50 75 9.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 0.23) SUBAREA RUNOFF(CFS) = 2 37 22.2 TOTAL AREA(ACRES) = 0.69 PEAK FLOW PATE(CFS) = 2.37 .....«.....«,..««.................«,«««..«................................ FLOW PROCESS FROM NODE 335.00 TO NODE 335.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- - -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ----- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOP INDEPENDENT STREAM 2 APE: TIME OF CONCENTRATION(MIN.) = 9.40 RAINFALL INTENSITY(INCH/HP.) = 4.04 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA-AVEPAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 0.69 TOTAL STREAM AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.37 " CONFLUENCE DATA " STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 62.04 14.12 3.168 1 62.61 14.65 3 099 1 62.86 15.18 3.034 1 62.90 15.38 3.009 1 62.89 15.41 3.007 1 62.75 15.60 2.984 1 62.75 15.60 2.984 1 61.85 16.27 2.910 1 61.15 16.68 2.867 1 59.99 17.31 2.804 1 58.74 17.89 2.749 1 62.82 15.00 3.055 2 2.37 9.40 4.044 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.47( 0.24) 0.50 20.9 0.00 0.47( 0.23) 0.50 21.6 0.00 0.47( 0.23) 0.50 22.2 0 00 0.47( 0.23) 0.50 22.5 0.00 0.47( 0.23) 0.50 22.5 0.00 0.47( 0.23) 0.50 22.6 0.00 0.47( 0.23) 0.50 22.6 0.00 0.47( 0.23) 0.50 23.0 0.00 0.47( 0.23) 0.50 23.2 0.00 0.47( 0.23) 0.50 23.4 0.00 0.47( 0.24) 0.50 23.4 0.00 0.47( 0.23) 0.50 22.1 0.00 0.47( 0.23) 0.50 0.7 0.00 Date: 11/07/00 File name: FC100AB.P.ES RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FROM NODE 0.00 TO NODE CONFLUENCE FORMULA USED FOP 2 STREAMS. " MEMORY STREAM 2 CONFLUENCE "" PEAK FLOW PATE TABLE "" Fp(Fm) Ap Ae STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 56.01 1 63.86 14 12 3.168 0.47( 0.24) 0.50 21.6 0 00 2 64.39 14.65 3.099 0.47( 0.23) 0.50 22.3 0.00 3 64.57 15.00 3.055 0.47( 0.23) 0.50 22 8 0 00 4 64.59 15.18 3.034 0.47( 0.23) 0.50 22.9 0.00 5 64.62 15.38 3.009 0.47( 0.23) 0.50 23.2 0 00 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 8 64.46 15.60 2.984 0.47( 0.23) 0.50 23.3 0.00 9 63.52 16.27 2.910 0.47( 0.23) 0.50 23.7 0.00 10 62.78 16.68 2.867 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 12 60.30 17.89 2.749 0.47( 0.24) 0.50 24.1 0 00 13 56.01 9.40 4.044 0.47( 0.23) 0.50 14 6 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 0.50 23.3 PEAK FLOW RATE(CFS) = 64.62 Tc(MIN.) = 15.38 16.35 0.47( 0.23) EFFECTIVE AREA(ACRES) = 23.16 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 2.859 TOTAL AREA(ACRES) = 24.14 23.9 0.00 12 61.5e LONGEST FLOWPATH FROM NODE 0.00 TO NODE 335.00 = 1545.00 FEET. -....................................................................... FLOW PROCESS FROM NODE 335.00 TO NODE 340.00 IS CODE = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)-- ---------------- _ _ ELEVATION DATA: UPSTREAM(FEET) = 39.89 DOWNSTREAM(FEET)39.75 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.42 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = I PIPE-FLOW(CFS) = 64.62 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 15.46 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 ---------------------------------------------------------------------------- »> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY« «< " MAIN STREAM CONFLUENCE DATA "" FROM NODE 0.00 TO NODE 340.00 = 1580.00 FEET " MEMORY STREAM 2 CONFLUENCE Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (MIN.) (ACRES) NODE 1 56.01 NODE 9.48 39.61 4.023 0.47( 0.23) 0.47( 0.23) 0.50 14.6 0.00 2 63.86 39.64 14.20 3.065 3.158 0.47( 0.24) 0.50 0.50 21.6 0.00 3 64.39 2.838 14.73 3.089 0.47( 0.23) 0 00 0.50 22.3 0.00 4 64.57 15.08 16.6 3.045 0.47( 0.23) 38.70 0.50 22.8 0.00 5 64.59 16.7 15.26 LONGEST 3.025 0.47( 0.23) 0.00 TO NODE 0.50 22.9 0.00 6 64.62 FLOW PATE 15.46 " 3.000 0.47( 0.23) 0.50 23.2 0.00 7 64.61 Intensity 15.49 2.997 0.47( 0.23) NUMBER 0.50 23.2 0.00 8 64.46 (ACRES) 15.68 1 2.975 0.47( 0.23) 4.023 0.50 23.3 0.00 9 64.46 2 15.68 14.20 2.975 0.47( 0.23) 0.50 23.3 0.00 10 63.52 14.73 16.35 0.47( 0.23) 2.902 0.47( 0.23) 36.8 0.50 23.7 0.00 11 62.78 0.47( 0.23) 16.76 0.50 2.859 0.47( 0.23) 5 0.50 23.9 0.00 12 61.5e 0.50 17.39 0.00 2.796 0.47( 0.23) 15.46 0.50 24.1 0.00 13 60.30 0.00 17.97 104.25 2.742 0.47( 0.24) 0.47( 0.23) 0.50 24.1 0.00 Page 63 Date: 11/07/00 File name: FC100AB.RES LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 1580.00 FEET " MEMORY BANK, M 2 CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER, (CFS) (MIN.) (INCH/HP.) (INCH/HR) (ACRES) NODE 1 39.61 14.86 3.073 0.47( 0.23) 0.50 14.6 0 00 2 39.64 14.92 3.065 0 47( 0.23) 0.50 14.6 0 00 3 39.65 16.96 2.838 0.47( 0.23) 0.50 15.9 0 00 4 39.09 18.30 2.712 0.47( 0.23) 0.50 16.6 0.00 5 38.70 18.81 2.667 0.47( 0.24) 0.50 16.7 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 340.00 = 0.00 FEET. "" PEAK FLOW PATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HP.) (ACRES) NODE 1 89.76 9.48 4.023 0.47( 0.23) 0.50 23.9 0 00 2 102.86 14.20 3.158 0.47( 0.24) 0.50 35.5 0.00 3 103.88 14.73 3.089 0.47( 0.23) 0.50 36.8 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 6 104.26 15.46 3 000 0.47( 0.23) 0.50 38.1 0.00 7 104.25 15.49 2.997 0.47( 0.23) 0.50 38.2 0.00 8 104.10 15.68 2.975 0.47( 0.23) 0.50 38.4 0.00 9 104.10 15.68 2.975 0.47( 0.23) 0.50 38.4 0.00 10 103.16 16.35 2.902 0.47( 0.23) 0.50 39 2 0.00 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 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 16 102.04 16.96 2.838 0.47( 0.23) 0.50 39.9 0.00 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 TOTAL AREA(ACRES) = 40.85 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 104.26 Tc(MIN.) = 15.463 EFFECTIVE AREA(ACRES) = 38.12 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 40.85 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 = 12 ____________________________________________________________________________ » » CLEAR MEMORY BANK 8 2 ««< .............................. FLOW PROCESS FROM NODE .............................. 340.00 TO NODE 345.00 .......... IS CODE ...x.. = 31 --COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« » » USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) -- ELEVATION DATA: UPSTREAM(FEET) 39.70 DOWNSTREAM(FEET) 39.66 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.14 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 104.26 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 15.50 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 345.00 = 1595.00 FEET. Page 64 Date: 11/07/00 File name: FC100AB.P.ES FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 1 ________________________________________________________________ »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-­ TOTAL ONFLUENCE « TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE TIME OF CONCENTR.ATION(MIN.) = 15.50 RAINFALL INTENSITY(INCH/HR) = 3.00 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap - 0.50 EFFECTIVE STREAM AREA(ACRES) = 38.12 TOTAL STREAM AREA(ACRES) = 40.85 PEAK FLOW PATE(CFS) AT CONFLUENCE = 104.26 .......................................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 345.00 IS CODE = 21 A -'s --RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- File name: FC100AB.P.ES »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - Page 66 INITIAL INITIAL SUBAREA FLOW-LENGTH(FEET) 480.00 2.971 ELEVATION DATA: UPSTREAM(FEET) = 53.20 DOWNSTREAM(FEET) = 49.33 Tc = K"[(LENGTH"" 3.00)/(ELEVATION CHANGE)]"•0.20 0.00 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.055 2.971 " 100 YEAR RAINFALL INTENSITY (INCH/ HR) = 3.484 0.50 SUBAREA Tc AND LOSS RATE DATA(AMC II): 0.00 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 0 00 "5-7 DWELLINGS/ACRE" D 2.32 0.47 0.50 75 12.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 0.50 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 0.00 SUBAREA RUNOFF(CFS) = 6.78 2.793 TOTAL AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) = 6.78 0.50 ........................................................... I................ FLOW PROCESS FROM NODE 345.00 TO NODE 345.00 IS CODE = 1 0.00 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- - -AND -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES-­ TOTAL ALUES« <TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.05 RAINFALL INTENSITY(INCH/HR) = 3.48 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.32 TOTAL STREAM AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.78 '* CONFLUENCE DATA '* STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 89.76 9.52 4.014 0.47( 0.23) 0.50 23.9 0.00 1 102.86 14.24 3.153 0.47( 0.24) 0.50 35.5 0.00 1 103.88 14.76 3.085 0.47( 0.23) 0.50 36.8 0.00 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 1 104.25 15.52 2.993 0.47( 0.23) 0.50 38.2 0.00 Page 65 Date: 11/07/00 File name: FC100AB.P.ES Page 66 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 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 1 101.06 17.42 2.793 0.47( 0.23) 0.50 40.2 0.00 1 99.53 18.00 2.739 0.47( 0.24) 0.50 40.5 0 00 1 104 07 14-89 3.069 0.47( 0.23) 0.50 37.1 0.00 1 104 13 14.96 3.061 0.47( 0.23) 0.50 37.2 0.00 1 102.04 17 00 2.835 0.47( 0.23) 0.50 39.9 0.00 1 98.67 18.34 2.709 0.47( 0.24) 0.50 40.7 0.00 1 97.21 18.85 2.664 0.47( 0.24) 0.50 40.8 0.00 2 6.78 12.05 3.484 0.47( 0.23) 0.50 2.3 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. '" PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 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 3 109.83 14.76 3.085 0.47( 0.23) 0.50 39.1 0.00 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 6 110.07 15.12 3.041 0.47( 0.23) 0.50 39.8 0.00 7 110.05 15.29 3.020 0.47( 0.23) 0.50 40.1 0.00 8 110.03 15.50 2.996 0.47( 0.23) 0.50 40.4 0.00 9 110.01 15.52 2.993 0.47( 0.23) 0.50 40.5 0.00 10 109 81 15.71 2.971 0.47( 0.23) 0.50 40.8 0.00 11 109.81 15.71 2.971 0.47( 0.23) 0.50 40.8 0.00 12 108 72 16 38 2.898 0.47( 0.23) 0.50 41.5 0.00 13 107.90 16.80 2.855 0.47( 0.23) 0.50 42.0 0.00 14 107.47 17.00 2.835 0.47( 0.23) 0.50 42.2 0.00 15 106.40 17.42 2.793 0.47( 0.23) 0.50 42.5 0 00 16 104.76 18.00 2.739 0.47( 0.24) 0.50 42.9 0.00 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 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 110.07 Tc(MIN.) = 15.12 EFFECTIVE AREA(ACRES) = 39.79 AP.EA-AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 43.17 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 345.00 = 1595.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 345.00 TO NODE 350.00 IS CODE = 31 ____________________________________________________________________________ »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- -- ­USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« ELEVATION DATA: UPSTREAM(FEET) 39.64 DOWNSTREAM(FEET) 39.58 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.57 ESTIMATED PIPE DIAMETER(INCH) - 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 110.07 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 15.16 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 350.00 = 1615.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 Date: 11/07/00 File name: FC100AB.RES Page 67 --DESIGNATE INDEPENDENT STREAM FOP. CONFLUENCE« TOTAL NUMBER, OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) - 15.16 RAINFALL INTENSITY(INCH/HR) = 3.04 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 39.79 TOTAL STREAM AREA(ACRES) = 43.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 110.07 ........................•......................... I ........... .............. FLOW PROCESS FROM NODE 0.00 TO NODE 350.00 IS CODE = 21 A - /6, Z ---------------------------------------------------------------------------- -----RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 470.00 ELEVATION DATA: UPSTREAM(FEET) = 53.30 DOWNSTREAM(FEET) = 49.34 Tc = K•[(LENGTH" 3.00)/(ELEVATION CHANGE)]' -0.20 .. SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.849 Page 68 ` 100 YEAR RAINFALL INTENSITY ( INCH/HR) = 3.520 2.966 SUBAREA Tc AND LOSS RATE DATA(AMC II): 0.50 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 0.50 "5-7 DWELLINGS/ACR.E" D 1 60 0.47 0.50 75 11.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 NUMBER SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 (MIN.) SUBAREA RUNOFF(CFS) = 4.73 (INCH/HR) TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4 73 .......................................................................... FLOW PROCESS FROM NODE 350.00 TO NODE 350.00 IS CODE = 1 -----DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- - - -AND < - -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « c ________________________________________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.85 RAINFALL INTENSITY(INCH/HR) = 3.52 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.73 " CONFLUENCE DATA .. Page 68 1 109.81 15 76 2.966 0.47( 0.23) 0.50 STREAM Q Tc Intensity Fp(Fm) 0.50 Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 107 90 16.84 (ACRES) NODE 1 95.99 9.57 1 107.47 17.04 4.002 0.47( 0.23) 0.50 0.50 25.8 0.00 1 108.95 14.28 42.5 3.147 0.47( 0.24) 2.734 0.50 37 9 0.00 1 109.83 14.81 0.47( 0 24) 3.079 0.47( 0.23) 0.00 0.50 39.1 0.00 1 109.99 14.94 1 103.58 12.10 3.063 0.47( 0.23) 0.50 0.50 39.4 0.00 1 110.03 15.00 1.6 3.055 0.47( 0.23) TIME OF CONCENTRATION 0.50 39.5 0.00 1 110.07 15.16 3.036 0.47( 0.23) " 0.50 39.8 0.00 1 110.05 15.34 Fp(Fm) 3.015 0.47( 0.23) NUMBER (CFS) (MIN.) 0.50 40.1 0.00 1 110.03 15.54 0 47( 0.23) 2.991 0.47( 0.23) 0.00 0.50 40.4 0.00 1 110.01 15.57 3 113.14 14.28 2.988 0.47( 0.23) 0.50 0.50 40.5 0 00 Date: 11/07/00 File name: FC100AB.RES Page 68 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( 0.23) 0.50 40.8 0.00 1 108.72 16.43 2.894 0.47( 0.23) 0 50 41.5 0.00 1 107 90 16.84 2.851 0 47( 0.231 0.50 42 0 0.00 1 107.47 17.04 2.830 0.47( 0.23) 0.50 42.2 0.00 1 106.40 17 47 2.789 0.47( 0.23) 0.50 42.5 0.00 1 104.76 18.05 2.734 0.47( 0 24) 0.50 42.9 0.00 1 103.84 18.38 2.705 0.47( 0 24) 0.50 43.0 0.00 1 102.29 18.89 2.661 0.47( 0.24) 0.50 43.2 0.00 1 103.58 12.10 3.476 0 47( 0.23) 0.50 32.5 0.00 2 4.73 11.85 3.520 0.47( 0.24) 0.50 1.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS .. PEAK FLOW PATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 2 108 25 12.10 3.476 0.47( 0.24) 0.50 34.1 0.00 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 5 114.06 14.94 3.063 0.47( 0.24) 0.50 41.0 0.00 6 114.09 15.00 3.055 0.47( 0.24) 0.50 41.1 0.00 7 114.10 15.16 3.036 0 47( 0 23) 0.50 41.4 0.00 8 114.05 15.34 3.015 0.47( 0.24) 0.50 41 7 0.00 9 113.99 15.54 2.991 0.47( 0 24) 0.50 42.0 0.00 10 113.97 15.57 2.988 0.47( 0.24) 0.50 42.1 0.00 11 113.75 15.76 2.966 0.47( 0.23) 0.50 42.4 0.00 12 113.75 15.76 2 966 0.47( 0.231 0.50 42.4 0.00 13 112.55 16.43 2.894 0.47( 0.24) 0.50 43.1 0.00 14 111.67 16 84 2.851 0.47( 0.24) 0.50 43.6 0.00 15 111.21 17.04 2.830 0.47( 0.24) 0.50 43.8 0.00 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 19 105 78 18.89 2.661 0.47( 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 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 114.10 Tc(MIN.) = 15.16 EFFECTIVE AREA(ACRES) = 41.39 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 44.77 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 350.00 = 1615.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 350.00 TO NODE 360.00 IS CODE = 31 ---------------------------------------------------------------------------- »»-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« < -----USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE _________________________ ------------ LOW)<a FLOW)­­ ELEVATION DATA: UPSTREAM(FEET) = ELEVATION =_=====__===_ 39.57 DOWNSTREAM(FEET) = 37.45 FLOW LENGTH(FEET) = 605.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.14 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES - 1 PIPE-FLOW(CFS) = 114.10 PIPE TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 16.40 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 360.00 = 2220.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 Date: 11/07/00 File name: FCIOOAB.P.ES »»-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-­ TOTAL ONFLUENCE«« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCE1,1T ATION(MIN. ) = 16.40 RAINFALL INTENSITY(INCH/HR) = 2.90 AREA -AVERAGED F.(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 41.39 TOTAL STREAM AREA(ACRES) = 44.77 PEAK FLOW PATE(CFS) AT CONFLUENCE = 114 10 .«...«..«««................................................................. FLOW PROCESS FROM NODE 0.00 TO NODE 360.00 IS CODE = 21 A-17 ---------------------------------------------------------------------------- - -RATIONAL METHOD INITIAL SUBAREA ANALYSIS-« Page 70 >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 2.854 INITIAL SUBAREA FLOW-LENGTH(FEET) = 680.00 0 50 ELEVATION DATA: UPSTREAM(FEET) = 50.77 DOWNSTREAM(FEET) = 48 42 Tc = K'[(LENGTH'• 3.00)/ (ELEVATION CHANGE)I-0.20 Intensity SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.415 Ap • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.895 HEADWATER SUBAREA Tc AND LOSS RATE DATA (AMC II): (CFS) DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL NODE "5-7 DWELLINGS/ACRE" D 1.47 0,47 0 50 75 16.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 0.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 0.47( SUBAREA RUNOFF(CFS) = 3.52 0.50 TOTAL AREA(ACRES) = 1.47 PEAK FLOW PATE(CFS) = 3.52 0.00 .................«........,..............,................................., FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 108.25 »»-DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE­­ ­-AND ONFLUENCE«<» -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTPATION(MIN.) = 16.42 RAINFALL INTENSITY(INCH/HR) = 2.89 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1 47 TOTAL STREAM AREA(ACRES) = 1.47 PEAK FLOW PATE(CFS) AT CONFLUENCE = 3.52 - CONFLUENCE DATA '« Page 70 1 113 97 16.81 2.854 0.47( 0.24) 0 50 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 0.00 (ACRES) NODE 1 100.37 10.85 0.00 3.711 0.47( 0.23) 0.50 27.0 0.00 1 108.25 13.37 0.50 3.273 0.47( 0.24) 0.50 34.1 0.00 1 113.14 15.52 2 625 2.994 0.47( 0.24) 0.50 39.5 0.00 1 113.93 16.05 0.00 2.934 0.47( 0.24) 0.50 40.7 0.00 1 114.06 16.18 0.50 2.920 0.47( 0.24) 0.50 41.0 0.00 1 114.09 16.24 TIME OF CONCENTRATION 2.913 0.47( 0.24) 0.50 41.1 0.00 1 114.10 16.40 " PEAK FLOW PATE TABLE 2.896 0.47( 0.23) 0.50 41.4 0.00 1 114.05 16.57 Ae HEADWATER 2.878 0.47( 0.24) 0.50 41.7 0.00 1 113.99 16.78 0.00 2.857 0.47( 0.24) 0.50 42.0 0.00 Page 69 Date: 11/07/00 File name: FC100AB.RES Page 70 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 1 113.75 17.OD 2.835 0 47( 0.23) 0.50 42 4 0.00 1 112.55 17.67 2.770 0 47( 0.24) 0 50 43.1 0.00 1 111.67 ISAR 2.731 0.47( 0.24) 0.50 43.6 0 00 1 111.21 18.29 2.713 0.47( 0.24) 0.50 43.8 0.00 1 110.07 18.74 2.673 0.47( 0.24) 0.50 44.1 0.00 1 IOR.36 19.32 2 625 0.47( 0.24) 0 50 44.5 0.00 1 107.39 19.65 2.598 0.47( 0.24) 0.50 44 6 0.00 1 105.78 20.17 2.558 0.47( 0.24) 0.50 44.8 0.00 1 107.56 13.12 3.311 0.47( 0.23) 0.50 33.4 0.00 2 3.52 16.42 2.895 0.47( 0.23) 0.50 1.5 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION PATIO CONFLUENCE FOP14ULA USED FOR 2 STREAMS. " PEAK FLOW PATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 103.41 10.85 3.711 0.47( 0.23) 0.50 28.0 0.00 2 110.81 13.12 3.311 0.471 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 4 116.59 15.52 2.994 0.471 0.24) 0.50 40.9 0.00 5 117.42 16 05 2.934 0.47( 0.24) 0.50 42.1 0.00 6 117.56 16 18 2.920 0.47( 0.23) 0.50 42.4 0.00 7 117.59 16.24 2.913 0.47( 0.24) 0.50 42.6 0.00 8 117.62 16.40 2.896 0.47( 0.23) 0.50 42.9 0.00 9 117.55 16 57 2.878 0.47( 0.24) 0.50 43.1 0.00 10 117.46 16.78 2.857 0.47( 0.24) 0.50 43.5 0.00 11 117.44 16.81 2.854 0.47( 0.24) 0.50 43.5 0.00 12 117.19 17.00 2.835 0.47( 0.23) 0.50 43.8 0.00 13 117.19 17 00 2.835 0.47( 0.23) 0.50 43.8 0.00 14 115.90 17,67 2.770 0.47( 0.241 0.50 44.6 0.00 15 114 97 18.08 2.731 0.47( 0.24) 0.50 45.0 0.00 16 114.49 18.29 2.713 0.47( 0.24) 0.50 45.2 0.00 17 113 30 18.74 2.673 0.47( 0.241 0.50 45.6 0.00 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 20 108.85 20.17 2.558 0.47( 0.24) 0.50 46.2 0.00 21 117.62 16.42 2.895 0.47( 0.23) 0.50 42.9 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 117.62 Tc(MIN.) = 16.40 EFFECTIVE AREA(ACRES) = 42.85 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA-AVEPAGED Ap = 0.50 TOTAL AREA(ACRES) = 46.24 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 360.00 = 2220.00 FEET. «..........................«..................................+............. FLOW PROCESS FROM NODE 360.00 TO NODE 390.00 IS CODE = 31 ____________________________________________________________________________ »»-COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »»>USING COMPUTER -ESTIMATED ------------ PIPESIZE (NON -PRESSURE FLOW)-- LOW)-«ELEVATION ELEVATIONDATA. UPSTREAM(FEET) = 37.47 DOWNSTREAM(FEET) = 36.19 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.25 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 117.62 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 16.46 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 390.00 = 2280.00 FEET. Date: 11/07/00 File name: FC100AB.P.ES Page 71 FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 ________________________________________________________________ » -DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE -1 - TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTPATION(MIN.) = 16.46 RAINFALL INTENSITY(INCH/HP.) = 2.89 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 42.85 TOTAL STREAM AREA(ACRES) = 46.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 117.62 **.«..«..*.*..«.«...«.....*..*«........*««.«.............................. FLOW PROCESS FROM NODE 0.00 TO NODE 380.00 IS CODE = 21 4-14? --RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« - >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 48.10 INITIAL SUBAREA FLOW-LENGTH(FEET) _ 630.00 ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 49.86 Tc = K*[(LENGTH** 3.00)/ (ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.001 . 100 YEAR RAINFALL INTENSITYIINCH/HR) = 3.185 Tc SUBAREA Tc AND LOSS RATE DATA(AMC II): (MIN.) DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" D 3.03 0.47 0.50 75 14.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp11NCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 8.04 TOTAL AREA(ACRES) = 3.03 PEAK FLOW PATE(CFS) = 8.04 ................... • ,**• **FLOW *PROCESS FROMNODE380........................................ `• •••***• +**' 00TONODE390.00ISCODE=61A-2-L;, ---------------------------------------------------------------------------- » -COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««- » »>(STANDARD CURB SECTION USED) « < UPSTREAM ELEVATION(FEET) = 49.80 DOWNSTREAM ELEVATION(FEET) = 47.78 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.80 STP.EETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 23.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.39 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 16.57 . 100 YEAR. RAINFALL INTENSITY (INCH/MR) = 2.879 Date: 11/07/00 File name: FC100AB.RES Page 72 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/ACP.E" D 3.16 0.47 0.50 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREAIACRES) = 3.16 SUBAREA RUNOFF(CFS) = 7.52 EFFECTIVE AREA(ACRES) = 6.19 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL APEA(ACRES) = 6.19 PEAK FLOW RATE(CFS) = 14.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 25.31 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 390.0 FT WITH ELEVATION -DROP = 2.0 FT, IS 9.2 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 390.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 390.00 = 1020.00 FEET. ... ...*****...**...****«*.*....... .«....................«*.**.«. FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 ---------------------------------------------------------------- » >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.57 RAINFALL INTENSITY(INCH/HR) = 2.88 APEA-AVERAGED Fm(INCH/HP.) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREAIACRES) = 6.19 TOTAL STREAM AREAIACRES) = 6.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.73 ........**....*...*.«.*.............*..................................... FLOW PROCESS FROM NODE 0.00 TO NODE 390.00 IS CODE = 21 A _/e __________________________________________________________________________ » -RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- ­USE NALYSIS- -»USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 ELEVATION DATA: UPSTREAM(FEET) = 50.36 DOWNSTREAM(FEET) = 48.10 Tc = K*[(LENGTH** 3.00)/(ELEVATI0N CHANGE)1**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.566 . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.110 SUBAREA Tc AND LOSS PATE 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" D 0.84 0.47 0.50 75 14.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 2.17 TOTAL AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) = 2.17 ............... w.«««.w................................. ..................... 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Sycamore Hills Storm Drain Basis of Design Technical Appendix A 100 -year Developed Condition Hydrology Hydrology to Node 530 (Empire Center Blvd) Date: 11/09/00 File name: FC100C.RES Page 1 1 1 Date: 11/09/00 File name: FC100C.RES Page 2 ............................................................................ 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 ••"............•"'••••.. DESCRIPTION OF STUDY ""'•"•'•••*""•"••••• ' Sycamore Hills - Forecast Homes JN 15-100187 • 100 -year Rational Method Hydrology at Node 530 • October 2000/hjb .......................................................................... FILE NAME: FC\FC100C.DAT TIME/DATE OF STUDY: 10:27 11/08/2000 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --•TIME-OF-CONCENTRATION MODEL' -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 'USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.330 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3300 SLOPE OF INTENSITY DURATION CURVE = 0.6000 'ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD' .......................................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 400.00 IS CODE = 21 d / »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« e - 2-2. »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) _ 590.00 ELEVATION DATA: UPSTREAM(FEET) = 52.30 DOWNSTREAM(FEET) = 48.09 Tc = K'[(LENGTH" 3.00)/(ELEVATION CHANGE)) "0.20 48.09 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.415 - 100 YEAR RAINFALL INTENSITY (INCH /HR) = 3.267 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 (MIN.) '5-7 DWELLINGS/ACRE' D 2.14 0.47 0.50 75 13.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 13.14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.84 TOTAL AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) = 5.84 ............................................................................. FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 1 ---------------- ______________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.42 RAINFALL INTENSITY(INCH/HR) = 3.27 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.14 TOTAL STREAM AREA(ACRES) = 2.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.84 ......................................0.................................... FLOW PROCESS FROM NODE 0.00 TO NODE 400.00 IS CODE = 21 e - 2-2. ----------- ----------------------------------------------�-'+----- » >,RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ---------------------- ______--- __------ _____________________________________ ___________________________________________________ INITIAL SUBAREA FLOW-LENGTH(FEET) = 570.00 ELEVATION DATA: UPSTREAM(FEET) = 52.30 DOWNSTREAM(FEET) = 48.09 Tc = K•[(LENGTH•' 3.00)/(ELEVATION CHANGE)] "0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.141 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.308 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' D 2.01 0.47 0.50 75 13.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) = 5.56 ...............................................u........................... FLOW PROCESS FROM NODE 400.00 TO NODE 400.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« »» AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -11< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.14 RAINFALL INTENSITY(INCH/HR) = 3.31 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.01 TOTAL STREAM AREA(ACRES) = 2.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.56 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.84 13.42 3.267 0.47( 0.23) 0.50 2.1 0.00 2 5.56 13.14 3.308 0.47( 0.23) 0.50 2.0 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. '• PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER Date: 11/09/00 File name: FC100C.RES Page 3 1 I Date: 11/09/00 File name: FC100C.RES Page 4 NUMBER (CFS) (! ) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.33 13.42 3.267 0.47( 0.23) 0.50 4.2 0.00 2 11.36 13.14 3.308 0.47( 0.23) 0.50 4.1 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.36 Tc(MIN.) = 13.14 EFFECTIVE AREA(ACRES) = 4.11 AREA -AVERAGED F.(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.15 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 400.00 = 590.00 FEET. ........u.u..........s".."..................."......a..... FLOW PROCESS FROM NODE 600.00 TO NODE 610.00 IS CODE = 31 > »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« » -USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ___________________________________________ ELEVATION DATA: UPSTREAM(FEET) 61.21 DOWNSTREAM(FEET) 38.04 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.60 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.36 PIPE TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 13.26 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 670.00 FEET. ................................................................ FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.26 RAINFALL INTENSITY(INCH/HR) = 3.29 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.11 TOTAL STREAM AREA(ACRES) = 6.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.36 .............................................•..... u....................... FLOW PROCESS FROM NODE 0.00 TO NODE 410.00 IS CODE --------------r&-^4dGE V!o »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE -- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 16.80 RAINFALL INTENSITY(INCH/HR) = 2.85 EFFECTIVE AREA(ACRES) = 49.88 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 AREA -AVERAGED Ap = 0.50 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ............................. ..... ......... •.......... .....aaa........... .. FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«< < »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.80 RAINFALL INTENSITY(INCH/HR) = 2.85 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 49.88 TOTAL STREAM AREA(ACRES) = 53.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 134.32 .. CONFLUENCE DATA - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 1 11.36 13.26 3.291 0.47( 0.23) 0.50 4.1 0.00 2 134.32 16.80 2.855 0.47( 0.23) 0.50 49.9 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 134.98 13.26 3.291 0.47( 0.24) 0.50 43.5 0.00 2 135.85 13.53 3.251 0.47( 0.23) 0.50 44.3 0.00 3 144.16 16.80 2.855 0.47( 0.23) 0.50 54.0 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 144.16 TC(MIN.) = 16.80 EFFECTIVE AREA(ACRES) = 54.03 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 57.42 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 410.00 = 670.00 FEET. ................................................................ FLOW PROCESS FROM NODE 410.00 TO NODE 415.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA- ­ »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ___________________________________________ ELEVATION DATA: UPSTREAM(FEET) 35.52 DOWNSTREAM(FEET) 34.33 FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.6 INCHES L PIPE -FLOW VELOCITY(FEET/SEC.) = 9.00 1-6 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 144.16 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 17.36 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 415.00 = 970.00 FEET. .................................................... FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 1 ________________________________________________________________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.36 RAINFALL INTENSITY(INCH/HR) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 54.03 TOTAL STREAM AREA(ACRES) = 57.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 144.16 Date: 11/09/00 File name: FC100C.RES .......................................................................... FLOW PROCESS FROM NODE 0.00 TO NODE 615.00 IS CODE = 21 A. Z3 --RATIONAL METHOD INITIAL SUBAREA ANALYSIS -- -USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPS- 4M(FEET) = 48.52 DOWNSTREAM(FEET) = 47.48 Tc = K'((LENGTH" 3.00)/(ELEVATION CHANGE)) "0.20 Ap Ae SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.481 NUMBER (CFS) (MIN.) • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.302 (INCH/HR) SUBAREA Tc AND LOSS RATE DATA(AMC II): NODE DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL D 0.56 0.47 0.10 75 8.48 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 1 135.85 14.09 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 0.47( 0.23) SUBAREA RUNOFF(CFS) = 2.14 0.00 TOTAL AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) = 2.14 1 1d4.16 17.36 ............................................................................ FLOW PROCESS FROM NODE 415.00 TO NODE 415.00 IS CODE = 1 0.47( 0.23) --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« --»»>AND-COMPUTE-VARIOUS-CONFLUENCED-STREAM VALUES-<______________________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.48 RAINFALL INTENSITY(INCH/HR) = 4.30 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.56 TOTAL STREAM AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.14 " CONFLUENCE DATA •` DOWNSTREAM NODE ELEVATION(FEET) = 51.52 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE SUBAREA LOSS RATE DATA(AMCII): 1 134.98 13.83 3.208 0.47( 0.24) 0.50 43.5 0.00 0.10 75 1 135.85 14.09 3.172 0.47( 0.23) 0.50 44.3 0.00 1 1d4.16 17.36 2.799 0.47( 0.23) 0.50 54.0 0.00 21.22 2 2.14 8.48 4.302 0.47( 0.05) 0.10 0.6 0.00 TOTAL AREA(ACRES) = 79.02 PEAK FLOW RATE(CFS) 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 1 136.58 13.83 3.208 0.47( 0.23) 0.49 44.0 0.00 2 137.43 14.09 3.172 0.47( 0.23) 0.50 44.9 0.00 3 145.55 17.36 2.799 0.47( 0.23) 0.50 54.6 0.00 4 115.38 8.48 4.302 0.47( 0.23) 0.49 27.2 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 145.55 Tc(MIN.) = 17.36 EFFECTIVE AREA(ACRES) = 54.59 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 57.98 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 415.00 = 970.00 FEET. Date: 11/09/00 File name: FC100C.RES Page 6 ................................................................ FLOW PROCESS FROM NODE 415.00 TO NODE 420.00 IS CODE = 56 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW-« » -TRAVELTIME THRU SUBAREA -<< ELEVATION DATA: UPSTREAM(FEET) = 34.33 DOWNSTREAM(FEET) _ 33.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0024 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 1.0 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 ESTIMATED CHANNEL HEIGHT(FEET) = 3.96 CHANNEL FLOW THRU SUBAREA(CFS) = 145.55 FLOW VELOCITY(FEET/SEC) = 3.53 FLOW DEPTH(FEET) = 2.96 TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 18.77 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 1270.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 10 ____________________________________________________________________________ »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK $ 1 ­<< ____________________________________________________________________________ FLOW` PROCESS• FROM• NODE`••` 0.00• TOf NODE•`•• 450.00* IS• CODE e=•••7 D�97Af rRoAl /9 -----------------------------------------------------Ne-Rrrr of --USER SPECIFIED HYDROLOGY INFORMATION AT NODE-- =======---- - -- =======-====---===================----------=--- q^tZA /aivrq A USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 18.28 RAINFALL INTENSITY(INCH/HR) = 2.71 EFFECTIVE AREA(ACRES) = 64.39 TOTAL AREA(ACRES) = 70.70 PEAK FLOW RATE(CFS) = 147.26 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.83 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ......................................................................... FLOW PROCESS FROM NODE 450.00 TO NODE 460.00 IS CODE = 9 4 - / _________________________________________________________________________ --COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA-«< UPSTREAM NODE ELEVATION(FEET) = 57.88 DOWNSTREAM NODE ELEVATION(FEET) = 51.52 CHANNEL LENGTH THRU SUBAREA(FEET) = 1300.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 MAXIMUM DEPTH(FEET) = 5.00 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.481 SUBAREA LOSS RATE DATA(AMCII): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 8.32 0.47 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 156.36 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.37 AVERAGE FLOW DEPTH(FEET) = 1.67 FLOOD WIDTH(FEET) = 21.12 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.94 Tc(MIN.) = 21.22 SUBAREA AREA(ACRES) = 8.32 SUBAREA RUNOFF(CFS) = 18.23 EFFECTIVE AREA(ACRES) = 72.71 AREA -AVERAGED Fm(INCH/HR) = 0.34 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 79.02 PEAK FLOW RATE(CFS) = 147.26 Date: 11/09/00 File name: FC100C.RES Page 7 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 1.63 FLOOD WIDTH(FEET) = 20.67 FLOW VELOCITY(FEET/SEC.) = 7.26 DEPTH"VELOCITY(FT"FT/SEC) = 11.81 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 460.00 = 2570.00 FEET. •«....«...««....«««««........«......u.............."««"...................« FLOW PROCESS FROM NODE 460.00 TO NODE 500.00 IS CODE = 9 A ____________________________________________________________________________ »» COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA-« __ UPSTREAM NODE ELEVATION(FEET) 51.52 DOWNSTREAM NODE ELEVATION(FEET) = 36.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1380.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.800 PAVEMENT LIP(FEET) 0.400 MANNING'S N = .0150 PAVEMENT CROSSFALL(LCCIMAL NOTATION) = 0.20000 MAXIMUM DEPTH(FEET) = 5.00 *100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.346 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 12.24 0.47 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 159.92 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/SEC. ) = 11.03 AVERAGE FLOW DEPTH(FEET) = 2.23 FLOOD WIDTH(FEET) = 15.33 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 2.08 Tc(MIN.) = 23.31 SUBAREA AREA(ACRES) = 12.24 SUBAREA RUNOFF(CFS) = 25.32 EFFECTIVE AREA(ACRES) = 84.95 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 91.26 PEAK FLOW RATE(CFS) = 156.82 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 2.22 FLOOD WIDTH(FEET) = 15.18 FLOW VELOCITY(FEET/SEC.) = 10.99 DEPTH"VELOCITY(FT"FT/SEC) = 24.38 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 3950.00 FEET. FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 -------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE--< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.31 RAINFALL INTENSITY(INCH/HR) = 2.35 AREA -AVERAGED Fm(INCH/HR) = 0.29 AREA -AVERAGED Fp(INCH/RR) = 0.45 AREA -AVERAGED Ap = 0.65 EFFECTIVE STREAM AREA(ACRES) = 84.95 TOTAL STREAM AREA(ACRES) = 91.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 156.82 .....«..««....«.«................................u......... a .............. FLOW PROCESS FROM NODE 0.00 TO NODE 182.00 IS CODE = 7 ____________________________________________________________________________ »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 17.97 RAINFALL INTENSITY(INCH/HR) = 2.74 EFFECTIVE AREA(ACRES) = 70.11 Date: 11/09/00 File name: FC100C.RES TOTAL AREA(ACRES) = 70.26 PEAK FLOW RATE(CFS) = 159 01 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.47 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 182.00 TO NODE 500.00 IS CODE = 56 --COMPUTE TRAPEZOIDAL CHANNEL FLOW< «< »> >TRAVELTIME THRU SUBAREA-- _ ELEVATION DATA: UPSTREAM(FEET) = 36.84 DOWNSTREAM(FEET) = 36.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0023 GIVEN CHANNEL BASE(FEET) = 5.00 CHANNEL FREEBOARD(FEET) = 1.0 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 ESTIMATED CHANNEL HEIGHT(FEET) = 4.14 CHANNEL FLOW THRU SUBAREA(CFS) = 159.01 FLOW VELOCITY(FEET/SEC) = 3.51 FLOW DEPTH(FEET) = 3.14 TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 18.68 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 410.00 FEET. ................................................................ FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-- -> -AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.68 RAINFALL INTENSITY(INCH/HR) = 2.68 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 70.11 TOTAL STREAM AREA(ACRES) = 70.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 159.01 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 2 159.01 18.68 2.679 0.47( 0.22) 0.47 70.1 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 294.30 23.31 2.346 0.46( 0.26) 0.57 155.1 0.00 2 305.12 18.68 2.679 0.46( 0.26) 0.56 138.2 0.00 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 AREA -AVERAGED Fp(INCH/RR) = 0.46 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 161.54 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 3950.00 FEET. ..........................................««................................ FLOW PROCESS FROM NODE 500.00 TO NODE 420.00 IS CODE = 9 D -3 ____________________________________________________________________________ Date: 11/09/00 File name: FC100C.RES >>-COMPUTE 'V' GUTTER FLOW TRAVEL TIME THRU SUBAREA< «< UPSTREAM NODE ELEVATION(FEET) = 36.50 DOWNSTREAM NODE ELEVATION(FEET) = 33.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 720.00 'V' GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.800 PAVEMENT LIP(FEET) = 0.400 MANNING'S N'= .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.20000 MAXIMUM DEPTH(FEET) = 5.00 *100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.563 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 12.23 0.67 0.10 75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 318.96 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY (FEET/ SEC. ) = 8.62 AVERAGE FLOW DEPTH(FEET) = 3.35 FLOOD WIDTH(FEET) = 26.51 'V' GUTTER FLOW TRAVEL TIME(MIN.) = 1.d3 TC(MIN.) = 20.11 SUBAREA AREA(ACRES) = 12.23 SUBAREA RUNOFF(CFS) = 27.69 EFFECTIVE AREA(ACRES) = 150.63 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 173.77 PEAK FLOW RATE(CFS) = 314.49 END OF SUBAREA 'V' ITTER HYDRAULICS: DEPTH(FEET) = 3.36 FLOOD WIDTH(FEET) = 26.37 FLOW VELOCITY(FEET/SEC.) = 8.38 DEPTH•VELOCITY(FT•FT/SEC) = 27.98 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. .....aa.a.."........a..........a............... a....aa.a....... FLOW PROCESS FROM NODE 620.00 TO NODE 420.00 IS CODE = 1 ---------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.11 RAINFALL INTENSITY(INCH/HR) = 2.56 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 150.43 TOTAL STREAM AREA(ACRES) = 173.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 314.49 ...........".............................................................a. FLOW PROCESS FROM NODE 0.00 TO NODE 420.00 IS CODE = 21 D - y ____________________________________________________________________________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 51.419 DOWNSTREAM(FEET) = 40.49 Tc = K'[(LENGTH'a 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.876 a 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.515 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 D 6.58 0.47 0.10 75 11.87 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.47 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 Page 9 Date: 11/09/00 File name: FC100C.RES SUBAREA RUNOFF(CFS) = 20.54 TOTAL AREA(ACRES) = 6.58 PEAK FLOW RATE(CFS) = 20.54 ....a...a....................................................... FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 1 --DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.87 RAINFALL INTENSITY(INCH/HR) = 3.52 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.47 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 6.58 TOTAL STREAM AREA(ACRES) = 6.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.56 .. CONFLUENCE DATA 'a STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 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) 0.52 150.4 0.00 2 20.54 11.87 3.515 0.47( 0.05) 0.10 6.6 0.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. " PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(FM) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 329.39 20.11 2.563 0.66( 0.23) 0.51 157.0 0.00 2 316.85 24.74 2.263 0.46( 0.26) 0.52 173.9 0.00 3 282.42 11.87 3.515 0.46( 0.23) 0.49 95.4 0.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 329.39 Tc(MIN.) = 20.11 EFFECTIVE AREA(ACRES) = 157.01 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 180.35 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. ..................................................... "..... FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 11 ____________________________________________________________________________ »» CONFLUENCE MEMORY BANK R 1 WITH THE MAIN -STREAM MEMORY -<< as MAIN STREAM CONFLUENCE DATA as STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 282.42 11.87 3.515 0.46( 0.23) 0.49 95.4 0.00 2 329.39 20.11 2.563 0.46( 0.23) 0.51 157.0 0.00 3 316.85 24.74 2.263 0.46( 0.24) 0.52 173.9 0.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. '* MEMORY BANK N 1 CONFLUENCE DATA a' STREAM Q Tc Intensity Fp(Fm) Ap As HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 115.38 9.98 3.901 0.47( 0.23) 0.49 27.2 0.00 2 136.58 15.27 3.023 0.47( 0.23) 0.49 44.0 0.00 3 137.43 15.53 2.993 0.67( 0.23) 0.50 44.9 0.00 Page 10 Date: 11/09/00 File name: FC100C.RES Page 11 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. - PEAK FLOW RATE TABLE - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 405.38 11.87 3.515 0.46( 0.23) 0.49 128.6 0.00 2 468.49 20.11 2.563 0.46( 0.23) 0.50 211.6 0.00 3 438.04 24.74 2.263 0.46( 0.24) 0.51 228.5 0.00 4 380.67 9.98 3.901 0.46( 0.23) 0.49 107.4 0.00 5 438.35 15.27 3.023 0.46( 0.23) 0.50 164.8 0.00 6 440.68 15.53 2.993 0.46( 0.23) 0.50 167.6 0.00 7 467.31 18.77 2.671 0.46( 0.23) 0.50 201.6 0.00 TOTAL AREA(ACRES) = 238.33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 468.49 Tc(MIN.) = 20.107 SUBAREA AREA(ACRES) = 9.44 SUBAREA RUNOFF(CFS) = EFFECTIVE AREA(ACRES) = 211.60 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 238.33 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 420.00 = 4670.00 FEET. ........................................................................... FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 12 ____________________________________________________________________________ »»>CLEAR MEMORY BANK N 1 «« ...a........................................................................ FLOW PROCESS FROM NODE 420.00 TO NODE 530.00 IS CODE = 51 ____________________________________________________________________________ »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< _________________________________________ ELEVATION DATA: UPSTREAM(FEET) 33.60 DOWNSTREAM(FEET) _ 32.60 CHANNEL LENGTH THRU SURAREA(FEET) = 500.00 CHANNEL SLOPE = 0.0020 CHANNEL BASE(FEET) = 15.00 'Z' FACTOR = 5.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 468.49 - PEAK FLOW RATE TABLE FLOW VELOCITY(FEET/SEC) = 3.88 FLOW DEPTH(FEET) = 3.64 TRAVEL TIME(MIN.) = 2.15 Tc(MIN.) = 22.25 HEADWATER 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 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< < 0.00 MAINLINE Tc(MIN) = 22.25 2 405.38 14.11 3.170 0.46( 0.20) 0.44 151.0 ` 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.412 SUBAREA LOSS RATE DATA(AMC II): 0.00 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 6 468.49 22.25 2.412 0.46( 0.21) 0.46 234.0 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 12.95 SUBAREA RUNOFF(CFS) = 27.56 0.00 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: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 1*bA" USOD ............................... ......... ........a....... ..aaa... FLOW PROCESS FROM NODE 0.00 TO NODE 530.00 IS CODE = u .a........ 81 A - 6 Date: 11/09/00 File name: FC100C.RES Page 12 ---------------------------------------------------------------------------- »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< «< MAINLINE Tc(MIN) = 22.25 a 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.412 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL D 9.44 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) = 9.44 SUBAREA RUNOFF(CFS) = 20.09 EFFECTIVE AREA(ACRES) = 233.99 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 260.72 PEAK FLOW RATE(CFS) = 468.49 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 260.72 TC(MIN.) = 22.25 EFFECTIVE AREA(ACRES) = 233.99 AREA -AVERAGED Fm(INCH/HR)= 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.46 PEAK FLOW RATE(CFS) = 468.49 - PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 4 440.68 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 6 468.49 22.25 2.412 0.46( 0.21) 0.46 234.0 0.00 7 438.04 26.93 2.151 0.46( 0.22) 0.48 250.8 0.00 ------------------------ END OF RATIONAL METHOD ANALYSIS 1 1*bA" USOD fart ANALYSIS 7o ovoDC 31/. o / r it r' L r - L r L. FM 6w r 6 6. k.► P• ea .• r PM OW tr PM Sycamore Hills Storm Brain Basis of Design Technical Appendix A 100 -year Developed Condition Hydrology Hydrology to Node 311.01 (Sierra Avenue) Date: 11/09/00 File name: FC100D.RES .......................aa.a....•...........................,..aa............ 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 6 Associates 14725 Alton Parkway Irvine, CA 92618 Page 1 """"•""""•"'•"' DESCRIPTION OF STUDY `""""",,..,,,,,,..a ' Sycamore Hills - Forecast Homes JN: 10-100470 ` ` 100 -year Rational Method Hydrology at Node 311.01 ` ' skg/rhe June 2000 % , `56G HYvRol.ay rriA� �m `"h'Mstift i FILE NAME: FC\FC100D.DAT .J,�y F'oR Ev"P00-5 C.&%Ti)t N FOR '54a TIME/DATE OF STUDY: 14:58 11/08/2000 AND rloD l! S USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --`TIME-OF-CONCENTRATION MODEL'-- -586 ALSG S-ICAYYI0124� Neu' S WOROL."1/ "114P USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 `USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL` 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.920 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.330 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.3300 SLOPE OF INTENSITY DURATION CURVE = 0.6000 -ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD' aa,a................a„a,.aa.....,..•........... FLOW PROCESS FROM NODE 430.20 TO NODE 227.01 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« << >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— INITIAL SUBAREA FLOW-LENGTH(FEET) = 550.00 ELEVATION DATA: UPSTREAM(FEET) = 1065.00 DOWNSTREAM(FEET) = 1061.00 Tc = K'[(LENGTH" 3.00)/(ELEVATION CHANGE)] " 0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.155 - 100 YEAR RAINFALL INTENS ITY(INCH/HR) = 3.861 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 10.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.83 TOTAL AREA(ACRES) = 0.83 PEAK FLOW RATE(CFS) = 2.83 ............................ u,a.....«.,.,aa.aaa..,.....• FLOW PROCESS FROM NODE 227.01 TO NODE 430.02 IS CODE = 61 1430-1 ____________________________________________________________________________ Date: 11/09/00 File name: FC100D.RES --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« »» (STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 1061.00 DOWNSTREAM ELEVATION(FEET) = 1053.00 STREET LENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF RALFSTREETS 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 -TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 S HALFSTREET FLOOD WIDTH(FEET) = 13.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.48 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.05 STREET FLOW TRAVEL TIME(MIN.) = 6.38 Tc(MIN.) = 16.53 , 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.882 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.60 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 4.04 EFFECTIVE AREA(ACRES) = 2.43 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) = 6.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.66 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 430.02 TO NODE 430.02 IS CODE = 1 -------------------- _________________________________ »> >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.53 RAINFALL INTENSITY(INCH/HR) = 2.88 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.43 TOTAL STREAM AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.14 ................................ .a..aaa,,... ,a .... ...aa.,a.,..a...a... ,,.... FLOW PROCESS FROM NODE 432.00 TO NODE 229.01 IS CODE = 21 43z ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1063.00 DOWNSTREAM(FEET) = 1060.50 Page 2 Date: 11/09/00 File name: FC10OD.RES Tc = K•[(LENGTH•• 3.00)/(ELEVATION CHANGER - 0-20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.536 . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.777 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 0.91 0.75 0.10 56 10.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.03 TOTAL AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) = 3.03 FLOW PROCESS FROM NODE 229.01 TO NODE 430.02 IS CODE = 61 43Z ---------------------------------------------------------------------------- > »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< > »>(STANDARD CURB SECTION USED) «< < UPSTREAM ELEVATION(FEET) = 1060.50 DOWNSTREAM ELEVATION(FEET) = 1053.00 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0 STREET RALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 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 -TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT'FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 5.10 Tc(MIN.) = 15.64 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.980 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.45 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 3.79 EFFECTIVE AREA(ACRES) = 2.36 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/RR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.36 PEAK FLOW RATE(CPS) = 6.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = O.45 HALFSTREET FLOOD WIDTH(FEET) = 14.39 FLOW VELOCITY(FEET/SEC.) = 2.73 DEPTH•VELOCITY(FTaFT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 432.00 TO NODE 430.02 = 1300.00 FEET. FLOW PROCESS FROM NODE 430.02 TO NODE 430.02 IS CODE = 1 ____________________________________________________________________________ »» DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« << »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES< «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Page 3 Date: 11/09/00 File name: FC100D.RES TIME OF CONCENTRATION(MIN.) = 15.64 RAINFALL INTENSITY(INCH/HR) = 2.98 AREA -AVERAGED Fm(INCH/HR) = 0-07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.36 TOTAL STREAM AREA(ACRES) = 2.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.17 " CONFLUENCE DATA " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. - PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.10 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 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.18 Tc(MIN.) = 15.64 EFFECTIVE AREA(ACRES) = 4.66 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.79 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 430.02 = 1500.00 FEET. ......aa.a,,,aa,.a,,,,,,,a.................a.....a.aa.a...a..... FLOW PROCESS FROM NODE 630.02 TO NODE 632.12 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESI2E (NON -PRESSURE FLOW) «« ELEVATION DATA: UPSTREAM(FEET) = 1046.20 DOWNSTREAM(FEET) = 1041.75 FLOW LENGTH(FEET) = 690.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.95 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.18 PIPE TRAVEL TIME(MIN.) = 1.93 Tc(MIN.) = 17.57 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 432.12 = 2190.00 FEET. ,,.,a.,aaaaa..........a..,...,a........w....u,........... I................. FLOW PROCESS FROM NODE 432.10 TO NODE 432.12 IS CODE = 81 431./0 ---------------------------------------------------------------------------- »» ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.57 , 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.779 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.20 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.92 EFFECTIVE AREA(ACRES) = 5.86 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) = 14.26 Page d Date: 11/09/00 File nerve: FC100D.RES Page 5 ............................................................................ FLOW PROCESS FROM NODE 431.10 TO NODE 632.12 IS CODE = 81 y32� , __________________________________________________________________________._ > »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.57 • 100 YEAR RAINFALL INTENSITY(INCH/HR) _ 2.779 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL 8 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 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.92 EFFECTIVE AREA(ACRES) = 7.06 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.19 PEAK FLOW RATE(CFS) = 17.18 ........................ ............. .......... ................:.......... FLOW PROCESS FROM NODE 432.12 TO NODE 434.01 IS CODE = .. 31 ____________________________________________________________________________ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA-« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ==================================================== ELEVATION DATA: UPSTREAM(FEET) = 1041.75 DOWNSTREAM (FEET) = 1037.30 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.27 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.18 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 18.24 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 634.01 = 2520.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 434.00 TO NODE 434.01 IS CODE = 81 14341 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.24 . 100 YEAR RAINFALL INTENSITY (INCH/HR) = 2.717 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 3.90 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 9.28 EFFECTIVE AREA(ACRES) = 10.96 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 11.09 PEAK FLOW RATE(CFS) = 26.06 ....................................................u....................... FLOW PROCESS FROM NODE 434.01 TO NODE 433.01 IS CODE = 31 ____________________________________________________________________________ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1037.30 DOWNSTREAM (FEET) = 1032.40 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.37 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.06 PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 19.82 Date: 11/09/00 File name: FC100D.RES LONGEST FLOWPATH FROM NODE 630.20 TO NODE 633.01 = 3220.00 FEET. ............................................................................ FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 81 L133• I ---------------------------------------------------------------------------- --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-« ___________________________________________________________ MAINLINE Tc(MIN) = 19.82 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.585 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.30 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.94 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 433.01 TO NODE 433.01 IS CODE = 81 N 31f. ' ____________________________________________________________________________ > »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW -- MAINLINE Tc(MIN) = 19.82 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.585 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.80 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) = 1.80 SUBAREA RUNOFF(CFS) = 4.07 EFFECTIVE AREA(ACRES) = 14.06 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 14.19 PEAK FLOW RATE(CFS) = 31.76 ............................................................................ FLOW PROCESS FROM NODE 433.20 TO NODE 433.01 IS CODE = 81 433-1Z ---------------------------------------------------------------------------- --ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.82 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.585 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 1.20 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.71 EFFECTIVE AREA(ACRES) = 15.26 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 15.39 PEAK FLOW RATE(CFS) = 34.47 ............................................................................ FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.82 Page 6 Date: 11/09/00 File name: FC100D.RES RAINFALL INTENSITY(INCH/HR) = 2.58 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 15.26 TOTAL STREAM AREA(ACRES) = 15.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.41 ............................................................................ FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 7 A4r4 ,4mALy5/S .T _______________________________________________________ _ _ __________ »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE< «< oD� S 3 0 USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 22.25 RAINFALL INTENSITY(INCH/HR) = 2.41 EFFECTIVE AREA(ACRES) = 236.78 TOTAL AREA(ACRES) = 260.72 PEAK FLOW RATE(CFS) = 468.49 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.46 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ...........................«.................................... FLOW PROCESS FROM NODE 530.00 TO NODE 433.01 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« ELEVATION DATA: UPSTREAM(FEET) = 32.60 DOWNSTREAM(FEET) 32.40 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 108.0 INCH PIPE IS 78.9 INCHES PIPE -FLOW VELOCITY (FEET/SEC. ) = 9.40 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 468.49 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 22.43 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 433.01 = 1400.00 FEET. ................................................................ FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 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.) = 22.43 RAINFALL INTENSITY(INCH/HR) = 2.410 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.46 EFFECTIVE STREAM AREA(ACRES) = 236.78 TOTAL STREAM AREA(ACRES) = 260.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 468.49 ................ .... .................. .......... .........a.a u..•........... -_FLOW PROCESS FROM NODE 430.01 TO NODE 430.01 IS CODE = 7 /1 .ROM _________________________________________________________________ »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<< /Mmaser-new Of AVr, AM USER-SPECIFIED VALUES ARE AS FOLLOWS: EM1/RF c6W p TC(MIN.) = 25.15 RAINFALL INTENSITY(INCH/HR) = 2.24 �` pGv , EFFECTIVE AREA(ACRES) = 32.75 Morn `'►'14srsR DLAW' TOTAL AREA(ACRES) = 32.75 PEAK FLOW RATE(CFS) = 63.65 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.10 AREA -AVERAGED Ap = 1.00 Date: 11/09/00 File name: FC100D.RES NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. Page 8 ......................................................... •FLOW •• PROCESSFROMNODE••`e4130.01'TO••*•• NODEd33•01•IS•CODE•=•f 61 •AR /"Vi{i:/r ___________________________________ �M_____________--______'f.___-_ --COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«< I&TOz&earww OF --(STANDARD CURB SECTION USED)««< ANA AJN A1Vy ell swo ro, UPSTREAM ELEVATION(FEET) = 1056.50 DOWNSTREAM ELEVATION(FEET) = 1049.00 STREET LENGTH(FEET) = 1635.00 CURB HEIGHT(INCHES) = 8.0 STREET RALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 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 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 63.65 "'STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.79 HALFSTREET FLOOD WIDTH(FEET) = 33.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY(FTaFT/SEC.) = 2.42 STREET FLOW TRAVEL TIME(MIN.) = 8.86 Tc(MIN.) = 34.01 « 100 YEAR RAINFALL INTENSITY(INCH/HR) = 1.870 SUBAREA AREA(ACRES) = 0.00 SUBAREA RUNOFF(CFS) = 0.00 EFFECTIVE AREA(ACRES) = 32.75 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.10 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 32.75 PEAK FLOW RATE(CFS) = 63.65 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.79 HALFSTREET FLOOD WIDTH(FEET) = 33.97 FLOW VELOCITY(FEET/SEC.) = 3.08 DEPTH-VELOCITY(FT«FT/SEC.) = 2.42 LONGEST FLOWPATH FROM NODE 430.01 TO NODE 433.01 = 1635.00 FEET. FLOW PROCESS FROM NODE 433.01 TO NODE 433.01 IS CODE = 1 » >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » >>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 34.01 RAINFALL INTENSITY(INCH/HR) = 1.87 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.10 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 32.75 TOTAL STREAM AREA(ACRES) = 32.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 63.65 as CONFLUENCE DATA - STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 33.82 20.72 2.517 0.75( 0.07) 0.10 15.4 430.20 1 34.47 19.82 2.585 0.75( 0.07) 0.10 15.3 432.00 FAC" pv we lmo 1 Date: 11/09/00 File name: FC100D.RES 2 468.49 22.43 2.400 0.46( 0.21) 0.46 236.8 530.00 3 63.65 34.01 1.870 0.10( 0.10) 1.00 32.8 430.01 RAINFALL INTENSITY Al- TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA Ube:D FOR 3 STREAMS. •• PEAK FLOW RATE TABLE •• STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 535.54 19.82 2.585 0.40( 0.19) 0.48 243.6 432.00 2 542.73 20.72 2.517 0.40( 0.19) 0.48 254.1 430.20 3 555.24 22.43 2.400 0.40( 0.19) 0.48 273.8 530.00 4 443.42 34.01 1.870 0.38( 0.19) 0.50 284.9 430.01 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 555.24 Tc(MIN.) = 22.43 EFFECTIVE AREA(ACRES) = 273.77 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/RR) = 0.40 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 308.86 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.01 = 3220.00 FEET. ..........................................u.................... FLOW PROCESS FROM NODE 433.01 TO NODE 433.02 IS CODE = 31 >> ,COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»,USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1032.40 DOWNSTREAM (FEET) = 1032.20 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 114.0 INCH PIPE IS 85.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.78 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 555.24 PIPE TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 22.60 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.02 = 3320.00 FEET. ................................................................ FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 ________________________________________________________________ » >>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE- ­ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.60 RAINFALL INTENSITY(INCH/HR) = 2.39 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.40 AREA -AVERAGED Ap = 0.48 EFFECTIVE STREAM AREA(ACRES) = 273.77 TOTAL STREAM AREA(ACRES) = 308.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 555.24 ............................................................................ FLOW PROCESS FROM NODE 434.20 TO NODE 435.01 IS CODE = 21 Y3q. 2 ____________________________________________________________________________ »»,RATIONAL METHOD INITIAL SUBAREA ANALYSIS,< - »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1056.00 DOWNSTREAM(FEET) = 1051.00 Tc = K•[(LENGTH•• 3.00)/(ELEVATION CHANGE))••0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.610 • 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.263 Page 9 Date: 11/09/00 File name: FC100D.RES 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 0.70 0.75 0.10 56 8.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.64 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.64 ............................................................................ FLOW PROCESS FROM NODE 435.01 TO NODE 433.02 IS CODE = 61 113y. 3 ---------------------------------------------------------------------------- » >>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« »»,(STANDARD CURB SECTION USED) «« UPSTREAM ELEVATION(FEET) = 1051.00 DOWNSTREAM ELEVATION(FEET) = 1048.50 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 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 Hack -of -Walk Flow Section = 0.0200 -TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.46 PRODUCT OF DEPTH&VELOCITY(FT•FT/SEC.) = 0.94 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): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 0.50 0.75 0.10 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.69 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED PM(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = d.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.78 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH-VELOCITY(FT•FT/SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 434.20 TO NODE 433.02 = 700.00 FEET. ................................................................ FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 --- _------------ -------------- _----------- ______-------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.30 RAINFALL INTENSITY(INCH/HR) = 3.83 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 Page 10 Date: 11/09/00 File name: FC100D.RES EFFECTIVE STREAM AREA(ACRES) = 1.20 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.05 .................".............................•........................... FLOW PROCESS FROM NODE 435.10 TO NODE 433.02 IS CODE = 21 Li35 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA ­ INITIAL SUBAREA FLOW-LENGTH(FEET) = 700.00 ELEVATION DATA: UPST'-AM(FEET) = 1052.00 DOWNSTREAM(FEET) = 1048.50 TC = K'((LENGTH" 3.00)/(ELEVATION CHANGE)) " 0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.054 - 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.484 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 2.10 0.75 0.10 56 12.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 6.44 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 6.44 ............................................................................ FLOW PROCESS FROM NODE 433.02 TO NODE 433.02 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES< «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.05 RAINFALL INTENSITY(INCH/HR) = 3.48 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.10 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.44 " CONFLUENCE DATA .. STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 535.54 19.99 2.572 0.40( 0.19) 0.48 243.6 432.00 1 542.73 20.90 2.504 0.40( 0.19) 0.48 254.1 430.20 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 2 4.05 10.30 3.828 0.75( 0.07) 0.10 1.2 434.20 3 6.44 12.05 3.484 0.75( 0.07) 0.10 2.1 435.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. '. PEAK FLOW RATE TABLE " STREAM 0 Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 431.88 10.30 3.828 0.41( 0.19) 0.47 128.5 434.20 2 542.95 19.99 2.572 0.41( 0.19) 0.47 246.9 432.00 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 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 11 Date: 11/09/00 File name: FC100D.RES COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 562.12 Tc(MIN.) = 22.60 EFFECTIVE AREA(ACRES) = 277.07 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.41 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 312.16 LONGEST FLOWPATH FROM NODE 430.20 TO NODE 433.02 = 3320.00 FEET. ....."......................................................... FLOW PROCESS FROM NODE 433.02 TO NODE 311.01 IS CODE = 31 »»'COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« »»>USING COMPUTER -ESTIMATED PIPESIZE (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 114.0 INCH PIPE IS 89.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.44 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 562.12 PIPE TRAVEL TIME(MIN.) = 1.15 TC(MIN.) = 23.74 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 31L -------------------------------------------------------------------------- »»'ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« << MAINLINE Tc(MIN) = 23.74 . 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.320 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 = 0.10 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 10.30 EFFECTIVE AREA(ACRES) = 282.17 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.41 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 317.26 PEAK FLOW RATE(CFS) = 562.12 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 317.26 TC(MIN.) = 23.74 EFFECTIVE AREA(ACRES) = 282.17 AREA -AVERAGED Fm(INCH/HR)= 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.41 AREA -AVERAGED Ap = 0.47 PEAK FLOW RATE(CFS) = 562.12 .. PEAK FLOW RATE TABLE " STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 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 2 452.59 13.25 3.291 0.41( 0.19) 0.46 155.3 435.10 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 5 562.12 23.74 2.320 0.41( 0.19) 0.47 282.2 530.00 6 448.73 35.39 1.826 0.38( 0.19) 0.49 293.3 430.01 END OF RATIONAL METHOD ANALYSIS 12 Sycamore Hills Storm Drain Basis of Besion 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) P" boo r 4 aw .- LW the r low POO 4 iMr PW v Pa iw Oft bw Sycamore Hills Storm Drain Basis of Design Technical Appendix B Storm Drain Hydraulics 100 -year (Existing System - DeClez Channel to Santa Ana Avenue) --- A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS (INPUT) .ROJECT: Fontana/Jurupa SD/Line B, C, and F/RBFJNI5-000000 DESIGNER: HJB REPT: PC/RD4412.1 DATE: 03/23/00 PAGE 1 D L2 MAX 0 ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC L1 L3 L4 Al A3 A4 J N 8 1 14.50 oc6 )GrJ WS @ TNL oElcl-l'-6 C4*44rrGL PER :cm?p-ovcmfNr A-Alus 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 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 2 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 2 6 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 0. 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 2 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 2 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 2 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 2 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 2 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 2 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 2 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 2 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 2 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 2 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 2 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 2 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 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 DESIGNER: HJB uD 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 2 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 2 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 2 100 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 2 120 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 2 140 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 2 150 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 2 160 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 2 170 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 2 203 596.0 596.0 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 2 204 590.0 590.0 126.00 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 2 205 590.0 590.0 260.00 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 2 206 590.0 590.0 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 2 208 590.0 590.0 47.00 30.91 31.10 0.00 96. 0. 3 0.00 0.00 0.00 0 209 230 0 0. 45. 0. 11.00 0.013 2 209 373.0 373.0 137.00 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 2 210 373.0 373.0 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 2 211 373.0 373.0 260.00 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 2 213 373.0 373.0 300.00 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 2 215 373.0 373.0 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 A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 03/23/00 PAGE 3 ,ROJECT: Fontana/Jurupa SD/Line B, C, and F/RBFJNI5-000000 DESIGNER: HJB ) 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 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 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 2 221 154.0 154.0 509.00 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 2 223 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 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 2 226 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 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 2 230 232.0 232.0 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 2 231 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 2 232 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 2 233 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 2 235 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 2 236 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 2 237 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 2 238 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 2 240 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 X 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 DESIGNER: HJB ) 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 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 2 250 521.3 446.4 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 A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 03/23/00 PAGE 1 PROJECT: Fontana/Jurupa SD/Line B, C, and F/RBFJNI5-000000 DESIGNER: 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 = 14.50 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 6 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 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 10 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 11 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 12 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 13 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 15 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 16 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 X = 33.37 X(N) = 0.00 17 924.5 108 168 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 @ UJT 18 924.5 108 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 20 924.5 108 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 ::::38.74 40.34 10.03 10.10 0.00 0.00 HJ @ UJT 22 403.2 90 0 5.22 5.20 PART 0.00276 12.4 12.9 31.79 33.75 Z36. 5.20 4.99 0.00 0.00 X = 0.00 X(N) = 16.19 23 403.2 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 CoWTKoL JLCVl�-ri Or) fO9 102'1 pt ('E 'FjqV\f.N TO 8f- -r)4E MAX\mVM BGrWlct�J UGl TNKou6)4 -TNf, IUA-004 z 40,34 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/RBFJNI5-000000 DESIGNER: HJB SINE Q 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 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 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(BJ) = 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 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 8 HYDRAULIC GRADE LINE CONTROL = 22.60 10 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 8 HYDRAULIC GRADE LINE CONTROL = 22.92 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 11 HYDRAULIC GRADE LINE CONTROL = 29.46 30 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 11 HYDRAULIC GRADE LINE CONTROL = 29.46 40 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 % COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 03/23/00 PAGE 3 ,-ROJECT: Fontana/Jurupa SD/Line B, C, and F/RBFJNI5-000000 DESIGNER: HJB INE 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 13 HYDRAULIC GRADE LINE CONTROL = 33.67 150 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 15 HYDRAULIC GRADE LINE CONTROL = 35.24 160 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 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 0.00 205 590.0 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 _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 07 590.0 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 0.00 208 590.0 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 09 373.0 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 0.00 210 373.0 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 _11 373.0 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 '12 373.0 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 0.00 213 373.0 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 :14 373.0 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 A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 03/23/00 PAGE 4 ,ROJECT: Fontana/Jurupa SD/Line B, C, and F/RBFJNI5-000000 DESIGNER: 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 0.00 216 373.0 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 a 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 0.00 221 154.0 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 0.00 222 HYDRAULIC GRADE LINE CONTROL = 47.68 X23 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 '03 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 04 HYDRAULIC GRADE LINE CONTROL = 37.61 125 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) = 0.71 205 HYDRAULIC GRADE LINE CONTROL = 38.19 26 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 A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 03/23/00 PAGE 5 PROJECT: Fontana/Jurupa SD/Line B, C, and F/RBFJNI5-000000 DESIGNER: 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 06 HYDRAULIC GRADE LINE CONTROL = 39.29 127 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) = 1.81 207 HYDRAULIC GRADE LINE CONTROL = 39.45 28 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 08 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 X09 HYDRAULIC GRADE LINE CONTROL = 40.25 30 232.0 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 C10 HYDRAULIC GRADE LINE CONTROL = 41.04 31 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 P11 HYDRAULIC GRADE LINE CONTROL = 41.24 02 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 COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS PROJECT: Fontana/Jurupa SD/Line B, C, and F/RBFJNI5-000000 DESIGNER: HJB REPT: PC/RD4412.2 DATE: 03/23/00 PAGE 6 .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) = 2.29 212 HYDRAULIC GRADE LINE CONTROL = 42.48 34 6.1 18 0 0.47 0.95 SEAL 0.00337 3.5 5.2 38.18 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 .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 D(BJ) = 0.48 D(AJ) = 1.35 215 HYDRAULIC GRADE LINE CONTROL = 43.80 _37 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 ?17 HYDRAULIC GRADE LINE CONTROL = 43.93 68 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 A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS PROJECT: Fontana/Jurupa SD/Line B, C, and F/RBFJNI5-000000 DESIGNER: HJB .INE Q D W DN DC FLOW SF -FULL V 1 V 2 FL 1 FL 2 HG 1 HG 2 D 1 D 2 TW NO (CFS) (IN)(IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC 17 HYDRAULIC GRADE LINE CONTROL = 43.43 REPT: PC/RD4412.2 DATE: 03/23/00 PAGE 7 TW CK REMARKS 139 215.0 54 0 3.23 4.12 PART 0.01195 15.8 14.1 40.21 41.19 43.80 45.31 3.59 4.12 48.39 0.00 _18 HYDRAULIC GRADE LINE CONTROL = 43.55 -40 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(BJ) = 0.49 D(AJ) = 1.21 220 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 21 HYDRAULIC GRADE LINE CONTROL = 44.75 242 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 X = 0.00 X(N) = 85.78 21 HYDRAULIC GRADE LINE CONTROL = '58.66 250 521.3 f02' 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 27 HYDRAULIC GRADE LINE CONTROL = 42.39 770 221.8 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 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 EOJ 3/23/2000 11:46 FM Lr E r^ Lr it 6r pw it IPM it PM Iw PA iw Pon �r1 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) }rim iM Ew 4j - `r rim �tt `r Ew r� tr too bw /N im Sycamore Hills Storm Drain Basis of Design Technical Appendix B Storm Drain Hydraulics 100 -year ( Proposed System ) Lines A, C, D, And E �A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 10/19/00 PAGE 1 PROJECT: Forecast Homes On-site Drainage DESIGNER: hjb q C 1 ' � A, A a -r L IN S A c. & CD L2 MAX 0 ADJ O 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 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 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 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. 0. 3 0.00 0.00 0.30 0 18 85 0 0. 45. 0. 13.08 0.013 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 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 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 2 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 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 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 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 _A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 10/19/00 PAGE 2 PROJECT: Forecast Homes On-site Drainage DESIGNER: hjb :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 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 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 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 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. 0. 0.00 0.013 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 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 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 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. 0. 0.00 0.013 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 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 A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 10/19/00 PAGE 1 FROJECT: Forecast Homes On-site Drainage DESIGNER: 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 V M E A 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 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 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 ;1 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 a 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 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 26 HYDRAULIC GRADE LINE CONTROL = 53.78 LAT 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 13 HYDRAULIC GRADE LINE CONTROL = 46.85 L 114 6: G 27 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 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 .A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 10/19/00 PAGE 2 PROJECT: Forecast Homes On-site Drainage nESIGNER: 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 28 HYDRAULIC GRADE LINE CONTROL = 47.80 LA -r C - 3 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 14 HYDRAULIC GRADE LINE CONTROL = 46.98 L Al G 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 A07 G • 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 1 A 3 32 1.1 18 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 L A,.T A N 33 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 -T A- S+ 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 16 HYDRAULIC GRADE LINE CONTROL = 47.55 L , Ar 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 A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 10/19/00 PAGE 3 PROJECT: Forecast Homes On-site Drainage DESIGNER: hjb INE O 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)(1N) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 19 HYDRAULIC GRADE LINE CONTROL = 48.01 LAT 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 LAT 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 22 HYDRAULIC GRADE LINE CONTROL = 48.75 "-T A _ 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 -r A- 'c> 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 23 HYDRAULIC GRADE LINE CONTROL = 50.65 W N O A?. 40 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 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 41 HYDRAULIC GRADE LINE CONTROL = 51.21 L.T A Z 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 41 HYDRAULIC GRADE LINE CONTROL = 51.21 LkT I 14- Z, 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 LA COUNTY PUBLIC WORKS HYDRAULIC GRADE LINE CONTROL = 47.84 Lei v E L STORM DRAIN ANALYSIS 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 REPT: PC/RD4412.2 42.43 44.01 47.95 48.12 5.52 4.11 0.00 0.00 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 DATE: 10/19/00 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 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 17 HYDRAULIC GRADE LINE CONTROL = 47.65 L 110 ; a 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 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 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 80 HYDRAULIC GRADE LINE CONTROL = 49.31 Ll Al P r ' 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 80 HYDRAULIC GRADE LINE CONTROL = 49.31 LA 1 D r2 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 LA1 b-3 34 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 Lei v E L B5 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 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 86 HYDRAULIC GRADE LINE CONTROL = 47.93 LA -7 a a# ' 88 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 _A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 10/19/00 PAGE 5 PROJECT: Forecast Homes On-site Drainage DESIGNER: hjb LINE Q 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 86 HYDRAULIC GRADE LINE CONTROL = 47.93 L1 9.2 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 CONTROL = 48.10 "r g -3 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 LA -1 6-q 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 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 EOJ 11/13/2000 10:32 A it P" 4 v�^ r r 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/RD4412.1 (INPUT) DATE: 11/12/00 PAGE 1 PROJECT: Forecast Homes Onsite Drainage � DESIGNER: skg q % d �`r q - D AT i.,! N r 3 31 • i / & G :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 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 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 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 _A COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPUT) DATE: 11/12/00 PAGE 2 PROJECT: Forecast Homes Onsite Drainage DESIGNER: skg 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 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 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 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 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 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 2 103 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 2 105 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 0.013 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 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 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 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 11/12/00 PAGE 1 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 HYDRAULIC GRADE LINE CONTROL = 45.45 L ' N Y is 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 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 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 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 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 X = 5.60 X(N) = 0.00 11 HYDRAULIC GRADE LINE CONTROL = 45.79 L AT A "ol 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 HYDRAULIC GRADE LINE CONTROL = 45.79 1 A T , A •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 LA COUNTY PUBLIC WORKS PROJECT: Forecast Homes Onsite Drainage DESIGNER: skg STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 11/12/00 PAGE 2 LINE Q 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 21 HYDRAULIC GRADE LINE CONTROL = 47.96 L A I 3 � 13 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 LAT S000 / 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 13 HYDRAULIC GRADE LINE CONTROL = 46.27 L A 1 6 -2. 62 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 14 HYDRAULIC GRADE LINE CONTROL = 46.30 IwA T V lo 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 16 HYDRAULIC GRADE LINE CONTROL = 46.43 L A7 1300 H 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 17 HYDRAULIC GRADE LINE CONTROL = 46.63 imA T 13,m,6' 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 18 HYDRAULIC GRADE LINE CONTROL = 46.98 L e T 6 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 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 11/12/00 PAGE 3 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 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 AT B 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 10 HYDRAULIC GRADE LINE CONTROL = 47.23 LAT 01 - 10 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 19 HYDRAULIC GRADE LINE CONTROL = 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 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 L AT 6-11 19 HYDRAULIC GRADE LINE CONTROL = 47.23 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 47.43 LAI 15_ 1 2 20 HYDRAULIC GRADE LINE CONTROL = 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 LINE CONTROL = 45.46 L/ JA -r 04 + 11 9 HYDRAULIC GRADE 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 1 t4 V 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 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 11/12/00 PAGE 4 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 NO (CFS) (1N)(IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (FT) (FT) CALC CALC (FT) (FT) CALC CK REMARKS 81 HYDRAULIC GRADE LINE CONTROL = 45.99 LAT A i - 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 114 E r-- 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 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 93 HYDRAULIC GRADE LINE CONTROL = 46.69 L AT F *v f 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 `j A t 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 L I N E 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 99 HYDRAULIC GRADE LINE CONTROL = 47.22 L AT f Ito 1 101 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 LA COUNTY PUBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 11/12/00 PAGE 5 PROJECT: Forecast Homes Onsite Drainage DESIGNER: skg LINE Q 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 17 HYDRAULIC GRADE LINE CONTROL = 46.63 L 10 6 102 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 0.00 104 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 49.13 105 HYDRAULIC GRADE LINE CONTROL = 48.54 ` AT & -5 106 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 49.13 103 HYDRAULIC GRADE LINE CONTROL = 46.76 L IAT G ow I 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 47.68 103 HYDRAULIC GRADE LINE CONTROL = 46.76 L Per & v 108 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 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 EOJ 11/13/2000 10:31 P9 Ir s� opal 60 r- O - ib. rM r - P4 No Sycamore Hills Storm Drain Basis of Design Technical Appendix B Storm Drain Hydraulics 100 -year (Temporary Channels) Project Description Cross Section Cross Section for Trapezoidal Channel A A�vE Worksheet Temporary Channel In PA 4 Flow Element Trapezoidal Channel Method Manning's Formula f Solve For Channel Depth Section Data Mannings Coeffic 0.030 Slope 002500 ft/ft Depth 1.93 ft Left Side Slope 5.00 H : V Right Side Slope 5.00 H : V Bottom Width 15.00 ft Discharge 145.60 cfs vl W WI Qtoo=S 2.• cP1'S /ct�` �i�a�•SefS . $= D, 00 ZS 15.00 ft 1 •9j ft i= /59.a S-QO03 =1451oc S=O.00t$ V:1' H:1 NTS Project Engineer: RBF c:\haestad\fmw\projectl.fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 [614d] 06/29/00 09:34:25 PM 0 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 Solve For Channel Depth Input Data Mannings Coeffic 0.030 Slope 002500 f ift Left Side Slope 5.00 H : V Right Side Slope 5.00 H : V Bottom Width 15.00 ft Discharge 145.60 cfs Results 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 Ener( 2.08 ft Froude Numb 0.46 Flow Type 3ubcritical Project Engineer: RBF c:\haestad\fmw\projectl.fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 [614d] 06/29/00 09:34:32 PM 0 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 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 ft V:1 IN H:1 NTS Project Engineer: Steve Giffen c \haestad\fmw\projectl .fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 [614b) 11/10/00 11:00:00 AM ©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 Solve For Channel Depth Input Data Mannings Coeffic 0.030 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 Results Depth 1.93 ft Flow Area 47.5 ft' Wetted Perimi 34.66 ft Top Width 34.28 ft Critical Depth 1.30 ft Critical Slope 0.013276 ft/ft Velocity 3.35 ft/s Velocity Head 0.17 ft Specific Eneq 2.10 ft Froude Numb 0.50 Flow Type 3ubcritical 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 ®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 Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffic 0.030 Slope 007500 f 1ft 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 5.00 ft 1.51 ft V:1 N H:1.0 NTS Project Engineer: Steve Giffen c:\haestad\fmw\projectl.fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 [614b] 10/23/00 02:17:45 PM V Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 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 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 Depth 1.51 ft Flow Area 33.9 ft2 Wetted Perimi 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 Project Engineer: Steve Giffen c:\haestad\fmw\projecti.fm2 Robert Bein, William Frost 6 Associates FlowMaster v6.0 [614b] 10/23/00 02:14:01 PM 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 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 007500 ft/ft Depth 2.21 ft Left Side Slope 0.20 V: H Right Side Slope 0.20 V: H Bottom Width 15.00 ft Discharge 329.40 cfs 15.00 2.21 ft V:1 N H:1 NTS Project Engineer: Steve Giffen c:\haestad\fmw\project1.fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 [614bj 11/10/00 1058.18 AM 0 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 Solve For Channel Depth Input Data Mannings Coeffic 0.030 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 cis Results Depth 2.21 ft Flow Area 57.7 ft2 Wetted Perim( 37.57 ft Top Width 37.13 ft Critical Depth 1.97 ft Critical Slope 0.011871 ft/ft Velocity 5.71 ft/s Velocity Head 0.51 ft Specific Enerc 2.72 ft Froude Numb, 0.81 Flow Type 3ubcritical Project Engineer: Steve Giffen c:\haestad\fmw\projectl.fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 [614b] 11/10/00 10:58:05 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 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 3.45 ft Left Side Slope 0.20 V: H Right Side Slope 0.20 V: H Bottom Width 15.00 ft Discharge 468.50 cfs 5.00 ft 3.45 ft f VA N H:1 NTS Project Engineer: Steve Giffen c:\haestad\fmw\projectl.fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 [614b] 11/10/00 11:01:14 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 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 Bottom Width 15.00 ft Discharge 468.50 cfs Results Depth 3.45 ft Flow Area 111.3 ft2 Wetted Perimi 50.18 ft Top Width 49.50 ft Critical Depth 2.39 ft Critical Slope 0.011271 ft/ft Velocity 4.21 ft/s Velocity Head 0.28 ft Specific Enerc 3.73 ft Froude Numb, 0.50 Flow Type 3ubcritical 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 0 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 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 Right Side Slope 0.20 V: H Bottom Width 15.00 ft Discharge 562.10 cfs --15.00 3.76 ft t V:1 H:1 NTS Project Engineer: Steve Giffen c:\haestad\fmw\projectl.fm2 Robert Bein, William Frost & Associates FlowMaster v6.0 [614b] 11/10/00 11:02:05 AM 0 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 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 Bottom Width 15.00 ft Discharge 562.10 cfs Results Depth 3.76 ft Flow Area 127.2 ft2 Wetted Perimi 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 Ener( 4.07 ft Froude Numb, 0.50 Flow Type 3ubcritical 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 ®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 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 Longitudinal Street Slope (ft/ft) Pavement Cross Slope (ft/ft) Gutter Width (ft) Local Depression Width (ft) Local Depression Depth (in) Local Depression Cross Slope (ft/ft) Curb Opening (ft) 0.015 0.004 (most inlets are at sump locations so street slope is not necessary for the inlet length determination) 0.02 1.5 2'-10" = 2.83' 2 2"/34" = 0.0588 Curb Height + Local Depression - 4" Inlet sizing based on maintaining calculated Depth of Water below top of curb R 0- pZ" q LocAL UPUS"I" 1>EPfY1 PAVV MtN7 X-SLoPL W Z Low. OcPKisstoa W VIA INLET NUMBER 1 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 5.56 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT 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 INLET NUMBER 2 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 5.84 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .004 (ft./ft.) IS 15.43 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.13 SPREAD = 6.55 --------------------------------- INLET NUMBER 3 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 2.17 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .004 (ft./ft.) IS 10.21 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.22 SPREAD = 11.03 INLET NUMBER 4 LENGTH 7.0 STATION 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 INLET NUMBER 5 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 3.52 (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 P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.30 SPREAD = 15.23 INLET NUMBER 6 LENGTH 7.0 STATION TOTAL PEAK DISCHARGE = 10.74 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .004 (ft./ft.) IS 19.96 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 12.09 H = 0.330 DEPTH OF WATER = 0.25 SPREAD = 12.52 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 DEPTH OF WATER (ft) = 0.38 SPREAD (ft) = 18.92 INLET NUMBER 8 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 1.20 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .004 (ft./ft.) IS 6.79 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.500 DEPTH OF WATER = 0.15 SPREAD = 7.43 INLET NUMBER 9 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 1.43 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .004 (ft./ft.) IS 7.30 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.500 DEPTH OF WATER = 0.17 SPREAD = 8.35 INLET NUMBER 10 LENGTH 4.0 STATION 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 XXXXXXXXXXH (ft) = 0.330 P EFFEC. LENGTH (ft) = 6.70 DEPTH OF WATER (ft) = 0.17 SPREAD (ft) = 8.49 LENGTH 4.0 STATION INLET NUMBER 11 TOTAL PEAK DISCHARGE = 1.29 (cfs) 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 0.500 P EFFEC. LENGTH = 9.09 SPREAD = 7.80 DEPTH OF WATER = 0.16 INLET NUMBER 12 LENGTH 4.0 STATION 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 XXXXXXXXXXH (ft) = 0.330 P EFFEC. LENGTH (ft) = 6.70 SPREAD (ft) = 10.48 DEPTH OF WATER (ft) = 0.21 ---------------------------- 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 SPREAD AT A SLOPE OF .004 (ft./ft.) IS 7.49 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.500 DEPTH OF WATER = 0.18 SPREAD = 8.93 ------------------------------- INLET NUMBER 14 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 2.52 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .004 (ft./ft.) IS 11.13 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.500 DEPTH OF WATER = 0.24 SPREAD = 12.19 INLET NUMBER 15 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 1.53 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT 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 DEPTH OF WATER = 0.17 SPREAD = 8.74 INLET NUMBER 16 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 5.06 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .004 (ft./ft.) IS 13.18 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.500 DEPTH OF WATER = 0.39 SPREAD = 19.40 --------------------------- INLET NUMBER 17 LENGTH 4.0 STATION 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 P EFFEC. LENGTH = 9.09 H =0.330 DEPTH OF WATER = 0.39 SPREAD = 19.30 — ------------------------ INLET NUMBER 18 LENGTH 14.0 STATION TOTAL PEAK DISCHARGE = 14.77 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT 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 H (ft) = 0.330 DEPTH OF WATER (ft) = 0.25 SPREAD (ft) = 12.42 INLET NUMBER 19 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 4.57 (cfs) 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.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 6.70 H (ft) = 0.330 DEPTH OF WATER (ft) = 0.15 SPREAD (ft) = 7.39 ----------------------------- 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 SPREAD AT A SLOPE OF .004 (ft./ft.) IS 7.38 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX 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) 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.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.500 DEPTH OF WATER = 0.23 SPREAD = 11.71 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INLET NUMBER 22 LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 5.78 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .004 (ft./ft.) IS 15.80 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 9.09 H = 0.330 DEPTH OF WATER = 0.13 SPREAD = 6.42 INLET NUMBER 23 LENGTH 7.0 STATION TOTAL PEAK DISCHARGE = 10.03 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .004 (ft./ft.) IS 19.65 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 9.70 H (ft) = 0.330 DEPTH OF WATER (ft) = 0.34 SPREAD (ft) = 16.98 INLET NUMBER 24 LENGTH 14.0 STATION TOTAL PEAK DISCHARGE = 5.06 (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 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 CFS INTERCEPTED= 5.05 CFS CARRYOVER= 0.01 --------------------- INLET NUMBER 25 LENGTH 14.0 STATION 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 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 CFS INTERCEPTED= 5.96 CFS CARRYOVER= 0.15 INLET NUMBER 26 LENGTH 7.0 STATION TOTAL PEAK DISCHARGE = 9.74 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .004 (ft./ft.) IS 19.43 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 9.70 H (ft) = 0.330 DEPTH OF WATER (ft) = 0.32 SPREAD (ft) = 16.01 ------------------------ INLET NUMBER 27 LENGTH 7.0 STATION TOTAL PEAK DISCHARGE = 10.32 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .004 (ft./ft.) IS 19.87 (ft.) 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 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 DEPTH OF WATER = 0.52 SPREAD = 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 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 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 DEPTH OF WATER = 0.39 SPREAD = 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 *- 1NLET SA Not vsf D INLET NUMBER A'S LENGTH 4.0 STATION 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 DEPTH OF WATER = 0.33 SPREAD = 16.32 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 Nati TNLtr No. 39 ,jor V UL D 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.) XXXXXXX..XX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH 2 9.09 H = 0.330 DEPTH OF WATER = 0.18 SPREAD = 8.78 ---------------------- 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 DEPTH OF WATER = 0.17 SPREAD = 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.OY H = 0.330 DEPTH OF WATER = 0.12 SPREAD = 5.92 ZNL£-f NO 45 NOT V '5f O ------ ------- 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 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 ------------------------------ 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 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 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 DEPTH OF WATER = 0.34 SPREAD = 16.78 ------------ ------------ 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 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 PROJECT 15-100187 HEC12 Version: V2.30 User SIN: 77010134 Run Date: 10 -20 -'?00 INLET NUMBER 54 LENGTH 14.0 STATION TOTAL PEAK DISCHARGE = 5.21 (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 14.64 2.8 0.19 0.0588 2.9 0.48 3.3 0.098 0.067 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 14.4 EFFICIENCY= 1.00 CFS INTERCEPTED= 5.20 CFS CARRYOVER= 0.01 INLET NUMBER 55 LENGTH 14.0 STATION TOTAL PEAK DISCHARGE = 10.66 (cfs) GUTTER SLOPE = 0.0040 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W WIT 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