The URL can be used to link to this page

Home My WebLink AboutTract 16326HYDROLOGY/HYDRAULIC STUDY For COYOTECANYON TRACT 16326 FONTANA, CALIFORNIA Job No. 03253-000 May 2003 Revised August 2003 Prepared for Centex Homes 2280 Wardlow Circle, Suitc 150 Corona, CA 92880 Prepared By Hall & Foreman, Inc. 9130 Anaheim Place, Suite 120 Rancho Cucamonga, CA 911730 (909) 484-9090 Prepared Under The Supervision of Harold A. Garcelon, RE RCE #3168 1, Exp. 12/3 1 /0-4 or Hall & Foreman, Inc. r.4 Civ�l Fngineer�nq - Plann�ng - S�jrveyinq - PuHc Works 4V Vea" of D"U"ded Sewice 1961-2CC/ V DRAINAGE ANALYSIS FOR TRACT NO. 16326 COYOTE CANYON - FONTANA, CALIFORNIA TABLE OF CONTENTS F APPENDIX F: HYDROLOGY FOR LINE "H" U:\03253\Eng\03253-000\Hm�16326\Hydrology ReporffABLE OF CONTENTS.doc PURPOSEAND SCOPE I ................................................................................... PROJECT SITE AND DRAINAGE AREA OVERVIEW ........................................... I HYDROLOGY.............................................................................................. 1-2 HYDRAULICS............................................................................................. 3-4 CONCLUSIONS AND RECOMMENDATIONS ...................................................... 4 REFERENCES................................................................................................ 4 APPENDICES APPENDIX A: REVISED RATIONAL TABLING HYDROLOGY FOR TRACT NO. 14727 WITH ADDITION OF TRACT NO. 16326 DRAINAGE AREA APPENDIX A-1: 100 -YEAR RATIONAL TABLING HYDROLOGY APPENDIX A-2: 25 -YEAR RATIONAL TABLING HYDROLOGY APPENDIX B: EXCERPTS FROM TRACT NO. 14274 HYDROLOGY APPENDIX B- 1: 100 -YEAR RATIONAL TABLING HYDROLOGY APPENDIX B-2: 25 -YEAR RATIONAL TABLING HYDROLOGY APPENDIX C: TRACT NO. 16236 RATIONAL TABLING HYDROLOGY APPENDIX C-1: I 00 -YEAR RATIONAL TABLING HYDROLOGY APPENDIX C-2: 25 -YEAR RATIONAL TABLING HYDROLOGY APPENDIX D: DUNCAN CANYON ROAD HYDROLOGY APPENDIX D- 1: DUNCAN CANYON ROAD 100 -YEAR RATIONAL TABLING APPENDIX D-2: DUNCAN CANYON ROAD 25 -YEAR RATIONAL TABLING APPENDIX D-3: DUNCAN CANYON ROAD STREET PLANS FOR REFERENCE APPENDIX E: HYDRAULIC CALCULATIONS APPENDIX E-1: STREET CAPACITY CALCULATIONS APPENDIX E-2: CATCH BASIN CALCULATIONS APPENDIX E-3: WSPGN CALCULATIONS F APPENDIX F: HYDROLOGY FOR LINE "H" U:\03253\Eng\03253-000\Hm�16326\Hydrology ReporffABLE OF CONTENTS.doc EXIJIBIT F: 10 -YEAR, I -HOUR ISOHEYTAL MAP EXHIBIT G: 25 -YEAR, I -HOUR RAINFALL DIAGRAM EXHIBIT H: 100 -YEAR, 1 -HOUR ISOHEYTAL MAP EXHIBIT 1: STREETPLANS EXHIBIT J: ROUGH GRADING PLANS EXHIBIT K: STORM DRAIN PLANS EXHIBIT L: EXISTING LINE "A" STORM DRAIN PLAN EXHIBIT M: LINE "M" HYDROLOGY MAP U:\03253\Fng\03253-000\Hm\16326\Hydrolo-�y ReporATABLE OF CONTENTS.doc DRAINAGE ANALYSIS FOR TRACT NO. 16326 COYOTE CANYON - FONTANA, CALIFORNIA EXHIBITS EXHIBIT A: HYDROLOGY MAP FOR TRACT 14274 WITH ADDITION OF TRACT 16326 EXHIBIT B: FLOW COMPARISON EXHIBIT FOR TRACT 14274 EXI-IIBIT C: SITE HYDROLOGY MAP - TRACT NO. 16326 EXHIBIT D: DUNCAN CANYON ROAD HYDROLOGY MAP EXHIBIT E: HYDROLOGIC SOILS MAP EXIJIBIT F: 10 -YEAR, I -HOUR ISOHEYTAL MAP EXHIBIT G: 25 -YEAR, I -HOUR RAINFALL DIAGRAM EXHIBIT H: 100 -YEAR, 1 -HOUR ISOHEYTAL MAP EXHIBIT 1: STREETPLANS EXHIBIT J: ROUGH GRADING PLANS EXHIBIT K: STORM DRAIN PLANS EXHIBIT L: EXISTING LINE "A" STORM DRAIN PLAN EXHIBIT M: LINE "M" HYDROLOGY MAP U:\03253\Fng\03253-000\Hm\16326\Hydrolo-�y ReporATABLE OF CONTENTS.doc 0 DRAINAGE ANALYSIS FOR TRACT NO. 16326 COYOTE CANYON — FONTANA, CALIFORNIA PURPOSE AND SCOPE The purpose of this report is to analyze the drainage impacts associated with the development of Tract No. 16326. The development of Tract No. 16326 will impact existing Hunter's Ridge development, specifically Tract Nos. 14274, 14274- 1, & 14274-2, for addition of flows emanating from the development of Coyote Canyon Tract No. 16326. For the remainder of this report Hunter's Ridge Tract No. 14274, 14274- 1, & 14274-2 will be referred to as Tract No. 14274. The 25 -year, and 100 - year storm rimoff will be calculated in order to determine the increase and the associated impacts of the addition of the storm flows. Im The scope of the study includes the following: I . Review of the approved hydrology calculations for Hunter's Ridge Tract 14724 (Reference 1). This report was redone to incorporate the additional drainage area from Tract No. 16326 (see Appendix "B"). 2. Recreate and revise the approved hydrology calculations for Hunter's Ridge Tract No. 14724, with the additional drainage area emanating from Tract No. 16326 (Appendix A). W 3. Determination of the 25 -year, and I 00 -year peak storm flows based upon the proposed development of Tract No. 16326 utilizing the San Bernardino County Flood Control District (S.B.C.F.C.D.) Rational Method (Appendix Q. 4. Determination of the 25 -year, and 100 -year peak storin flows based upon the proposed development of Duncan Canyon Road and the Park utilizing the San Bernardino County Flood Control District (S.B.C.F.C.D.) Rational Method (Appendix D). 5. Determination of the storm flows based upon the proposed development of Line "H" utilizing the San Bernardino County Flood Control District (S.B.C.F.C.D.) Rational Method (Appendix E). 6. Preparation of a hydrology and hydraulics report discussing the potential impacts, comparative analyses and solutions to the drainage impacts associated with the development of Tract No. 16326. PROJECT SITE AND DRAINAGE AREA OVERVIEW F-1 Tract Map No. 16326 is a proposed residential housing project� approximately 18 acres in size� located in the City of Fontana. The project is bounded by undeveloped land to the north Duncan Canyon Road to the southeast, and the existing Hunter's Ridge Tract No. 14724 to the west. The proposed development will be connected to the Hunter's Ridge development via Fox Ridge Drive, which runs east west along the north portion of the tracts. The proposed grading will deviate from the approved TTM No. 16326 which establish a high point directly east of the tie-in of Fox Ridge Drive. The proposed grading will shift the proposed high point approximately 900' east to the end of the cul-de- sac of street A within Tract No. 16326. The relocation of the high point will increase the area draining to the Tract No. 14247 for approximately 5.6 acres. Duncan Canyon Road will be improved from Coyote Canyon Road to the southwest boundary of Tract No. 16326. The improvements to Duncan Canyon Road consist of roadway widening and construction of curb and gutter. I HaR & Foreman, Inc. \\11FServeriMupland projects\03253\Eng\03253-000\Hm\16326\Hydrology ReportTurpose and Scope-5-28-03.doe t K DRAINAGE ANALYSIS FOR TRACT NO. 16326 COYOTE CANYON — FONTANA, CALIFORNIA HYDROLOGY Hunter's Ridge Tract No. 14724 on The San Bernardino County Flood Control District (SBCFCD) Hydrology Manual (Reference 3) was used to develop the hydrological parameters for the 25 -year, and 100 -year storm events. The Rational Method was used for the analysis. Computations were performed using the computer program developed by Advanced Engineering Software (AES) to include the additional area from Tract 16326. The hydrology results were then compared to the approved analysis of Tract No. 14724 for impacts. MR The Onsite drainage of Tract No. 14724 is routed as shown in the approved hydrology analysis. The As additional drainage area will be introduced into the existing flow paths of nodes I to 4 and nodes 51 to 55 at node 1 and node 5 1, respectively (see Exhibit "A"). Approximately 2.0 acres will be added to No the flow path of nodes I to 4, this area is modeled as node 1. 1 to node I in the revised hydrology analysis. This runoff will flow west along the south side of Fox Ridge Drive turning south on Tenderfoot Drive and then west on Mustang Lane. At the approximate intersection of Mustang Lane and Tenderfoot Drive the flows will overtop the street crown and confluence with runoff generated from the houses on the west side of Tenderfoot Drive. The flows will proceed to the "sump" inlets on Huntmaster Lane. The additional drainage area increases the peak storm runoff by 2.48 cfs and 1.33 cfs for the 100 -year and 25 -year peak, respectively (see Exhibit B) Coyote Canyon Tract No. 16326 The San Bernardino County Flood Control District (SBCFCD) Hydrology Manual (Reference 3), was used to develop the hydrological parameters for the 25 -year and 100 -year storm events. The Rational Method was used for the analysis. Computations were performed using the computer program 3 developed by Civil Cadd/Civil Design CCD). The rainfall values and slope of intensity duration curves used for the study were obtained from the isoheytal maps contained in the SBCFCD hydrology manual. These rainfall values are 1.600 inches 3 and 1.100 inches for the 100 -year and 10 -year storm events. A slopeof 0.6 was used forthestudy. Rainfall value for 25 -year storm event is 1.3 inches per Exhibit G. 3 Hydrologic Soil Group "N' (see Exhibit E) and an Antecedent Moisture Condition (AMC) 2 are used for the study area. The Onsite drainage of Tract No. 16326 is routed as shown on the Site Hydrology Map (see Exhibit "C"). The generated storm flows will be conveyed by the streets and accumulate at the southwest 2 HaU & Foreman, Inc. \WServerMupland projects\03253\Eng\03253-000\lim\16326\Hydrology ReportTurpose and Scope_5-28-03.doc The remaining 3.6 acres will be added to the flow path of nodes 51 to 55. This area is modeled as node 50 to node 50.1 and 50.1 to 51 in the revised hydrology analysis. This runoff will flow west along the north side of Fox Ridge Drive and turn south onto Buckskin Drive. Two existing catch basins intercept the flows conveying the runoff to Storm Drain Line "A", via Storm Drain Line "B" and Lateral "B" (See Hunter's Ridge Storm Drain Improvement Plans Tract Nos. 14274, 14274- 1, & 14274-2). The additional drainage area increases the peak storm runoff by 2.85 cfs and 1.52 cfs for W the 100 -year and 25 -year peak, respectively (see Exhibit "B"). The existing flows are 12.07 cfs for AW west and 24.82 cfs for east side of the Buckskin Drive. The proposed flows for 25 -year storm event would be 13.59 cfs for west (1.52 cfs increase) and 24.82 cfs for east (no change). Please see Appendices A and B for the Hydrology calculations at node #55 and 46. A 7 foot catch basin is proposed to catch the additional 2.85 cfs resulting the development of the Tract 16326. Coyote Canyon Tract No. 16326 The San Bernardino County Flood Control District (SBCFCD) Hydrology Manual (Reference 3), was used to develop the hydrological parameters for the 25 -year and 100 -year storm events. The Rational Method was used for the analysis. Computations were performed using the computer program 3 developed by Civil Cadd/Civil Design CCD). The rainfall values and slope of intensity duration curves used for the study were obtained from the isoheytal maps contained in the SBCFCD hydrology manual. These rainfall values are 1.600 inches 3 and 1.100 inches for the 100 -year and 10 -year storm events. A slopeof 0.6 was used forthestudy. Rainfall value for 25 -year storm event is 1.3 inches per Exhibit G. 3 Hydrologic Soil Group "N' (see Exhibit E) and an Antecedent Moisture Condition (AMC) 2 are used for the study area. The Onsite drainage of Tract No. 16326 is routed as shown on the Site Hydrology Map (see Exhibit "C"). The generated storm flows will be conveyed by the streets and accumulate at the southwest 2 HaU & Foreman, Inc. \WServerMupland projects\03253\Eng\03253-000\lim\16326\Hydrology ReportTurpose and Scope_5-28-03.doc �51 DRAINAGE ANALYSIS FOR TRACT NO. 16326 COYOTE CANYON — FONTANA, CALIFORNIA comer of Tract No. 163 26. These flows will be intercepted and inserted into the existing Line "A" (Proposed Line "H') thru proposed 28 foot catch basin. Duncan Canyon Road The San Bernardino County Flood Control District (SBCFCD) Hydrology Manual (Reference 3), was used to develop the hydrological parameters for the 25 -year and 100 -year storm events. The Rational Method was used for the analysis. Computations were performed using the computer program developed by Advanced Engineering Software (AES). The rainhill values and slope of intensity duration curves used for the study were obtained from the isoheytal maps contained in the SBCFCD hydrology manual. These rainfall values are 1.600 inches and 1.100 inches for the 100 -year and 10 -year storm events. A slopeof 0.6 was used forthe study. Rainfall value for 25 -year storm event is 1.3 inches per Exhibit G. Hydrologic Soil Group "A" (see Exhibit "E") and an Antecedent Moisture Condition (AMC) 2 are used for the study area. The drainage associated with Duncan Canyon Road is routed as shown on the Duncan Canyon Road Hydrology Map (see Exhibit "D"). The generated storm flows will be conveyed by the streets. These flows will be intercepted and inserted into the existing Line "A" (Proposed Line "W) thru catch basins #1, #2, #3 and #4. L—j M M Pl- 3 HaU & Foreman') Inc. fflFSeiverMupland project"3253\Eng\03253-000\Hm\16326\Hydrology RepottTurpose and Scope 5-28-03.doe L Am MININIONNOW DRAINAGE ANALYSIS FOR TRACT NO. 16326 COYOTE CANYON — FONTANA, CALIFORNIA 3 HYDRAULICS STREET HYDRAULICS Hydraulic capacity calculations were prepared for the local interior streets. The hydraulic capacities of the streets are based upon normal depth calculations and were performed with the Haestad "FlowMaster" program. The calculations are used to locate potential impacts, using the peak flow rates from the hydrology analyses, within the residential streets. In addition, the rating tables were used to evaluate the street flooding criteria for residential streets, which are design criteria within the City of Fontana: 1 The peak flow rate, within the street section, resulting from a 25 -year storm event shall not exceed the top of curb. 2. The peak flow rate, within the street section, resulting from a 100 -year storm event shall not exceed the street right-of-ways. These calculations demonstrate that the increase in runoff flows to Tract No. 14724 would not violate the above-mentioned criteria. In addition, the hydraulic capacity calculations demonstrate that the residential streets of Tract No. 16326 will convey the developed storm flows. To mitigate the maximum increase of 2.48 cfs at the intersection of Tenderfoot Drive and Mustang Lane, the construction of a 7' catch basmi will be required. The proposed catch basin would intercept approximately 15 cfs (see appendix E-2, catch basin #6 calcs) and thus alleviate the impacts due to the addition of drainage area. To mitigate the maximum increase of 2.85 cfs on Buchskin Drive the construction of a 7' catch basin will be required. The 2.85 cfs; increase requires 6.01 feet catch basin and the proposed 7 foot catch basin would intercept more than 2.85 cfs (see appendix E-2, catch basin #6 calcs) and thus alleviate im the impacts due to the addition of drainage area. on Within Tract No. 16326, a 28 -foot "sump" catch basin, located a the south end of Street "C" (Node im 808), will be required to intercept the developed storm flows. The proposed catch basin will connect with the proposed Line "H" (extension of Existing Line "A") to convey the storm flows to the existing Hawker -Crawford Channel. An emergency overflow spillway in means of secondary catch basin will I ill provide an alterriative route for the storm be provided on Street "C". This spillway/catch basin wi flows, in the event the proposed catch basin is clogged with debris. The proposed improvements to Duncan Canyon Road will include the construction four catch basins. The proposed catch basins will intercept the storm flows generated from the development of the proposed park and Duncan Canyon Road. The catch basins will discharge into the proposed Line "IT' (existing Line "A" extension), which will convey the flows into the existing Hawker -Crawford Channel as previously described. LINE -H- STORM DRAIN (EXISTING LINE -A- EXTENSION) The existing storm drain Line "N'conveys offsite flows from approximately 100' north of the intersection of Roundup Lane and Duncan Canyon Road, through Tract No. 14724 and into the existing Hawker -Crawford Channel, downstream of Rich Basin. Existing Line "A7' will be extended 4 HaH & Foreman, Inc. \WServerMupland projects\03253\Eng\03253-000\Hm\16326\liydrology ReportTurpose and Scope_5-28-03.doc V-11 DRAINAGE ANALYSIS FOR TRACT NO. 16326 COYOTE CANYON - FONTANA, CALIFORNIA approximately 3700' (proposed Line -If') to the Tract No. 16326, 16325-1 and 16325-2. Basically everything south of Hawker -Crawford channel except the MVTD and Edison easement area will drain into the proposed line H and line A ultimately. Design flow of 152 cfs has been recalculated and modified to 152.5 cfs. Therefore the existing Line "A" will have the downstream capacity for the runoff generated and will not increase the flows within the Hawker -Crawford Channel. CONCLUSIONS AND RECOMMENDATIONS Based on the investigations made for this report, it is concluded that: I . Existing Line "A" (Coyote Canyon Master Drainage Plan, Line "IT') will possess sufficient flow capacity to convey the proposed development peak flow rates. Also, the addition of drainage area to Tract No. 14724 will not pose any major inrpacL 2. The designed storm drain improvements for Tract 16326 will convey the 100 -year storm event. REFERENCES Hall & Foreman, Inc.; Hydrologic & Hydraulic Report for Tracts 14274 & 14274-1, October 1994 AEI-CASC Engineering; Master Drainage Planfor the Coyote Canyon Specific Plan, April 2002 County of San Bernardino; Hydrology Manual, August 1986 5 Hall & Foreman, Inc. \\HFServerlB\uplandprojects\03253\Eng\03253-000\HM\16326\liydrology ReportTurpose and Scope 5-28-03.doc L, F." RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 9130 ANAHEIM PLACE, SUITE 120 RANCHO CUCAMONGA, CA 91730 909-484-9090 DESCRIPTION OF STUDY iw * HUnters Ridge Tract 14274, with Tract 16326 addition * Rational Method, 100 -year storm event * Job # 03253-000 FILE NAME: C:\aes2002\hydrosft\ratscx\14274rev-100.DAT'---'--------- TIME/DATE OF STUDY: 16:49 08/26/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.24 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED USER SPECIFIED STORM EVENT(YEAR) 100-00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.6000 PR *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* 60 *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR kii NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 3 1 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 2 18.0 9.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 3 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.24 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED I . . . . . . . . . . FLOW PROCESS FROM NODE 1.10 TO NODE 1.00 IS CODE 21 ----------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 600.00 ELEVATION DATA: UPSTREAM(FEET) 102.00 DOWNSTREAM(FEET) 94.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.753 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.052 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 "3-4 DWELLINGS/ACRE" A 2.00 0.98 0.60 32 12.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 on SUBAREA RUNOFF(CFS) 6.24 TOTAL AREA(ACRES) 2.00 PEAK FLOW RATE(CFS) 6.24 ow m FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 62 di---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< --- ======= ---------- UPSTREAM ELEVATION(FEET) = 94.44 DOWNSTREAM ELEVATION(FEET) 72.60 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 MR INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 im SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF OR STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 so Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0199 3 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 9.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.77 STREET FLOW TRAVEL TIME(MIN.) = 4.01 Tc(MIN.) = 16.76 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.439 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" A 2.65 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.65 SUBAREA RUNOFF(CFS) = 7.04 EFFECTIVE AREA(ACRES) 4.65 AREA -AVERAGED Fm(INCH/HR) 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 4.65 PEAK FLOW RATE(CFS) 12.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.28 FLOW VELOCITY(FEET/SEC.) = 4.40 DEPTH*VELOCITY(FT-FT/SEC.) 1.99 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 2.00 = 1600.00 FEET. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 72.60 DOWNSTREAM ELEVATION(FEET) 61.01 STREET LENGTH(FEET) = 565.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 an DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 ON INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 mm SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 im STREET PARKWAY CROSSFALL(DECIMAL) � 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 MR Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 0 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 14.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.15 STREET FLOW TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 18.86 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.204 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND U2F GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 1.90 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) 4.65 EFFECTIVE AREA(ACRES) 6.55 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 6.55 PEAK FLOW RATE(CFS) = 15.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.54 DEPTH*VELOCITY(FT*FT/SEC.) 2.21 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 3.00 = 2165.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * -A * * * * �k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 61 K >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) 61.01 DOWNSTREAM ELEVATION(FEET) 59.88 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 04 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 ad Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 18.16 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.31 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.26 STREET FLOW TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 20.73 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.027 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" A 2.03 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 ild SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.03 SUBAREA RUNOFF(CFS) 4.64 EFFECTIVE AREA(ACRES) = 8.58 AREA -AVERAGED Fm(INCH/HR) 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 8.58 PEAK FLOW RATE(CFS) 19.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCTTY(FEET/SEC.) � 2.38 DEPTH*VELOCITY(FT*FT/SEC.) 1.32 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 4.00 = 2425.00 FEET. 3 .... **.* ...... . ............... FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 3 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 55.88 DOWNSTREAM(FEET) 50.60 3 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 8.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 19.44 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 20.75 �LJ l LONGEST FLOWPATH FROM NODE 1.10 TO NODE 5.00 = 2455.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 16.00 IS CODE 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< di ELEVATION DATA: UPSTREAM(FEET) 50.60 DOWNSTREAM(FEET) 48.85 FLOW LENGTH(FEET) = 1.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 ad DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 53.40 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 19.44 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 20.75 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 16.00 = 2456.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.75 RAINFALL INTENSITY(INCH/HR) = 3.03 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) 8.58 q" TOTAL STREAM AREA(ACRES) = 8.58 IN PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.44 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 880.00 ELEVATION DATA: UPSTREAM(FEET) = 90.88 DOWNSTREAM(FEET) 72.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.713 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.059 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" A 2.32 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) 7.46 TOTAL AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) Ap scs Tc (DECIMAL) CN (MIN.) mm 0.50 32 12.71 7.46 I* * * * , * * * * * * k * � _ * , , , " * * * * , � � �' k * * * � k * * * * * I * * 1, * � * * * * * * * * k * * I * * * * � * * * * * I k * * * * * * * m FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 72.60 DOWNSTREAM ELEVATION(FEET) 60.70 STREET LENGTH(FEET) = 518.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 am DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 am OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow -Section = 0.0199 am **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 9.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: am STREET FLOW DEPTH(FEET) = 0.42 im . HALFSTREET FLOOD WIDTH(FEET) = 14.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.77 STREET FLOW TRAVEL TIME(MIN.) = 2.04 Tc(MIN.) = 14.76 im . * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.712 SUBAREA LOSS RATE DATA(AMC II): No DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.40 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) 4.06 EFFECTIVE AREA(ACRES) = 3.72 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3-72 PEAK FLOW RATE(CFS) 10.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.36 FLOW VELOCITY(FEET/SEC.) = 4.36 DEPTH-VELOCITY(FT*FT/SEC.) 1.89 LONGEST FLOWPATH FROM NODE 11*00 TO NODE 13*00 � 1391.00 FEET, FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) 60.70 DOWNSTREAM ELEVATION(FEET) 59.88 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 H h, H SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TTME COMPUTED USING ESTIMATED FLOW(CFS) 12.16 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.52 FLOOD WIDTH(FEET) 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 1.96 SPLIT DEPTH(FEET) 0.49 SPLIT FLOOD WIDTH(FEET) = 16.49 Q 1) T T IP T;T nW f (' TQ % = 5 43 SPLIT VELOCITY(FEET/SEC.) = 1.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.02 STREET FLOW TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 16.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.456 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.02 0.98 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SCS CN 32 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 2.72 EFFECTIVE AREA(ACRES) 4.74 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.74 PEAK FLOW RATE(CFS) = 0.49 12.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 1.96 DEPTH*VELOCITY(FT-FT/SEC.) 1.02 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 14.00 = 1618.00 FEET. FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 55.88 DOWNSTREAM(FEET) 50.63 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 26.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 12.66 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 16.63 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 1.�.00 = 1633.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< _,>>>>USING COMPUTER-ESTTMATED PIPESTZE (NON-PRESSUPE FL0W)<<X<< m ELEVATION DATA. UPSTREAM(FEET) = 48.87 DOWNSTREAM(FEET) 48.85 FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 3.18 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) 12.66 PIPE TRAVEL TIME(MIN.) 0.08 Tc(MIN.) = 16.72 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 16.00 = 1649.00 FEET. Im FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 "q ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ft I >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.72 RAINFALL INTENSITY(INCH/HR) = 3.44 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 4.74 TOTAL STREAM AREA(ACRES) = 4.74 ow PEAK FLOW RATE(CFS) AT CONFLUENCE 12.66 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 19.44 20.75 3.026 0.98( 0.51) 0.52 8.6 1.10 2 12.66 16.72 3.444 0.98( 0.49) 0.50 4.7 11.00 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 30.93 16.72 3.444 0.98( 0.50) 0.51 11.7 11.00 2 30.31 20.75 3.026 0.98( 0.50) 0.52 13.3 1.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.93 Tc(MIN.) = 16.72 EFFECTIVE AREA(ACRES) 11.65 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 13.32 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 16.00 = 2456.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 57.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREATA(FEET) 48.85 DOWNSTREAM(FEET) 48.32 m FLOW LENGTH(FEET) = 154.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.1 INCHES PIPE -FLOW VELOCITYIFEETISEC,1 = 5*11 ESTIMATED PIPE DIAMETER(INCH) = 36-00 NUMBER OF PIPES PIPE-FLOW(CFS) = 30.93 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) 17.16 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 57.00 2610.00 FEET. FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE 10 --------------------------- ------------------------------------------------ >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< 4W FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 502.00 ELEVATION DATA: UPSTREAM(FEET) 82.81 DOWNSTREAM(FEET) 70.43 to m H :1 L Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.814 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.�41 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" A 1.69 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) 6.47 TOTAL AREA(ACRES) = 1.69 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) [elm 0.50 32 9.81 6.47 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 70.43 DOWNSTREAM ELEVATION(FEET) 67.06 STREET LENGTH(FEET) = 283.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 8.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: m STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17 PRODUCT OF DEPTH&VELOCITY(FT-FT/SEC.) 1.39 STREET FLOW TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 11.30 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.357 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" A 0.96 0.98 0.50 32 0W SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.96 SUBAREA RUNOFF(CFS) 3.34 EFFECTIVE AREA(ACRES) = 2.65 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) 9.23 be END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.42 FLOW VELOCITY(FEET/SEC.) = 3.28 DEPTH*VELOCITY(FT*FT/SEC.) 1.49 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 23.00 785.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< go >>>>>(STREET TABLE SECTION # 1 USED)<<<<< im UPSTREAM ELEVATION(FEET) 67.06 DOWNSTREAM ELEVATION(FEET) 64.45 STREET LENGTH(FEET) = 348.00 CURB HEIGHT(INCHES) = 6.0 so STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0199 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 10.96 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.75 SPLIT DEPTH(FEET) = 0.31 SPLIT FLOOD WIDTH(FEET) = 9.04 SPLIT FLOW(CFS) = 1.74 SPLIT VELOCITY(FEET/SEC.) = 1.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.34 STREET FLOW TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 13.41 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.931 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS -1 Rm F7 K Hy LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGSIACRE" A 1,12 0*91 0*50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) 3.4*7 EFFECTIVE AREA(ACRES) 3.77 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 3.77 PEAK FLOW RATE(CFS) 11.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH-VELOCITY(FT*FT/SEC.) 1.34 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 24.00 = 1133.00 FEET. FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.41 RAINFALL INTENSITY(INCH/HR) = 3.93 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 3.77 TOTAL STREAM AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.69 FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 445.00 ELEVATION DATA: UPSTREAM(FEET) = 82.31 DOWNSTREAM(FEET) 70.43 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]* -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.205 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.927 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" A 1.28 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.11 Ap SCS Tc (DECIMAL) CN (MIN.) mort TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 0.50 32 9.20 5.11 FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE 62 ---------------------------------------------------------------------------- >_->>>COHPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<l---X< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 70.43 DOWNSTREAM ELEVATION(FEET) 67.06 STREET LENGTH(FEET) = 264.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 6.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.27 STREET FLOW TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 10.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.521 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" A 0.78 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.78 SUBAREA RUNOFF(CFS) 2.83 EFFECTIVE AREA(ACRES) 2.06 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) 7.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.94 FLOW VELOCITY(FEET/SEC.) = 3.18 DEPTH*VELOCITY(FT*FT/SEC.) 1.35 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 33.00 = 709.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * k * 1� * * * * * * * 41 * * * * * * * L 4r FLOW PROCESS FROM NODE 33*00 TO NODE 31*00 IS CODE 62 --------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 67.06 DOWNSTREAM ELEVATION(FEET) 64.47 STREET LENGTH(FEET) 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Hanning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 8.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.35 STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN..) = 12.22 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.157 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" A 0.62 0.98 0.50 32 do SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) 2.05 EFFECTIVE AREA(ACRES) 2.68 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.68 PEAK FLOW RATE(CFS) 8.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 16.98 FLOW VELOCITY(FEET/SEC.) = 2.95 DEPTH*VELOCITY(FT*FT/SEC.) 1.37 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 34.00 989.00 FEET. FLOW PROCESS FROM NODE 34.00 TO NODE 24.00 IS CODE 62 A---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< "R >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 64.4V DOWNSTREAM ELEVATION(FEET) 64.45 STREET LENGTH(FEET) = 36.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 8.87 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 21.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 0.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.52 STREET FLOW TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 12.87 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.030 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ift ON od LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.01 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) 0.03 EFFECTIVE AREA(ACRES) 2.69 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) 8.85 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 21.07 FLOW VELOCITY(FEET/SEC.) = 0.92 DEPTH*VELOCITY(FT*FT/SEC.) 0.52 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 24.00 = 1025.00 FEET. FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.87 RAINFALL INTENSITY(INCH/HR) = 4.03 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 2.69 TOTAL STREAM AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.85 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.38 Tc(MIN.) = 12.87 EFFECTIVE AREA(ACRES) = 6.31 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 6.46 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 24.00 = 1133.00 FEET. FLOW PROCESS FRON NODE 24.00 TO NODE 45.00 IS CODE - 62 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.69 13.41 3.931 0.98( 0.49) 0.50 3.8 21.00 2 8.85 12.87 4.030 0.98( 0.49) 0.50 2.7 31.00 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 20.38 12.87 4.030 0.98( 0.49) 0.50 6.3 31.00 2 20.29 13.41 3.931 0.98( 0.49) 0.50 6.5 21.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.38 Tc(MIN.) = 12.87 EFFECTIVE AREA(ACRES) = 6.31 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 6.46 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 24.00 = 1133.00 FEET. FLOW PROCESS FRON NODE 24.00 TO NODE 45.00 IS CODE - 62 H_ >X>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ----------- UPSTREAM ELEVATION(FEET) 64.45 DOWNSTREAM ELEVATION(FEET) 63.56 STREET LENGTH(FEET) = 20.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 "I i **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 20.40 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 3.09 STREET FLOW TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.92 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.020 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL dif "5-7 DWELLINGS/ACRE" A 0.01 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) 0.01 SUBAREA RUNOFF(CFS) 0.03 EFFECTIVE AREA(ACRES) 6.32 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 6.47 PEAK FLOW RATE(CFS) 20.38 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.33 FLOW VELOCITY(FEET/SEC.) = 6.53 DEPTH*VELOCITY(FT*FT/SEC.) 3.09 LONGEST FLOWPATH FROM NODE 21*00 TO NODE 15,00 = 1153,00 FEET, FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 10 >>>>>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------- FLOW PROCESS FROM NODE 11.00 TO NODE 42.00 IS CODE 21 --------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 226.00 ELEVATION DATA: UPSTREAM(FEET) = 90.88 DOWNSTREAM(FEET) :37.00 H K, Ap SCS Tc (DECIMAL) CN (MIN.) m� 0.50 32 7.67 2.39 FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 87.00 DOWNSTREAM ELEVATION(FEET) 84.46 STREET LENGTH(FEET) = 202.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(bECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.93 STREET FLOW TRAVEL TIME(MIN.) = 1.27 Tc(MIN-) 8.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 5.016 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" A 0.60 0.98 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) 2.45 EFFECTIVE AREA(ACRES) 1.13 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.13 PEAK FLOW RATE(CFS) = 32 0.49 4.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.27 FLOW VELOCITY(FEET/SEC.) = 2.84 DEPTH*VELOCITY(FT*FT/SEC.) 1.05 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 43.00 = 428.00 FEET. TC = K -[(LENGTH-- 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 7.667 5.498 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" A 0.53 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCHIHR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) 2.39 TOTAL AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) K, Ap SCS Tc (DECIMAL) CN (MIN.) m� 0.50 32 7.67 2.39 FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 87.00 DOWNSTREAM ELEVATION(FEET) 84.46 STREET LENGTH(FEET) = 202.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(bECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.14 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.93 STREET FLOW TRAVEL TIME(MIN.) = 1.27 Tc(MIN-) 8.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 5.016 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" A 0.60 0.98 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) 2.45 EFFECTIVE AREA(ACRES) 1.13 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.13 PEAK FLOW RATE(CFS) = 32 0.49 4.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.27 FLOW VELOCITY(FEET/SEC.) = 2.84 DEPTH*VELOCITY(FT*FT/SEC.) 1.05 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 43.00 = 428.00 FEET. " ., , , , , , , �, , �, , , , �, " " , " * " * , " -, * * * * * * * * * * * * * * * * * * * * * * * * * * * 41 * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 13,00 TO NODE 11*00 IS CODE � 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 84.46 DOWNSTREAM ELEVATION(FEET) 64.55 STREET LENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 do SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 4IR Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 di Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 am **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 10.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: di STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.50 go AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18 ow PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.82 STREET FLOW TRAVEL TIME(MIN.) = 3.79 Tc(MIN.) = 12.72 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.058 on SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN "R RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.6-7 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 3.67 SUBAREA RUNOFF(CFS) 11.79 EFFECTIVE AREA(ACRES) = 4.80 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) 15.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 17.96 FLOW VELOCITY(FEET/SEC.) = 4.61 DEPTH-VELOCITY(FT-FT/SEC.) 2.24 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 44.00 = 1378.00 FEET. FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 64.55 DOWNSTREAM ELEVATION(FEET) 63.56 STREET LENGTH(FEET) = 65.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 IDISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) � 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 15.52 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) 0.49 FLOOD WIDTH(FEET) 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) 3.92 SPLIT DEPTH(FEET) 0.30 SPLIT FLOOD WIDTH(FEET) = 8.91 SPLIT FLOW(CFS) = 2.37 SPLIT VELOCITY(FEET/SEC.) = 2.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92 dd PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.90 STREET FLOW TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 13.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.006 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" A 0.06 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 on SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) 0.19 EFFECTIVE AREA(ACRES) 4.86 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED FP(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 4.86 PEAK FLOW RATE(CFS) 15.42 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 3.92 DEPTH*VELOCITY(FT*FT/SEC.) 1.90 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 45.00 = 1443.00 FEET. FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY<<<<< MAIN STREAM CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 15.42 13.00 4.006 0.98( 0.49) 0.50 4.9 11.00 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 45.00 = 1443.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.38 12.92 4.020 0.98( 0.49) 0.50 6.3 31.00 2 20.29 13.46 3.922 0.98( 0.49) 0.50 6.5 21.00 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 45.00 = 1153.00 FEET. FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) 63.56 DOWNSTREAM ELEVATION(FEET) 62.09 STREET LENGTH(FEET) = 122.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 36.01 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.13 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.35 STREET FLOW TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 13.49 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.917 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" A 0.14 0.98 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) 0.43 EFFECTIVE AREA(ACRES) 11.34 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.47 PEAK FLOW RATE(CFS) NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE %p_j 0.49 35.79 PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 35.78 12.92 4.020 0.98( 0.49) 0.50 11.1 31.00 2 35.79 13.00 4.006 0.98( 0.49) 0.50 11.2 11.00 3 35.35 13.46 3.922 0.98( 0.49) 0.50 11.3 21.00 TOTAL AREA(ACRES) = 11.33 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.79 Tc(MIN.) = 12.998 EFFECTIVE AREA(ACRES) = 11.20 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 11.33 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 45.00 = 1443.00 FEET. FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) 63.56 DOWNSTREAM ELEVATION(FEET) 62.09 STREET LENGTH(FEET) = 122.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 36.01 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.13 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.35 STREET FLOW TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 13.49 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.917 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" A 0.14 0.98 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) 0.43 EFFECTIVE AREA(ACRES) 11.34 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.47 PEAK FLOW RATE(CFS) NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE %p_j 0.49 35.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.12 DEPTH*VELOCITY(FT*FT/SEC.) 2.35 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 46.00 = 1565.00 FEET. FLOW PROCESS FROM NODE 46.00 TO NODE 56.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< iiw ELEVATION DATA: UPSTREAM(FEET) 58.09 DOWNSTREAM(FEET) 55.04 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 35.79 PIPE TRAVEL TIME(MIN.) 0.01 Tc(MIN.) = 13.50 IN LONGEST FLOWPATH FROM NODE 11.00 TO NODE 56.00 = 1585.00 FEET. FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE low---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.50 RAINFALL INTENSITY(INCH/HR) = 3.91 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 11.34 TOTAL STREAM AREA(ACRES) = 11.47 PEAK FLOW RATE(CFS) AT CONFLUENCE 35.79 FLOW PROCESS FROM NODE 50.00 TO NODE 50.10 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ow >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 550.00 ELEVATION DATA: UPSTREAM(FEET) = 105.40 DOWNSTREAM(FEET) 99.80 Ap SCS Tc (DECIMAL) CN (MIN.) ffl� 0.60 32 12.87 6.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.867 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.030 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.00 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 6.20 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) ffl� 0.60 32 12.87 6.20 4m mmmmmmm� I . . . . . . . . . . . . �'. , � , , 'r " �, , , , * , * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 50.10 TO NODE 51.00 IS CODE = 62 -->>>>>COMPUTE-STREET-FLOW-TRAVEL-TIME-THRU-SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< UPSTREAM ELEVATION(FEET) 99.80 DOWNSTREAM ELEVATION(FEET) 94.44 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 md DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OR OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 go SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 No Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 i 1 0 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 8.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: id STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.13 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.38 im STREET FLOW TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) 15.58 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.594 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) 1.60 SUBAREA RUNOFF(CFS) 4.33 EFFECTIVE AREA(ACRES) 3.60 AREA -AVERAGED Fm(INCH/HR) 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) 3.60 PEAK FLOW RATE(CFS) 9.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.15 FLOW VELOCITY(FEET/SEC.) = 3.19 DEPTH*VELOCITY(FT*FT/SEC.) 1.50 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 51.00 = 1050.00 FEET. FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 94.44 DOWNSTREAM ELEVATION(FEET) 87.00 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSE-ALL GRADEBREAK(FEET) = 9.00 IF Ild K, H H �r INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CIFS) 10.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.25 PRODUCT OF DEPTH&VELOCITY(FT-FT/SEC.) 1.86 STREET FLOW TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 16.95 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.416 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.90 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) 2.29 EFFECTIVE AREA(ACRES) 4.50 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 32 0.59 11.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.00 FLOW VELOCITY(FEET/SEC.) = 4.28 DEPTH-VELOCITY(FT*FT/SEC.) 1.91 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 1400.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 87.00 DOWNSTREAM ELEVATION(FEET) 84.46 STREET LENGTH(FEET) = 202.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 12.16 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.56 SPLIT DEPTH(FEET) � 0.16 SPLIT FLOOD WIDTH(FEET) - 1.53 v SPLIT FLOW(CFS) = 0.21 SPLIT VELOCITY(FEET/SEC.) 1.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.73 STREET FLOW TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 17.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.306 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" A 0.55 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) 1.40 EFFECTIVE AREA(ACRES) 5.05 AREA -AVERAGED Fm(INCH/HR) 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 5.05 PEAK FLOW RATE(CFS) 12.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH-VELOCITY(FT*FT/SEC.) 1.73 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 1602.00 FEET. FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 84.46 DOWNSTREAM ELEVATION(FEET) 64.55 STREET LENGTH(FEET) = 1005.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 16.80 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 4.47 SPLIT DEPTH(FEET) 0.27 SPLIT FLOOD WIDTH(FEET) = 7.39 SPLIT FLOW(CFS) = 1.81 SPLIT VELOCITY(FEET/SEC.) = 2.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.17 STREET FLOW TRAVEL TIME(MIN.) = 3.75 Tc(MIN.) = 21.65 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 2.950 K FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) 64.55 DOWNSTREAM ELEVATION(FEET) 62.09 STREET LENGTH(FEET) = 188.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 on, SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 No Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0200 on 6m SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL di "5-7 DWELLINGS/ACRE" A 3.96 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATEf Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 3.96 SUBAREA RUNOFF(CFS) 8.78 EFFECTIVE AREA(ACRES) = 9.01 AREA-AVEPAGED Fm(INCH/HR) 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) 9.01 PEAK FLOW RATE(CFS) 19.57 STREET FLOW TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 22.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.47 DEPTH*VELOCITY(FT-FT/SEC.) 2.17 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 2607.00 FEET. FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) 64.55 DOWNSTREAM ELEVATION(FEET) 62.09 STREET LENGTH(FEET) = 188.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 on, SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 No Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0200 on 6m **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 20.28 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.52 FLOOD WIDTH(FEET) 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 3.68 SPLIT DEPTH(FEET) 0.45 SPLIT FLOOD WIDTH(FEET) = 14.73 SPLIT FLOW(CFS) = 7.67 SPLIT VELOCITY(FEET/SEC.) = 3.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.91 STREET FLOW TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 22.50 * 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 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.66 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) - 0.66 SUBAREA RUNOFF(CFS) 1.42 K EFFECTIVE AREA(ACRES) = 9.67 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 9.67 PEAK FLOW RATE(CFS) = 20.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18-00 FLOW VELOCITY(FEET/SEC.) = 3.68 DEPTH*VELOCITY(FT*FT/SEC.) 1.91 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 2795.00 FEET. FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 58.59 DOWNSTREAM(FEET) 55.40 FLOW LENGTH(FEET) = 47.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 20.45 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 22.55 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 56.00 = 2842.00 FEET. FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE did >>>>>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.) = 22.55 RAINFALL INTENSITY(INCH/HR) = 2.88 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.55 EFFECTIVE STREAM AREA(ACRES) 9.67 TOTAL STREAM AREA(ACRES) = 9.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.45 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 53.40 13.43 3.929 0.98( 0.50) 0.52 17.0 31.00 2 53.45 13.50 3.915 0.98( 0.50) 0.52 17.1 11.00 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 35.78 13.43 3.929 0.98( 0.49) 0.50 11.3 31.00 1 35.79 13.50 3.915 0.98( 0.49) 0.50 11.3 11.00 1 35.35 13.97 3.836 0.98( 0.49) 0.50 11.5 21.00 2 20.45 22.55 2.878 0.98( 0.53) 0.55 9.7 50.00 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 53.40 13.43 3.929 0.98( 0.50) 0.52 17.0 31.00 2 53.45 13.50 3.915 0.98( 0.50) 0.52 17.1 11.00 h 3 53.19 13.97 3.836 0.98( 0.50) 0.52 17.5 21.00 4 45.68 22.55 2.878 0.98( 0.51) 0.52 21.1 50.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: id PEAK FLOW RATE(CFS) = 53.45 Tc(MIN.) = 13.50 EFFECTIVE AREA(ACRES) 17.13 AREA -AVERAGED Fm(INCH/HR) = 0.50 OR AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 A TOTAL AREA(ACRES) = 21.14 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 56.00 = 2842.00 FEET. FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< No ELEVATION DATA: UPSTREAM(FEET) 55.40 DOWNSTREAM(FEET) 48.32 OR FLOW LENGTH(FEET) = 58.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 25.92 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 53.45 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 13.54 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 57.00 = 2900.00 FEET. on ad FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE ---------------------------------------------------------------------------- >>>>>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) (TNCH/HR) (ACRES) NODE 1 53.40 13.46 3.922 0.98( 0.50) 0.52 17.0 31.00 2 53.45 13.54 3.909 0.98( 0.50) 0.52 17.1 11.00 3 53.19 14.01 3.830 0.98( 0.50) 0.52 17.5 21.00 4 45.68 22.59 2.875 0.98( 0.51) 0.52 21.1 50.00 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 57.00 = 2900.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 30.93 17.16 3.391 0.98( 0.50) 0.51 11.7 11.00 2 30.31 21.19 2.988 0.98( 0.50) 0.52 13.3 1.10 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 57.00 = 2610.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 82.14 13.46 3.922 0.98( 0.50) 0.52 26.2 31.00 2 82.24 13.54 3.909 0.97( 0.50) 0.52 26.3 11.00 3 82.28 14.01 3.830 0.98( 0.50) 0.52 27.0 21.00 4 81.36 17.16 3.391 0.98( 0.50) 0.52 30.5 11.00 5 77.21 21.19 2.988 0.98( 0.51) 0.52 33.9 1.10 6 74.62 22.59 2.875 0.97( 0.51) 0.52 34.5 50.00 F ITOTAL AREA(ACRES) = 34.46 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 82.28 Tc(MIN.) = 14.006 EFFECTIVE AREA(ACRES) 26.98 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 34.46 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 57.00 = 2900.00 FEET. FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE 31 im---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< iml ELEVATION DATA: UPSTREAM(FEET) 48.32 DOWNSTREAM(FEET) 47.48 FLOW LENGTH(FEET) = 215.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.72 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 82.28 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 14.47 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 58.00 = 3115.00 FEET. 0 F F 10 IV IF IF END OF STUDY SUMMARY: TOTAL AREA(ACRES) 34.46 TC(MIN.) 14.47 EFFECTIVE AREA(ACRES) 26.98 AREA -AVERAGED FM(INCH/HR)= 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 PEAK FLOW RATE(CFS) 82.28 PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 82.14 13.93 3.843 0.98( 0.50) 0.52 26.2 31.00 2 82.24 14.01 3.830 0.97( 0.50) 0.52 26.3 11.00 3 82.28 14.47 3.756 0.98( 0.50) 0.52 27.0 21.00 4 81.36 17.62 3.337 0.98( 0.50) 0.52 30.5 11.00 5 77.21 21.66 2.949 0.98( 0.51) 0.52 33.9 1.10 6 74.62 23.06 2.840 0.97( 0.51) 0.52 34.5 50.00 END OF RATIONAL METHOD ANALYSIS 10 IV IF IF F ......... RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1237 Analysis prepared by: HALL & FOREMAN, INC. 9130 ANAHEIM PLACE, SUITE 120 ow RANCHO CUCAMONGA, CA 91730 909-484-9090 DESCRIPTION OF STUDY • Hunters Ridge Tract 14274, with Tract 16326 addition • Rational Method, 25 -year storm event • Job # 03253-000 FILE NAME: C:\aes2002\hydrosft\ratscx\14274rev-25.DAT-------'-'---'----. TIME/DATE OF STUDY: 17:19 08/26/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED I -HOUR INTENSITY(INCH/HOUR) = 1.1850 7 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD - do GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED H 0 *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 2 18.0 9.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 3 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED H 0 -4m - -- ---- - mmlmm� FLOW PROCESS FROM NODE 1.10 TO NODE 1.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 600.00 ELEVATION DATA: UPSTREAM(FEET) 102.00 DOWNSTREAM(FEET) 94.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.753 di * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.001 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 "3-4 DWELLINGS/ACRE" A 2.00 0.98 0.60 32 12.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) 4.35 TOTAL AREA(ACRES) 2.00 PEAK FLOW RATE(CFS) 4.35 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 62 ON---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< 4 UPSTREAM ELEVATION(FEET) 94.44 DOWNSTREAM ELEVATION(FEET) 72.60 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 qR DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) 0.020 W A Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 6.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.84 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.47 STREET FLOW TRAVEL TIME(MIN.) = 4.34 Tc(MIN.) = 17.09 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.517 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CH RESIDENTIAL 115-7 DWELLINGS/ACRE" A 2.65 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.65 SUBAREA RUNOFF(CFS) 4.84 K EFFECTIVE AREA(ACRES) = 4.65 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 4.65 PEAK FLOW RATE(CFS) = 8.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.96 FLOW VELOCITY(FEET/SEC.) = 4.03 DEPTH*VELOCITY(FT*FT/SEC.) 1.63 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 2.00 = 1600.00 FEET. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ------------ UPSTREAM ELEVATION(FEET) �2.60 DOWNSTREAM ELEVATTON(FEET) 61.01 STREET LENGTH(FEET) 565.00 CURB HEIGHT(INCHES) = 6.0 18.00 STREET HALFWIDTH(FEET) DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 * . . . . . . . . . . . I - - I - * - - * * * * * * * * * * * * * , * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 9.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 IR HALFSTREET FLOOD WIDTH(FEET) 15.15 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.76 STREET FLOW TRAVEL TIME(MIN.) = 2.30 Tc(MIN.) 19.39 25 YEAR RAINFALL INTENSITY(INCH/HR) 2.334 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" A 1.90 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) 3.16 EFFECTIVE AREA(ACRES) 6.55 AREA -AVERAGED Fm(INCH/HR) 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 6.55 PEAK FLOW RATE(CFS) 10.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.64 FLOW VELOCITY(FEET/SEC.) = 4.17 DEPTH*VELOCITY(FT*FT/SEC.) 1.83 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 3.00 = 2165.00 FEET. * . . . . . . . . . . . I - - I - * - - * * * * * * * * * * * * * , * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< F m >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) 61.01 DOWNSTREAM ELEVATION(FEET) 59.88 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 12.27 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.52 FLOOD WIDTH(FEET) 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.12 SPLIT DEPTH(FEET) 0.47 SPLIT FLOOD WIDTH(FEET) = 15.43 SPLIT FLOW(CFS) � 5.00 SPLIT VELOCITY(FEET/SEC.) = 1.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.10 STREET FLOW TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) = 21.44 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 2.19V 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" A 2.03 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.03 SUBAREA RUNOFF(CFS) 3.12 EFFECTIVE AREA(ACRES) 8.58 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 8.58 PEAK FLOW RATE(CFS) = 13.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.12 DEPTH-VELOCITY(FT-FT/SEC.) 1.10 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 4.00 = 2425.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 55.88 DOWNSTREAM(FEET) 50.60 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.89 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES F 3 PIPE-FLOW(CFS) = 13.03 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 21-46 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 5.00 = 2455.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< 50.60 DOWNSTREAM(FEET) 48.85 ELEVATION DATA: UPSTREAM(FEET) FLOW LENGTH(FEET) 1.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 47.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 13.03 PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 21.46 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 16.00 = 2456.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE -------- ------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I wd TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.46 RAINFALL INTENSITY(INCH/HR) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) 8.58 TOTAL STREAM AREA(ACRES) = 8.58 PEAK FLOW RATE(CFS) AT CONFLUENCE 13.03 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< mi >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 880.00 ELEVATION DATA: UPSTREAM(FEET) = 90.88 DOWNSTREAM(FEET) 72.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]* -0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.713 * 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.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2*32 0*91 0*50 12 12,71 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) 5.26 TOTAL AREA(ACRES) = 2.32 PEAK FLOW RATE(CFS) 5.26 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 72.60 DOWNSTREAM ELEVATION(FEET) 60.70 STREET LENGTH(FEET) = 518.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 6.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Ai STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.62 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.90 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.48 STREET FLOW TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) 14.93 * 21 YEAR RAINFALL INTENSITY(INCHIHR) 2,730 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" A 1.40 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) 1.40 SUBAREA RUNOFF(CFS) 2.83 EFFECTIVE AREA(ACRES) 3.72 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.72 PEAK FLOW RATE(CFS) 7.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.25 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY(FT*FT/SEC.) 1.57 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 13.00 = 1398.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) 60.70 DOWNSTREAM ELEVATION(FEET) 59.88 STREET LENGTH(FEET) = 220*10 CURB HEIGHTIINCHES) STREET HALFWIDTH(FEET) = 18-00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 v OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 8.45 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.52 FLOOD WIDTH(FEET) 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 1.96 SPLIT DEPTH(FEET) 0.36 SPLIT FLOOD WIDTH(FEET) = 10.09 SPLIT FLOW(CFS) = 1.72 SPLIT VELOCITY(FEET/SEC.) = 1.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.02 STREET FLOW TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 16.80 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 2.544 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.02 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) 1.89 EFFECTIVE AREA(ACRES) 4.74 AREA -AVERAGED Fm(INCH/HR) 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 4.74 PEAK FLOW RATE(CFS) 8.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18-00 FLOW VELOCITY(FEET/SEC.) = 1.96 DEPTH-VELOCITY(FT-FT/SEC.) 1.02 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 14.00 = 1618.00 FEET. do FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 di >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< 50.63 ===E=L=E=V=A=T=I=O=N==D=A=T=A=:==U=P=S=T=R=E=AM==(=F=E=E=T)=========5=5==8�8===D=O=W=N=S=T�R=E�A=M=(�F�E=E=T)=--=-=�========== FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 8.7� 3 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 16.81 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 15.00 = 1633.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< v >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 48.87 DOWNSTREAM(FEET) 48.85 FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 2�.O INCH PIPE IS 19.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 2.93 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES PIPE-FLOW(CFS) � 8.77 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 16.90 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 16.00 = 1649.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE ---------------------------------------------------------------------------- >>>>>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.) = 16.90 RAINFALL INTENSITY(INCH/HR) = 2.53 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 4.74 TOTAL STREAM AREA(ACRES) = 4.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.77 ** CONFLUENCE DATA ** STREAM Q Tc Intensity FP(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE MR 1 13.03 21.46 2.196 0.98( 0.51) 0.52 8.6 1.10 � i 2 8.77 16.90 2.535 0.98( 0.49) 0.50 4.7 11.00 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 21.09 16.90 2.535 0.98( 0.50) 0-51 11.5 11.00 2 20.35 21.46 2.196 0.98( 0.50) 0.52 13.3 1.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.09 Tc(MIN.) = 16.90 EFFECTIVE AREA(ACRES) 11.50 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 13.32 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 16.00 = 2456.00 FEET. 3 FLOW PROCESS FROM NODE 16.00 TO NODE 57.00 IS CODE = 31 3 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< 3 ELEVATION DATA: UPSTREAM(FEET) 48.85 DOWNSTREAM(FEET) 48.32 I FLOW LENGTH(FEET) = 154.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.8 INCHES PIPE -FLOW VELOCITY(FEETISEC.) = 5,21 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 21.09 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 17.38 LONGEST FLOWPATH FROM NODE 1.10 TO NODE S*7.00 = 2610.00 FEET. FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE 10 ---------------------------------------------------------------------------- bd >>>>>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< F7 i FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 502.00 ELEVATION DATA: UPSTREAM(FEET) 82.81 DOWNSTREAM(FEET) 70.43 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 "m SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.814 im * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.512 SUBAREA Tc AND LOSS RATE DATA(AMC II): OR DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) am RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.69 0.98 0.50 32 9.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) 4.60 TOTAL AREA(ACRES) 1.69 PEAK FLOW RATE(CFS) 4.60 * * 41 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 70.43 DOWNSTREAM ELEVATION(FEET) 67.06 STREET LENGTH(FEET) = 283.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0199 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 5.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: F7 i STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.17 STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 11.42 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 3.206 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" A 0.96 0.98 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.96 SUBAREA RUNOFF(CFS) 2.35 EFFECTIVE AREA(ACRES) 2.65 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.65 PEAK FLOW RATE(CFS) = 32 0.49 6.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.31 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY(FT*FT/SEC.) 1.23 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 23.00 785.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 67.06 DOWNSTREAM ELEVATION(FEET) 64.45 STREET LENGTH(FEET) = 348.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 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) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 on im **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 7.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.21 STREET FLOW TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 13.63 25 YEAR RAINFALL INTENSITY(INCH/HR) 2.883 S*UBAREA 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" A 1.12 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 on im SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) = 2.41 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *-k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 445.00 ELEVATION DATA: UPSTREAM(FEET) = 82.31 DOWNSTREAM(FEET) 70.43 m EFFECTIVE AREA(ACRES) = 3.77 AREA -AVERAGED Fm(INCH/HR) 0.49 im AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 9.205 TOTAL AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) 8.13 END OF SUBAREA STREET FLOW HYnRAULICS: MR DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.12 Fp Ap SCS Tc FLOW VELOCITY(FEET/SEC.) = 2.67 DEPTH*VELOCITY(FT*FT/SEC.) 1.25 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 24.00 = 1133.00 FEET. "5-7 DWELLINGS/ACRE" A 1.28 0.98 0.50 32 9.20 im FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 0.98 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< = 0.50 im TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: RATE(CFS) 3.64 TIME OF CONCENTRATION(MIN.) = 13.63 mi RAINFALL INTENSITY(INCH/HR) = 2.88 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) 3.77 TOTAL STREAM AREA(ACRES) = 3.77 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.13 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *-k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 445.00 ELEVATION DATA: UPSTREAM(FEET) = 82.31 DOWNSTREAM(FEET) 70.43 m Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 im SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.205 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.649 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" A 1.28 0.98 0.50 32 9.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) 3.64 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) 3.64 FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 70.43 DOWNSTREAM ELEVATION(FEET) 67.06 STREET LENGTH(FEET) = 264.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00