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HomeMy WebLinkAboutTract No. 15842 Hydrology StudyTRACT 15842 - EAST SUMMIT HEIGHTS — FOREST GLEN DRIVE CITY OF FONTANA DRAINAGE STUDY Revised: September 16, 2002 ,P/24./Ub Reference 652-1488 PREPARED BY: Madole & Associates, Inc. 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948-1311 Fax 948-8464 Aafon T. Sl ers Date R.C.E. 62183 Exp. 9/30/05 CONTENTS SECTION TITLE • ❑ A DISCUSSION ❑ Vicinity Map ❑ Q Q100 HYDROLOGY ❑ D CATCH BASIN SIZING ❑ H Q-100 HYDRAULICS — LATERAL "F-1 " ❑ R REFERENCES & MAPS ❑ Excerpts from Drainage Study for west half of Tract 15842 (by Hall & Foreman) ❑ Soils Map (from San Bernardino County Hydrology Manual) ❑ Isohyetal Map (from San Bernardino County Hydrology Manual) ❑ Hydrology Map DISCUSSION The purpose of this drainage study is to determine the catch basin size requirement for the basin located at . the : southerly end of Forest Glen Drive in Tract 15842, in the City of Fontana. Specifically, the subject tract is located south and east of the utility corridor, west of Beech Avenue, north of a proposed 10 acre park, in the Summit Heights Planned Community, in the City of Fontana, County of San Bernardino, California. The easterly portion of the subject site will consist of 31 single-family residences, with an approximate area of 6.7 acres. Proposed drainage is overland and by street flow in generally a southerly direction. There is no off -site tributary area to the subject property. The balance of the tract (Lots 32-68) was analyzed for drainage by Hall & Foreman (study approved and on -file with the City, excerpts included herein). The approved storm drain plans include sufficient capacity for the 'lateral and basin sized within this study. This easterly portion is tributary to the approved system in Curtis Avenue designed by Hall & Foreman. The 100-year storm event was modeled in the rational method hydrology calculations in this study. Street flow depths verify that adequate flood protection for the site exists. The rational method hydrologic model, as defined by Flood Control for San Bernardino County, was followed in the determination of storm runoff. AES software was utilized for hydrology calculations, street flow depth analysis (by means of the rational method analysis), and catch basin sizing. SIERRA LAKES. PIM TENT. TR. 1544 MADOLE & ASSOCIATES, INC. CONSULTING CML ENGINEERS AND LAND PLANNERS 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 (909) 948-1311 TRACT 15842 VICINITY MAP J:\Sumitt\TR15842\storm\Hyd-Map.dwg, 04/24/2002 10:14:40 AM, ats Q 100 HYDROLOGY 04/24/02 Q-1 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 F948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY ************************** * TRACT 15842 * Q100 FINAL HYDROLOGY * FOREST GLEN DRIVE (31 LOTS) ************************************************************************** FILE NAME: 15842.DAT TIME/DATE OF STUDY: 09:40 04/24/2002 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *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) = 1.5600 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 18.0 9.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 ELEVATION DATA: UPSTREAM(FEET) = 1550.00 DOWNSTREAM(FEET) = 1536.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.868 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.348 04/24/02 Q-2 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 2.90 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 10.08 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 32 10.87 10.08 **************************************************************************** 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) = 1536.00 DOWNSTREAM ELEVATION(FEET) = 1521.00 STREET LENGTH(FEET) = 570.00 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 = 2 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) = 15.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 0_ STREET FLOW DEPTH(FEET) = 0.43 C D -5 1 . ; ok_ uj HALFSTREET FLOOD WIDTH(FEE = 13.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.30 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.84 STREET FLOW TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 13.08 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.891 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" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 6. A 3.80 0.98 0.50 32 LOSS RATE, Fp(INCH/HR) = 0.98 AREA FRACTION, Ap = 0.50 3.80 SUBAREA RUNOFF(CFS) = 11.64 6.70 AREA -AVERAGED Fm(INCH/HR) = 0.49 = 0.98 AREA -AVERAGED Ap = 0.50 70 PEAK FLOW RATE(CFS) = 20.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 14.52 FLOW VELOCITY(FEET/SEC.) = 4.54 DEPTH*VELOCITY(FT*FT/SEC.) = 2.08 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1190.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.70 EFFECTIVE AREA(ACRES) = 6.70 AREA -AVERAGED Fp(INCH/HR) = 0.98 PEAK FLOW RATE(CFS) = 20.52 TC(MIN.) = 13.08 AREA -AVERAGED Fm(INCH/HR)= 0.49 AREA -AVERAGED Ap = 0.50 END OF RATIONAL METHOD ANALYSIS 04/24/02 CATCH BASIN SIZING CALCULATIONS 04/24/02 D-1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes). Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA, CA 91730 909.948.1311 F948.8464 madole@madolerc.com TIME/DATE OF STUDY: 09:42 04/24/2002 ************************** DESCRIPTION OF STUDY ************************** * TRACT 15842 * * CB SIZING - S'LY END OF FOREST GLEN DRIVE * * ************************************************************************** **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 20.50 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 9.60 Gl ,f `tom i4 04/24/02 D-2 1 1 1 STORM DRAIN HYDRAULICS 08/10/02 H-1 NM ME FILE: P:\652-1488\Drainage\fl.WSW CARD SECT CODE NO CD CD WSPGW WATER SURFACE CHN NO OF AVE PIER HEIGHT 1 BASE TYPE PIER/PIP WIDTH DIAMETER WIDTH - EDIT LISTING - Version 14.04 Date: 8-10-2002 Time: 9:30:31 PROFILE - CHANNEL DEFINITION LISTING PAGE 1 ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DROP 1 . 4 1 2.000 -2 3 0 .000 5.500 14.000 .000 .000 .00 WSPGW WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE, NO 1 IS - 'HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO 1 IS A 2 IS A REACH `U/S DATA 3 IS A 4 IS A 5 IS A REACH U/S DATA SUMMIT HEIGHTS TRACT 15842 (EASTERLY 31 LOTS) Q100 TRIBUTARY TO CURTIS AVE SD LATERAL F-1 WSPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING SYSTEM OUTLET U/S DATA STATION 1002.090 * STATION 1051.620 STATION 1065.780 WALL ENTRANCE U/S DATA STATION 1065.780 SYSTEM HEADWORKS U/S DATA STATION 1065.780 * * INVERT SECT 1510.550 1 * * INVERT SECT 1511.550 1 * INVERT SECT 1515.350 1 * * INVERT SECT 1515.350 2 * INVERT SECT 1515.350 2 08/10/02 H-2 N .013 .013 FP .500 W S ELEV 1515.300 RADIUS .000 ANGLE .000 PAGE NO 1 PAGE NO ANG PT MAN H .000 0 RADIUS ANGLE ANG PT MAN H 44.983 -18.036 W S ELEV 1515.350 .000 0 FILE: P:\652-1488\Drainage\fl.WSW W S P G W- CIVILDESIGN Version 14.04 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS TRACT 15842 (EASTERLY 31 LOTS) Q100 TRIBUTARY TO CURTIS AVE SD LATERAL F-1 I Invert Station 1 Elev L/Elem ICh Slope *********1********* 1 1002.090 1510.550 -I 49.530 .0202 1 1051.620 1511.550 . -1- 4.323 .2684 1 1055.943 1512.710 HYDRAULIC JUMP 1 1055.943 1512.710 1.248 .2684 1 1057.191 1513.045 -1- 1.356 .2684 1 1058.547 1513.409 1.184. .2684 1059.731 1513.727 -1 1.031 .2684 1 1060:761 1514.003 .897 .2684 1 1061.659 1514.244 .764 .2684 - Depth I Water (FT) 1 Elev 1 4.750 1515.300 1 4:157 1515.707 1 3.055 1515.765 - -1- I .855 1513.565 - -1- .682 1513.927 - -1- .915 1514.324 - -1- 1 .949 1514.676 - -1- .985 1514.989 - -1- 1.023 1515.267 - -1- Q (CFS) ********* 20.50 20.50 20.50 20.50 20.50 20.50 20.50 20.50 20.50 Vel Vel (FPS) Head SF Ave Energy Grd.E1. HF ********* 6.53 .66 1515.96 - -1- - - - .0082 .41 6.53 .66 1516.37 - -1- - - .0082 .04 6.53 - -1-, 16.01 - -1- 15.34 - -1- 14.63 - -1- 13.95 - -1- 13.30 - -I- 12.68 - -I- 08/10/02 H-3 .66 1516.43 3.98 .0538 3.65 .0477 3.32 .0419 3.02 .0369 2.75 .0325 2.50 .0286 1517.54 .07 1517.58 .06 1517.65 .05 1517.70 .04 1517.73 .03 1517.76 .02 Super Elev SE Dpth ******* .00 4.75 .00 .00 .00 .35 1.20 .32 1.20 .29 1.21 .27 1.22 .24 1.23 .22 1.25 CriticallFlow Top Depth I Width Froude NlNorm Dp ********1******** 1 1.62 .00 .00 1.16 1.62 .00 - I- I -1- .00 .57 1.62 1 - 1- .00 1 1.62 1.98 -I- 3.51 .57 1 1.62 1.99 3.30 .57 1.62 1.99 -1- 3.07 .57 1.62 2.00 -1- 2.87 .57 1 1.62 2.00 -I- 2.67 .57 1 1.62 2.00 -1- 2.48 .57 PAGE 1 Date: 8-10-2002 Time: 9:30:34 Height/ Dia.-FT ^N^ ******* 2.000 .013 2.000 .013 2.000 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .000 .00 .000 .00 .000 .00 .000 .00 .000 ******** No Wth ZL Prs/Pip ZR Type Ch ***** ******* .00 1 .0 .00 PIPE .00 .00 .00 .00 . 00 .00 .00 . 00 1 .0 P- IPE 1 .0 1 .0 PIPE 1 .0 P- IPE 1 .0 .00 PIPE .00 .00 .00 .00 .00 .000 .00 1 .0 P- IPE 1 .0 PIPE .00 1 .0 .00 P- IPE FILE: P:\652-1488\Drainage\fl.WSW W S P G W- CIVILDESIGN Version 14.04 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS TRACT 15842 (EASTERLY 31 LOTS) Q100 TRIBUTARY TO CURTIS AVE SD LATERAL F-1 ******************,******A:F***:t******************************************************************************************* Station L/Elem ********* Invert Elev C- h Slope ********* 1062.443 1514.454 - - -I- .676 .2684 1063.118 .587 1063.706 .497 1064.202 .426 Depth I Water (FT) I Elev ********1****** 1.062 1515.517 * 1 i 1514.636 1.104 1515.740 .2684 i I 1514.793 1.147 1515.941 - -I- -I- .2684 I I 1514.927 1 194 1516.121 .2684 'I I 1064.629 1515.041 1.242 1516.283 .352 .2684 _1_ 1064.980 1515.135 .283 .2684 I I 1065.263 1515.211 .220 .2684 I I 1065.484 1515.271 .163 .2684 1 1065.646 1515.314 .101 .2684 -I- i 1.294 1516.430 1.350 1516.562 1.410 1516.681 1.474 1516.788 Q (CFS) ********* 20.50 20.50 20.50 20.50 20.50 20.50 Vel Vel (FPS) Head SF Ave *******1******* 12.09 2.27 .0252 11.53 2.06 - -I- 10.99 - -1- .0223 1.88 .0197 10.48 1.70 - -1- 20.50 20.50 20.50 - -I- 9.99 .0174 1.55 .0154 9.53 1.41 .0137 9.08 1.28 .0122 8.66 1.16 -1- .0109 8.26 1.06 .0098 08/10/02 H-4 Energy Grd.El. HF ********* Super Elev SE Dpth ******* 1517.79 .20 .02 1.26 1517.80 .18 .01 1.29 1517.82 .16 -I- - .01 1.31 1517.83 .15 .01 1.34 1517.83 .13 .01 1.38 1517.84 .12 .00 1.41 1517.84 .11 .00 1.46 1517.85 .09 .00 1.50 1517.85 -1- .00 .08 1.56 CriticallFlow Top Depth I Width Froude NlNorm Dp ********1******** 1.62 2.00 -I- 2.31 .57 1.62 1.99 2.15 .57 1.62 1.98 1.99 .57 1.62 1.96 1.85 .57 1.62 1.94 1.71 .57 1.62 1.91 1.58 .57 1.62 1.87 1.46 .57 1.62 1.82 -I- 1.34 .57 1.62 1.76 1.23 .57 Height/ Dia.-FT "N" ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 PAGE Date: 8-10-2002 Time: 9:30:34 ******** No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 P- IPE 1 .0 P- IPE 1 .0 PIPE 1 .0 .00 PIPE .00 .00 .00 .00 .00 .00 .00 1 .0 P- IPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 .00 PIPE FILE: P:\652-1488\Drainage\f1.WSW W S P G W- CIVILDESIGN Version 14.04 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING SUMMIT HEIGHTS TRACT 15842 (EASTERLY 31 LOTS) Q100 TRIBUTARY TO CURTIS AVE SD LATERAL F-1 I Invert I Depth I Station I Elev I (FT) I -I- -I- -1- L/Elem ICh Slope I I I I I 1065.748 1515.341 - I-. -1- .032 .2684 1 1065.780 1515.350 - I- -I- WALL ENTRANCE I I 1065.780 1515.350 Water Elev 1.544 1516.885 1.624 1516.974 3.158 1518.508 PAGE 3 Date: 8-10-2002 Time: 9:30:34 ********************************************************** ******** Q I Vel Vel I Energy Super ICriticalIFlow Top (CFS) I (FPS) Head I Grd.El. Elev I Depth 1 Width - -1- -I- -I- - - -1- -I- - 1 SF Ave( HF SE DpthlFroude NINorm Dp I • I 20.50 7.87 .96 1517.85 - -I- -I- -I- - .0088 .00 1 20.50 • 7.50 .87 1517.85 -1- -1= -I- - I 20.50 .46 .00 1518.51 - -I- -I- -I - 08/10/02 H-5 I I .07. 1.62 1.68 1.62 1.11 .57 I 1 .06 1.62. 1.56 - -1- -I- .00 .41 14.00 - -I- Height/ Dia.-FT - "N" ******* 2.000 .013 2.000 5.500 Base Wt or I.D. X-Fall ******* .000 ZL ZR ***** .00 .00 .00 .000 .00 No Wth Prs/Pip Type Ch ******* 1 .0 P- IPE 1 .0 14.000 .00 0 .0 REFERENCES & MAP 09/16/02 R-1 Excerpts from Drainage Study for West Half of Tract 15842 (By Hall & Foreman) 09/16/02 R-1 15842-00.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM. PACKAGE. (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1237 Analysis prepared by: Hall & Foreman, Inc. 1152 North Mountain Avenue, Suite 100 Upland, California 91786 (909) 982-7777 ************************** DESCRIPTION OF STUDY ************************** * Tract 15842 * * 100 Year Storm * * Line "A" * FILE NAME: C:\aes2001\hydrosft\ratscx\15B42-00.DAT TIME/DATE OF STUDY: 22:00 04/17/2002 E_ _________ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: C6 --*TIME-OF-CONCENTRATION MODEL. -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *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) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ' 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0250 2 22.0 11.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 3 34.0 17.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 4 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint - 6.0 (FT*FT/S)_ *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 370.00 TO NODE 375.00 IS CODE = 21 »»,RATIONAL METHOD INITIAL SUBAREA ANALYSISc«« »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« === INITIAL SUBAREA FLOW-LENGTH(FEET) 7__________ __- ___ 00 00______-- ELEVATION DATA: UPSTREAM(FEET) - 1544.50 DOWNSTREAM(FEET) = 2527.00 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) - 11.840 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.104 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.62 0.80 0.60 52 11.84 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 8.55 TOTAL AREA(ACRES) = 2.62 PEAK FLOW RATE(CFS) = 8.55 FLOW PROCESS FROM NODE 375.00 TO NODE 380.00 IS CODE = 61 . »»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREAc«« »»,(STANDARD CURB SECTION USED)««« = = UPSTREAM ELEVATION(FEET) = 1527.00 =DOWNSTREAM ELEVATION(FEET) =.1518.00 STREET LENGTH(FEET) 400.00 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 2 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS).= STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 11.86 Page 1 15842-00.RE5 HALFSTREET FLOOD WIDTH(FEET) 13.61 AVERAGE FLOW VELOCITY(FEET/SEC.)= 3:01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.20 STREET FLOW TRAVEL TIME(MIN.) = 2.21 TC(MIN.) = 14.05 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.703 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL '3-4 DWELLINGS/ACRE" A 2.28 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap 0.60 SUBAREA AREA(ACRES) = 2.28 SUBAREA RUNOFF(CFS) _ 6.62 EFFECTIVE AREA(ACRES) = 4.90 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap - 0.60 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 14.22 • END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) 0.42 HALFSTREET FLOOD WIDTH(FEET) 14.66 FLOW VELOCITY(FEET/SEC.) = 3.14 DEPTH*VELOCITY(FT*FT/SEC.) 1.32 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 380.00 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 81 »»*ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< =__ MAINLINE Tc(MIN) = 14.05 - _ --- * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.703 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3-4 DWELLINGS/ACRE" A 3.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) - 9.58 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) - 23.80 FLOW PROCESS FROM NODE 380.00 TO NODE 385.00 IS CODE = 61 »»*COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»*(STANDARD CURB SECTION USED) ««< - = UPSTREAM ELEVATION(FEET) = 1518.00==DOWNSTREAM = ELEVATION(FEET) = 1516.30 = STREET LENGTH(FEET) _ 170.00 CURB HEIGHT(INCHES) - 6.0 STREET HALFWIDTH(FEET) = 18.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) - 0.02D 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 25.02 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.54 HALFSTREET FLOOD WIDTH(FEET) - 20.15 AVERAGE FLOW VELOCITY(FEET/SEC.) - 2.83 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.53 STREET FLOW TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 15.06 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.553 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.88 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 2.44 EFFECTIVE AREA(ACRES) = 9.08 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.6D TOTAL AREA(ACRES) = 9.08 PEAK FLOW RATE(CFS) = 25.13 END OF SUBAREA STREET. FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) _ 20.21 FLOW VELOCITY(FEET/SEC.).= 2.82 DEPTH*VELOCITY(FT*FT/SEC.) 1.54 LONGEST FLOWPATH FROM NODE 370.00 TO NODE 385.00 - 1270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 385.00 TO NODE 390.00 IS CODE = 41 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»*USING USER -SPECIFIED PIPESIZE (EXISTING ELEMENT) «cc< ELEVATION DATA, UPSTREAM(FEET) - 1511.10DOWNSTREAM(FEET)=1510.08 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.56 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.13 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 15.56 Page 2 15842-00.RES LONGEST FLOWPATH FROM NODE 370.00 TO NODE 390.00 = 1470.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 81 »»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<c< MAINLINE Tc(MIN) = 15.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.483 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 6.79 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) - 6.79 SUBAREA RUNOFF(CFS) = 18.37 EFFECTIVE AREA(ACRES) = 15.87 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 15.87 PEAK FLOW RATE(CFS) = 42.93 FLOW PROCESS FROM NODE 390.00 TO NODE 440.00 IS CODE = 41 »»»»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< > »»USING USER -SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< == === ELEVATION DATA: UPSTREAM(FEET) 1510.08 DOWNSTREAM(FEET)=1509.60 FLOW LENGTH(FEET) _ 200.00 MANNING'S N = 0.013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) - 6.07 PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) - 42.93 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) 16.11 LONGEST FLOWPATN FROM NODE 370.00 TO NODE 440.00 = 1670.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 15.87 TC(MIN.) - 16.11 EFFECTIVE AREA(ACRES) = 15.87 AREA -AVERAGED Fm(INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR)'= 0.80 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) 42.93 END OF RATIONAL METHOD ANALYSIS Page 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 / J Np IIg4= re A.