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HomeMy WebLinkAboutTract No. 16175 Hydrology StudySierra Lakes Tract 16175 CITY OF FONTANA DRAINAGE STUDY April 18, 2002 Reference (826-1176) PREPARED BY: Madole & Associates, Inc. 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948-1311 Fax 948-8464 114,1 'pGIOM[�D QROFESsI N <�0MAsss m y No.62183 can m Exp. q'oo t _* OF AU`� CONTENTS SECTION TITLE A DISCUSSION ❑ Vicinity Map O Index Map Q10 HYDROLOGY Q100 HYDROLOGY CATCH BASIN SIZING ❑ CB# 1 & 2 ❑ CB#3&4 ❑ CB#5&6 ❑ CB#7&8 ❑ CB#9 ❑ Culvert 1 o Culvert 2 STORM DRAIN HYDRAULICS o Line A & Laterals A-1 o Laterals B-1 thru B-2 ❑ Line C REFERENCES & MAPS o Soils Map (from San Bernardino County Hydrology Manual) ❑ Valley Area10 year 1 Hour Isohyetals ❑ Valley Area100 year 1 Hour Isohyetals O Hydrology Map ❑ Rough Grading Master Plan ❑ August Drive Hydrology Map ❑ Dwg, No 2666, Sht 22 of 31 ❑ Dwg. No. 2772, Sht 2 of 8 ❑ Dwg. No. 2839, Sht 7 of 11 ❑ Overflow Exhibit i DISCUSSION. Q100 Hydrology The purpose of this study is to determine the drainage facility requirements for Tract 16175 and Medinah Street in the Sierra Lakes Golf Course Planned Community. Specifically, the subject area located along future Medinah Street, east of Augusta Drive, north of Sierra Lakes Parkway, west of Sierra Avenue and south of future Summit Avenue in the City of Fontana, County of San Bernardino, California. The subject area consists of 159 single family homes in Tract 16175 and 52 single family homes in Tract 16178. Proposed drainage is by street flow in generally the southwesterly direction for Tract 16175 and in the southerly direction for Tract 16178. The runoff from the northerly portion of Tract 16175 along with 0.2 acres of offsite tributary flow drain to a culvert at the end of the cul-de-sac and convey to Augusta Drive. The runoff from the central portion of Tract 16175 drains by street flow directly into Augusta Drive where it joins flow from the northerly part of the tract. The combined flow gets intercepted by Catch Basins #3 and 4 at Node 5. The runoff from the southerly portion of Tract 16175 drains by street flow until it reaches Catch Basins 1 & 2 where it gets intercepted and conveys through a 24" RCP into an existing catch basin with an existing 36" RCP. Subareas 1, 2, 3, & 31 drain into Catch Basins 5 and 6 on Medinah Street, and convey to an existing manhole structure via an 18" RCP and continue to Basin #10 via an existing 24" RCP. The runoff from the southerly portion of Tract 16178 drains by street flow into CB#9 and travels through a proposed 18" RCP and connects with an existing 18" RCP that flows to Basin #9. The northerly and easterly portions of Tract 16178 drain into CB# 7 & 8 where they confluence with offsite tributary flow (58.1 cfs) from Tract 16177. The total flow travels through an existing 36" RCP that outlets at Basin #9. The freeboard at CB #7 does not meet the desired 6" due to the existing downstream condition. However, overflow from a 100 year storm can drain into the golf course area. All sump catch basins were sized to account for potential clogging. All pipes were designed to accommodate the total upstream flow. 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, and catch basin sizing. CivilDesign's WSPGW hydraulic software program was used to validate pipe sizes. 1 1 1 1 1 1 1 1 1 SWAM' AVE AVE VICINITY MAP oinwittiTYN fir•,°/«%����� J:\826-1176\StormDrafn\HydMap.dwg, 04/18/2002 08:38:10 Ph O,ao-INITIAL EL- 89.2 NODE DESCRIPTION SUBAREA DESCRIPTION LENGTH BETWEEN NODES FLOW ARROW SUBAREA BOUNDARY 5-7D/A C13/3, W.28. V O,00-31.70 EL. 65.4 0...7.46 TOT Q,00•4.31 O.F. Ouse- 3.14 SUBAREA NUUBER & ACREAGE 5-7D/A EL. 64.7 PIPE .f094 • 5—'D/A 4.7 PE ILOW NV EL- 89.92 18'SD LAT. B-2 O,00• IN1 EL. 78 2 -SD 0,_-5.33 EL• 78.2 - 10.65. �1 EL•74.4 CB/5. W.6 O :• - 5.33 p 7E 5' 71NN•YO 5-70/A '14\ O,00•16.5� EL- 78.7 .. NITIA EL.r 73.8 / / `\ C� /, \ C0/7, W.21' 0,0o•40.98 TOT. 0.,-11 EL... 70.6 66.3 INV PIPE FLOW 0100-58.1 SPUT FLOW TRIBUTARY FROM TR. 16177 CB/8, W.21' O,Oo-75.16 TOT. Q,00-34.47 SUBTOT. 01oo• 5.42 EL. 70.6 65.7 INV PIPE FL TRACT 16178 BASIN /9 JN826-1176StormDratn\HydMap.dwg, 04/18/2002 04 92 50:48 PM, n 1 1 1 1 1 1 1 11) 1 1 1 1 1 1 1 Q 10 HYDROLOGY 04/18/02 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. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA, CA 91730 909.948.1311 F948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY * Q10 HYDROLOGY TRACTS 16175 AND 16178 * * ************************************************************************** FILE NAME: C:\aes2001\hydrosft\ratscx\16175Q10.DAT TIME/DATE OF STUDY: 20:23 04/18/2002 * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *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) = 1.0500 *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 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 3 10.0 5.0 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 = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (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««< 04/18/02 »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 430.00 ELEVATION DATA: UPSTREAM(FEET) = 80.50 DOWNSTREAM(FEET) = 75.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.721 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.951 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 1.80 0.98 0.50 32 10.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.99 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 3.99 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.72 RAINFALL INTENSITY(INCH/HR) = 2.95 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(•ACRES) = 1.80 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.99 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 465.00 ELEVATION DATA: UPSTREAM(FEET) = 88.30 DOWNSTREAM(FEET) _ 85.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.907 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.640 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 1.20 0.98 0.50 32 12.91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 2.32 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 2.32 FLOW PROCESS FROM NODE 51.00 TO NODE 2.00 IS CODE = 62 04/18/02 Q-3 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 85.80 DOWNSTREAM ELEVATION(FEET) = 75.50 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 2.03 Tc(MIN.) = 14.94 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.418 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 1.60 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) = 1.60 SUBAREA RUNOFF(CFS) = 2.78 EFFECTIVE AREA(ACRES) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 4.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.91 FLOW VELOCITY(FEET/SEC.) = 3.27 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 2.00 = 845.00 FEET. *****************************-4********************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.94 RAINFALL INTENSITY(INCH/HR)• = 2.42 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = -'0.50 EFFECTIVE STREAM AREA(ACRES) = 2.80 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.87 04/18/02 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 3.99 10.72 2 4.87 14.94 Intensity (INCH/HR) 2.951 2.418 Fp(Fm) (INCH/HR) 0.98( 0.49) 0.97( 0.49) Ap Ae HEADWATER (ACRES) NODE 0.50 1.8 1.00 0.50 2.8 50.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 8.45 10.72 2.951 2 7.99 14.94 2.418 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.98( 0.49) 0.50 3.8 0.97( 0.49) 0.50 4.6 HEADWATER NODE 1.00 50.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.45 Tc(MIN.) = 10.72 EFFECTIVE AREA(ACRES) = 3.81 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.60 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 2.00 = 845.00 FEET. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>(STREETTABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 75.50 DOWNSTREAM ELEVATION(FEET) = 73.20 STREET LENGTH(FEET) = 215.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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 = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.40 STREET FLOW TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 11.88 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.775 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 0.20 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) = 0.20 SUBAREA RUNOFF(CFS) = 0.41 04/18/02 Q-5 EFFECTIVE AREA(ACRES) = 4.01 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 8.45 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.21 FLOW VELOCITY(FEET/SEC.) = 3.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.39 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 3.00 = 1060.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 11.88 RAINFALL INTENSITY(INCH/HR) = 2.77 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.01 TOTAL STREAM AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.45 FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 308.00 ELEVATION DATA: = 85.80 DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.165 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.880 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 1.94 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = Fp Ap SCS (INCH/HR) (DECIMAL) CN 84.30 Tc (MIN.). 0.50 32 11.17 1.94 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL »»>(STREET TABLE SECTION # 2 TIME THRU SUBAREA«<« USED) ««< UPSTREAM ELEVATION(FEET) = 84. STREET LENGTH(FEET) = 405.00 STREET HALFWIDTH(FEET) = 20.00 • 30 DOWNSTREAM ELEVATION(FEET) = 74.70 CURB HEIGHT(INCHES) = 6.0 04/18/02 • DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.97 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 13.44 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.577 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 2.00 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) = 2.00 SUBAREA RUNOFF(CFS) = 3.76 EFFECTIVE AREA(ACRES) = 2.90 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 5.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.57 FLOW VELOCITY(FEET/SEC.) = 3.20 DEPTH*VELOCITY(FT*FT/SEC.) = 0.95 'LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 713.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 3.00 IS CODE = 36 »>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 74.70 DOWNSTREAM(FEET) = 73.20 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 4.50 ESTIMATED BOX HEIGHT(FEET) = 0.24 BOX -FLOW VELOCITY(FEET/SEC.) = 5.06 - BOX-FLOW(CFS) = 5.45 BOX -FLOW TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 13.57 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 3.00 = 753.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF -STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.57 RAINFALL INTENSITY(INCH/HR) = 2.56 04/18/02 Q-7 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.90 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 8.45 11.88 1 7.99 16.11 2 5.45 13.57 Intensity (INCH/HR) 2.775 2.311 2.562 5.45 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.97( 0.49) 0.50 4.0 0.98( 0.49) 0.50 4.8 0.98( 0.49) 0.50 2.9 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 13.71 11.88 2.775 2 13.72 13.57 2.562 3 12.79 16.11 2.311 HEADWATER NODE 1.00 50.00 60.00 Fp(Fm) Ap Ae HEADWATER (INCH/HR)- (ACRES) NODE 0.97( 0.49) 0.50 6.5 1.00 0.97( 0.49) 0.50 7.2 60.00 0.98( 0.49) 0.50 7.7 50.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.72 Tc(MIN.) = 13.57 EFFECTIVE AREA(ACRES) = 7.22 AREA -AVERAGED Fm(INCH/HR) = -0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.70 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 3.00 = 1060.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 73.20 DOWNSTREAM ELEVATION(FEET) = 71.40 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.98 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 14.46 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.466 13.90 04/18/02 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 0.20 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) = 0.20 SUBAREA RUNOFF(CFS) = 0.36 EFFECTIVE AREA(ACRES) = 7.42 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) = 13.72 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.80 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 4.00 = 1220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.46 RAINFALL INTENSITY(INCH/HR) = 2.47 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 7.42 TOTAL STREAM AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.72 **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NODE 10.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 360.00 ELEVATION DATA: UPSTREAM(FEET) = 101.50 DOWNSTREAM(FEET) = 89.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.144 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.480 SUBAREA Tc AND LOSS RATE DATA(AMC I1): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) _ Fp Ap SCS (INCH/HR) (DECIMAL) CN A 0.20 0.98 0.50 LOSS RATE, Fp(INCH/HR) = 0.98 AREA FRACTION, Ap = 0.50 0.54 0.20 PEAK FLOW RATE(CFS) = 0.54 Tc (MIN.) 32 8.14 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 62 04/18/02 Q-9 »»>COMPUTE STREET FLOW TRAVEL »»>(STREET TABLE SECTION # 2 TIME THRU SUBAREA««< USED) ««< UPSTREAM ELEVATION(FEET) = 89 STREET LENGTH(FEET) = 950.00 STREET HALFWIDTH(FEET) = 20.00 .90 DOWNSTREAM ELEVATION(FEET) = 84.70 CURB HEIGHT(INCHES) = 6.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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 = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.85 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 8.57 Tc(MIN.) = 16.72 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.260 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 2.90 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) = 2.90 SUBAREA RUNOFF(CFS) = EFFECTIVE AREA(ACRES). = 3.10 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap =. 0.50 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 4.63 = 0.49 4.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.96 FLOW VELOCITY(FEET/SEC.) = 2.10 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 11.00 = 1310.00 FEET. FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 84.70 DOWNSTREAM ELEVATION(FEET) = 83.80 STREET LENGTH(FEET) = 184.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 04/18/02 Q-10 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) _ Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 18.46 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.130 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) 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) = 4. 5.69 Fp Ap SCS (INCH/HR) (DECIMAL) CN 0.0150 A 1.00 0.98 0.50 32 LOSS RATE, Fp(INCH/HR) = 0.98 AREA FRACTION, Ap = 0.50 1.00 SUBAREA RUNOFF(CFS) = 1.48 4.10 AREA -AVERAGED Fm(INCH/HR) = 0.49 0.98 AREA -AVERAGED Ap = 0.50 10 PEAK FLOW RATE(CFS) = 6.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.54 FLOW VELOCITY(FEET/SEC.) = 1.79 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 12.00 = 1494.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 36 • »>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER -ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 83.80 DOWNSTREAM(FEET) = 81.80 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 4.00 ESTIMATED BOX HEIGHT(FEET) = 0.23 BOX -FLOW VELOCITY(FEET/SEC.) = 6.48 BOX-FLOW(CFS) = 6.06 BOX -FLOW TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 18.54 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 13.00 = 1526.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.54 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.124 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 0.40 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) = 0.40 SUBAREA RUNOFF(CFS) = 0.59 EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.49 04/18/02 Q-11 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 6.63 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 4.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) «<« UPSTREAM ELEVATION(FEET) = 81.80 DOWNSTREAM ELEVATION(FEET) = 71.40 STREET LENGTH(FEET) = 525.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 12.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.75, PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.56 STREET FLOW TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 20.87 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.978 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 0.40 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) = 0.40 SUBAREA RUNOFF(CFS) = 0.54 EFFECTIVE AREA(ACRES) = 4.90 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 6.63. NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS:_ DEPTH(FEET) =0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.68 FLOW VELOCITY(FEET/SEC.) = 3.69 DEPTH*VELOCITY(FT*FT/SEC.) = 1.52 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 4.00 = 2051.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.87 RAINFALL INTENSITY(INCH/HR) = 1.98 04/18/02 Q-12 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.90 TOTAL STREAM AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) AT CONFLUENCE 6.63 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.71 12.77 2.656 0.98( 0.49) 0.50 6.7 1.00 1 13.72 14.46 2.466 0.98( 0.49) 0.50 7.4 60.00 1 12.79 17.02 2.236 0.98( 0.49) 0.50 7.9 50.00 2 6.63 20.87 1.978 0.97( 0.49) 0.50 4.9 10.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 19.61 12.77 2.656 0.98( 0.49) 0.50 9.7 1.00 2 19.81 14.46 2.466 0.98( 0.49) 0.50 10.8 60.00 3 19.13 17.02 2.236 0.98( 0.49) 0.50 11.9 50.00 4 17.53 20.87 1.978 0.98( 0.49) 0.50 12.8 10.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.81 Tc(MIN.) = 14.46 EFFECTIVE AREA(ACRES) = 10.82 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.80 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 4.00 = 2051.00 FEET. **************•k************************************************,************* FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 71.40 DOWNSTREAM ELEVATION(FEET) = 65.40 STREET LENGTH(FEET) = 262.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS 'JSING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 19.38 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.76 19.98 04/18/02 Q-13 STREET FLOW TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 15.33 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.381 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 0.20 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) = 0.20 SUBAREA RUNOFF(CFS) = 0.34 EFFECTIVE AREA(ACRES) = 11.02 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.00 PEAK FLOW RATE(CFS) = 19.81 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 19.29 FLOW VELOCITY(FEET/SEC.) = 5.06 DEPTH*VELOCITY(FT*FT/SEC.) = 2.76 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 5.00 = 2313.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS< «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 455.00 ELEVATION DATA: UPSTREAM(FEET) = 65.40 DOWNSTREAM(FEET) = • Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.389 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.195 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" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 53.90 Ap SCS Tc (DECIMAL) CN (MIN.) A 0.40 0.98 0.50 32 9:39 LOSS RATE, Fp(INCH/HR) = 0.98 AREA FRACTION, Ap = 0.50 0.97 0.40 PEAK FLOW RATE(CFS) _ 0.97 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 1135.00 ELEVATION DATA: UPSTREAM(FEET) = 89.20 DOWNSTREAM(FEET) = 65.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.049 * 10 YEAR RAINFALL INTENS1TY(INCH/HR) = 2.509. SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL Ap SCS Tc (DECIMAL) CN (MIN.) 04/18/02 Q-14 "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) A 1.10 0.98 0.50 32 14.05 LOSS RATE, Fp(INCH/HR) = 0.97 AREA FRACTION, Ap = 0.50 2.00 1.10 PEAK FLOW RATE(CFS) = 2.00 FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 895.00 ELEVATION DATA: UPSTREAM(FEET) = 80.50 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.994 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.515 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.20 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.01 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = FP Ap (INCH/HR) (DECIMAL) 68.60 SCS Tc CN (MIN.) 0.50 32 13.99 4.01 FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 __ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.99 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.515 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.20 0.98 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4 EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = Fp (INCH/HR) Ap SCS (DECIMAL) CN 32 .01 = 0.49 8.03 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)< «< ELEVATION DATA: UPSTREAM(FEET) = 64.70 DOWNSTREAM(FEET) = 64.30 FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 04/18/02 Q-15 PIPE-FLOW(CFS) = 8.03 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 14.07 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 926.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00. TONODE 32.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.07 RAINFALL INTENSITY(INCH/HR) = 2.51 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.40 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.03 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 872.00 ELEVATION DATA: UPSTREAM(FEET) = 80.20 DOWNSTREAM(FEET) = 68.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.847 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.531 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 2.90 0.98 0.50 32 13.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.33 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 5.33 **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.85 * 10 YEAR RAINFALL INTENSITY(INCH/HR) SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) _ EFFECTIVE AREA(ACRES) = = 2.531 AREA Fp (ACRES) (INCH/HR) Ap SCS • (DECIMAL) CN A 0.90 0.98 0.50 LOSS RATE, Fp(INCH/HR) = 0.98 AREA FRACTION, Ap = 0.50 0.90 SUBAREA RUNOFF(CFS) = 1.66 3.80 AREA -AVERAGED Fm(INCH/HR) = 0.49 32 04/18/02 Q-16 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 6.99 ***+****************•******************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 32.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 64.70 DOWNSTREAM(FEET) = 64.30 FLOW LENGTH(FEET) = 36.90 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.44 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.99 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 13.94 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 32.00 = 908.90 FEET. • **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES • USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.94 RAINFALL INTENSITY(INCH/HR) = 2.52 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.80 'TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.99 ** CONFLUENCE DATA ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 8.03 14.07 2.507 2 6.99 13.94 2.520 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.97( 0.49) 0.50 4.4 0.97( 0.49) 0.50 3.8 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 15.00 13.94 2.520 2 14.97 14.07 2.507 ** Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.97( 0.49) 0.50 8.2 0.97( 0.49) 0.50 8.2 HEADWATER NODE 30.00 40.00 HEADWATER NODE 40.00 30.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.00 Tc(MIN.) = 13.94 EFFECTIVE AREA(ACRES) = 8.16 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.20 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 926.00 FEET. ***************_************************************************************* 04/18/02 Q-17 FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31 >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< «< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 64.80 DOWNSTREAM(FEET) = 59.10 FLOW LENGTH(FEET) = 197.00 MANNING'S N = 0.013. DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.00 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 14.24 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 1123.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.10 TO NODE 20.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 395.00 ELEVATION DATA: UPSTREAM(FEET) = 102.00 DOWNSTREAM(FEET) = 89.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.538 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.383 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 0.30 0.98 0.50 32 8.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.78 FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 89.90 DOWNSTREAM ELEVATION(FEET) = 89.10 STREET LENGTH(FEET) = 124.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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 = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED,FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 0.90 04/18/02 Q-18 1 1 1 1 1 HALFSTREET FLOOD WIDTH(FEET) = 6.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ 0.40 STREET FLOW TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 9.91 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.094 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 0.10 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) = 0.10 SUBAREA RUNOFF(CFS) = 0.23 EFFECTIVE AREA(ACRES) = 0.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 0.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.04 FLOW VELOCITY(FEET/SEC.) = 1.53 DEPTH*VELOCITY(FT*FT/SEC.) = 0.41 LONGEST FLOWPATH FROM NODE 20.10 TO NODE 21.00 = 519.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 89.10 DOWNSTREAM ELEVATION(FEET) = 79.80 STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: • STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 2.43 Tc(MIN.) = 12.34 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.712 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 2.30 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) = 2.30 SUBAREA RUNOFF(CFS) = 4.61 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.49 04/18/02 Q-19 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 5.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.64 FLOW VELOCITY(FEET/SEC.) = 3.13 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 20.10 TO NODE 22.00 = 929.00 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 22.10 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 79.80 DOWNSTREAM ELEVATION(FEET) = 78.20 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO'CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.98 PRODUCT OF.DEPTH&VELOCITY(FT*FT/SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 14.53 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.459 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 1.10 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) = 1.10 SUBAREA RUNOFF(CFS) = 1.95 EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 6.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.54 FLOW VELOCITY(FEET/SEC.) = 1.99 DEPTH*VELOCITY(FT*FT/SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 20.10 TO NODE 22.10 = 1189.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.10 TO NODE 23.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED)< «< 04/18/02 Q-20 UPSTREAM ELEVATION(FEET) = 78.20 DOWNSTREAM ELEVATION(FEET) = 78.00 STREET LENGTH(FEET) = 50.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTBEETS 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 = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.75 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 10.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 14.96 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.416 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 0.01 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) = 0.02 EFFECTIVE AREA(ACRES) = 3.81 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.81 PEAK FLOW RATE(CFS) = 6.74 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 •HALFSTREET FLOOD WIDTH(FEET) = 10.00 FLOW VELOCITY(FEET/SEC.) = 1.92 DEPTH*VELOCITY(FT*FT/SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 20.10 TO NODE 23.00 = 1239.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 74.50 DOWNSTREAM(FEET) = 74.40 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.74 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 15.03 LONGEST FLOWPATH FROM NODE 20.10 TO NODE 24.00 = 1257.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 21' 04/18/02 Q-21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 475.00 ELEVATION DATA: UPSTREAM(FEET) = 78.70 DOWNSTREAM(FEET) = 73.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.427 * 10 YEAR RAINFALL INTENSITY(INCH/Hid) = 2.840 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 0.30 0.98 0.50 32 11.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.64 **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC.(MIN) = 11.43 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.840. SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7DWELLINGS/ACRE" A 3.00 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) = 3.00 SUBAREA RUNOFF(CFS) = 6.35 EFFECTIVE AREA(ACRES) = 3.30 AREA -AVERAGED Frn(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 6.99 **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 73.80 DOWNSTREAM ELEVATION(FEET) _ STREET LENGTH(FEET) = 563.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 70.60 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 = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.92 04/18/02 Q-22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.93 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.38 PRODUCT OF'DEPTH&VELOCITY(FT*FT/SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 3.95 Tc(MIN.) = 15.37 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.377 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 1.10 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) = 1.10 SUBAREA RUNOFF(CFS) = 1.87 EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 7.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.54 FLOW VELOCITY(FEET/SEC.) = 2.34 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 72.00 = 1038.00 FEET. FLOW PROCESS FROM NODE 72.00 TO NODE 73.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)< «< ELEVATION DATA: UPSTREAM(FEET) = 66.30 DOWNSTREAM(FEET) = 65.40 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.48 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 15.45 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 73.00 = 1078.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 73.00 TO NODE 73.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.45 RAINFALL INTENSITY(INCH/HR) = 2.37 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.40 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.48 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 73.00 IS CODE = 21 04/18/02 Q-23 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 563.00 ELEVATION DATA: UPSTREAM(FEET) = 73.50 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.053 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.509 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 1.90 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.46 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 3.46 Ap SCS (DECIMAL) CN 70.60 Tc (MIN.) 14.05 **************************************************************************** FLOW PROCESS FROM NODE 73.00 TO NODE 73.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.05 RAINFALL INTENSITY(INCH/HR) = 2.51 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.90 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.46 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 7.48 15.45 2 3.46 14.05 Intensity (INCH/HR) 2.370 2.509 Fp (Fm ) (INCH/HR) 0.97( 0.49) 0.98( 0.49) Ap Ae HEADWATER (ACRES) NODE 0.50 4.4 70.00 0.50 1.9 80.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 10.76 14.05 2.509 2 10.70 15.45 2.370 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.76 Tc(MIN.) = EFFECTIVE AREA(ACRES) = 5.90 AREA -AVERAGED AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED TOTAL AREA(ACRES) = 6.30 LONGEST FLOWPATH FROM NODE 70.00 TO NODE Fp (Fm ) (INCH/HR) 0.97( 0.49) 0.97( 0.49) 04/18/02 Q-24 Ap Ae HEADWATER (ACRES) NODE 0.50 5.9 80.00 0.50 6.3 70.00 14.05 Fm(INCH/HR) = 0.49 Ap = 0.50 73.00 = 1078.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 554.00 ELEVATION DATA: UPSTREAM(FEET) = 73.80 DOWNSTREAM(FEET) = 47.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.969 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.284 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 4.20 0.98 0.50 32 8.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 10.57 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 10.57 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA< «< »>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 43.70 DOWNSTREAM(FEET) = 38.60 FLOW LENGTH(FEET) = 121.20 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.57 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 9.14 LONGEST FLOWPATH FROM NODE 44.00 TO NODE 46.00 = 675.20 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.20 TC(MIN.) = 9.14 EFFECTIVE AREA(ACRES) = 4.20 AREA -AVERAGED Fm(INCH/HR)= 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 10.57 END OF RATIONAL METHOD ANALYSIS 04/18/02 Q-25 Q 100 HYDROLOGY 04/18/02 Q-26 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. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA, CA 91730 909.948.1311 F948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY * TR 16175 AND 16178 Q100 HYDROLOGY * * ************************** ************************************************************************** FILE NAME: C:\aes2001\hydrosft\ratscx\16175Q00.DAT TIME/DATE OF STUDY: 16:28 04/18/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: * * * --*TIME-OF-CONCENTRATION MODEL* - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *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) = 1.5300 *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 22.0 11.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 3 10.0 5.0 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 = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 10.0 (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 **************************************************************************** 04/18/02 Q-27 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) = 430.00 ELEVATION DATA: UPSTREAM(FEET) = 80.50 DOWNSTREAM(FEET) = 75.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.721 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.300 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 1.80 0.98 0.50 32 10.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 6.18 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 6.18 FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.72 RAINFALL INTENSITY(INCH/HR) = 4.30 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.80 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.18 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 465.00 ELEVATION DATA: UPSTREAM(FEET) = 88.30 DOWNSTREAM(FEET) _ 85.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.907 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.847 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 1.20 0.98 0.50 32 12.91 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.63 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 3.63 04/18/02 Q-28 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 2.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 85.80 DOWNSTREAM ELEVATION(FEET) = 75.50 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES)'= 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02 STREET FLOW TRAVEL TIME(MIN.) = 1.85 Tc(MIN.) = 14.76 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.549 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 1.60 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) = 1.60 SUBAREA RUNOFF(CFS) = 4.41 EFFECTIVE AREA(ACRES) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 7.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.70 FLOW VELOCITY(FEET/SEC.) = 3.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 2.00 = 845.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.76 RAINFALL INTENSITY(INCH/HR) = 3.55 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 04/18/02 Q-29 EFFECTIVE STREAM AREA(ACRES) = 2.80 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 6.18 10.72 2 7.72 14.76 Intensity (INCH/HR) 4.300 3.549 7.72 Fp (Fm) (INCH/HR) 0.98( 0.49) 0.97( 0.49) Ap Ae HEADWATER (ACRES) NODE 0.50 1.8 1.00 0.50 2.8 50.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 13.15 10.72 4.300 2 12.68 14.76 3.549 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.97( 0.49) 0.50 3.8 0.97( 0.49) 0.50 4.6 HEADWATER NODE 1.00 50.00 COMPUTED CONFLUENCE ESTIMATES AREAS FOLLOWS: PEAK FLOW RATE(CFS) = 13.15 Tc(MIN.) = 10.72 EFFECTIVE AREA(ACRES) = 3.83 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.60 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 2.00 = 845.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED)«< UPSTREAM ELEVATION(FEET) = 75.50 DOWNSTREAM ELEVATION(FEET) = 73.20 STREET LENGTH(FEET) = 215.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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 = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.30 ,AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.77 STREET FLOW TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 11.76 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.067 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.20 0.98 13.48 Ap SCS (DECIMAL) CN, 0.50 32 04/18/02 Q-30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.64 EFFECTIVE AREA(ACRES) = 4.03 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 13.15 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.83 FLOW VELOCITY(FEET/SEC.) = 3.43 DEPTH*VELOCITY(FT*FT/SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 3.00 = 1060.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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.) = 11.76 RAINFALL INTENSITY(INCH/HR) = 4.07 AREA -AVERAGED Fm(INCH/HR)-= 0.49 AREA -AVERAGED Fp(INCH/HR) _ 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.03 TOTAL STREAM AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.15 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 308.00 ELEVATION DATA: UPSTREAM(FEET) = 85.80 DOWNSTREAM(FEET) = 84.30, Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 100 YEAR RAINFALL INTENSITY(INCH/HR) SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = ]**0.20 11.165 4.196 Fp Ap SCS Tc (INCH/HR) (DECIMAL) CN (MIN.) A 0.90 0.98 0.50 32 11.17 LOSS RATE, Fp(INCH/HR) = 0.98 AREA FRACTION, Ap = 0.50 3.00 0.90 PEAK FLOW RATE(CFS) = 3.00 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 84.30 DOWNSTREAM ELEVATION(FEET) = 74.70 04/18/02 Q-31 STREET LENGTH(FEET) = 405.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 • Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 2.08 Tc(MIN.) = 13.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR),= 3.787 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) 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) = 2. A 2.00 0.98 LOSS RATE, Fp(INCH/HR) = 0.98 AREA FRACTION, Ap = 0.50 2.00 SUBAREA RUNOFF(CFS) = 5.94 2.90 AREA -AVERAGED Fm(INCH/HR) = 0.49 = 0.98 AREA -AVERAGED Ap = 0.50 90 PEAK FLOW RATE(CFS) = 8.61 Ap SCS (DECIMAL) CN 0.50 32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.51 FLOW VELOCITY(FEET/SEC.) = 3.52 DEPTH*VELOCITY(FT*'T/SEC.) = 1.19 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 713.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 3.00 IS CODE = 36 »»>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 74.70 DOWNSTREAM(FEET) = 73.20 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 4.50 ESTIMATED BOX HEIGHT(FEET) = 0.32 BOX -FLOW VELOCITY(FEET/SEC.) = 6.03 BOX-FLOW(CFS) = 8.61 BOX -FLOW TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 13.36 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 3.00 = 753.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 04/18/02 Q-32 1 1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.36 RAINFALL INTENSITY(INCH/HR) = 3.77 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 2.90 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.61 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 13.15 11.76 1 12.68 15.81 2 8.61 13.36 Intensity (INCH/HR) 4.067 3.406 3.768 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE 0.97( 0.49) 0.50 4.0 1.00 0.98( 0.49) 0.50 4.8 50.00 0.98( 0.49) 0.50 2.9 60.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. RATIO ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) 1 21.43 11.76 4.067 0.98( 0.49) 0.50 6.6 2 21.58 13.36 3.768 0.97( 0.49) 0.50 7.2 3 20.34 15.81 3.406 0.98( 0.49) 0.50 7.7 HEADWATER NODE 1.00 60.00 50.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.58 Tc(MIN.) = 13.36 EFFECTIVE AREA(ACRES) = 7.24 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.70 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 3.00 = 1060.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED)< «< UPSTREAM ELEVATION(FEET) = 7.3.20 DOWNSTREAM ELEVATION(FEET) = 71.40 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.34 21.86 04/18/02 Q-33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.61 STREET FLOW TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 14.16 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.639 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 0.20 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) = 0.20 SUBAREA RUNOFF(CFS) = 0.57 EFFECTIVE AREA(ACRES) = 7.44 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) = 21.58 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE. END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.70 FLOW VELOCITY(FEET/SEC.) = 3.32 DEPTH*VELOCITY(FT*FT/SEC.) = 1.59 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 4.00 = 1220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.16 RAINFALL INTENSITY(INCH/HR) = 3.64 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 'AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 7.44 TOTAL STREAM AREA(ACRES) = 7.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.58 **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NODE 10.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 360.00 ELEVATION DATA: UPSTREAM(FEET) = 101.50 DOWNSTREAM(FEET) = 89.90 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.144 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.071 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 0.20 0.98 0.50 32 8.14 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.82 04/18/02 Q-34 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 89.90 DOWNSTREAM ELEVATION(FEET) = 84 70 STREET LENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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 = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.08 PRODUCT OF DEPTH&VELOCITY(FT*FT!SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 7.62 Tc(MIN.) = 15.77 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.412 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 2.90 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) = 2.90 SUBAREA RUNOFF(CFS) = 7.63 EFFECTIVE AREA(ACRES) = 3.10 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 8.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.24 FLOW VELOCITY(FEET/SEC.) = 2.37 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 11.00 = 1310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 84.70 DOWNSTREAM ELEVATION(FEET) = 83.80 STREET LENGTH(FEET) = 184.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 04/18/02 Q-35 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 = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85. STREET FLOW TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 17.30 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.226 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 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 2.46 EFFECTIVE AREA(ACRES) = 4.10 AREA -AVERAGED Fin(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.10 PEAK• FLOW RATE(CFS)_= 10.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.43 FLOW VELOCITY(FEET/SEC.) = 2.02 DEPTH*VELOCITY(FT*FT/SEC.) = 0.88 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 12.00 = 1494.00 FEET. *************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 36 »»>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER=ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 83.80 DOWNSTREAM(FEET) = 81.80 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 4.00 ESTIMATED BOX HEIGHT(FEET) = 0.32 BOX -FLOW VELOCITY(FEET/SEC.) = 7.81 BOX-FLOW(CFS) = 10.11 BOX -FLOW TRAVEL TIME(MIN.) 0.07 Tc(MIN.) = 17.37 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 13.00 = 1526.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.37 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.219 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 0.40 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 04/18/02 Q-36 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.98 EFFECTIVE AREA(ACRES) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.50 PEAK FLOW RATE(CFS) = 11.06 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 4.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 81.80 DOWNSTREAM ELEVATION(FEET) = 71.40 STREET LENGTH(FEET) = 525.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 15.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.01 STREET FLOW TRAVEL TIME(MIN.) = 2.08 Tc(MIN.) = 19.45 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.008 SUBAREA LOBS 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 0.40 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) = 0.40 SUBAREA RUNOFF(CFS) = 0.91 EFFECTIVE AREA(ACRES) = 4.90 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) = 11.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.68 FLOW VELOCITY(FEET/SEC.) = 4.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.98 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 4.00 = 2051.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 04/18/02 Q-37 TIME OF CONCENTRATION(MIN.) = 19.45 RAINFALL INTENSITY(INCH/HR) = 3.01 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.90 TOTAL STREAM AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) AT CONFLUENCE ** CONFLUENCE DATA **. STREAM Q Tc NUMBER (CFS) (MIN.) 1 21.43 12.56 1 21.58 14.16 1 20.34 16.62 2 11.12 19.45 Intensity (INCH/HR) 3.910 3.639 3.305 3.008 11.12 Fp(Fm) Ap Ae HEADWATER (INCH/HR) (ACRES) NODE. 0.98( 0.49) 0.50 6.8 1.00 0.98( 0.49) 0.50 7.4 60.00 0.98( 0.49) 0.50 7.9 50.00 0.97( 0.49) 0.50 4.9 10.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 31.18 12.56 3.910 2 31.70 14.16 3.639 3 • 30.96 16.62 3.305 4 29.31 19.45 3.008 Fp(Fm) (INCH/HR) 0.98( 0.49) 0.98( 0.49) 0.98( 0.49) 0.98( 0.49) RATIO Ap Ae HEADWATER (ACRES) NODE 0.50 10.0 1.00 0.50 11.0 60.00 0.50 12.1 50.00 0.50 12.8 10.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.70 Tc(MIN.) = 14.16 EFFECTIVE AREA(ACRES) = 11.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) _ 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 12.80 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 4.00 = 2051.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 71.40 DOWNSTREAM ELEVATION(FEET) = 65.40 STREET LENGTH(FEET) = 262.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.60 FLOOD WIDTH(FEET) = 22.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 5.50 31.97 04/18/02 Q-38 SPLIT DEPTH(FEET) = 0.36 SPLIT FLOOD WIDTH(FEET) = 10.12 SPLIT FLOW(CFS) = 4.31 SPLIT VELOCITY(FEET/SEC.) = 3.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 22.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.29 STREET FLOW TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 14.95 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.522 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.20 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = EFFECTIVE AREA(ACRES) = 11.20 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 13.00 PEAK FLOW RATE(CFS) = NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FP (INCH/HR) Ap SCS (DECIMAL) CN 0.50 32 0.55 = 0.49 31.70 END OE SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 22.00 FLOW VELOCITY(FEET/SEC.), = 5.50 DEPTH*VELOCITY(FT*FT/SEC.) = 3'.29 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 5.00 = 2313.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 455.00 ELEVATION DATA: UPSTREAM(FEET) = 65.40 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.389 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.656 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" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) S3.90 Ap SCS Tc (DECIMAL) CN (MIN.) A 0.40 0.98 0.50 32 9.39 LOSS RATE, Fp(INCH/HR) = 0.98 AREA FRACTION, Ap 0.50 1.50 0.40 PEAK FLOW RATE(CFS) = 1.50 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 1135.00 ELEVATION DATA: UPSTREAM(FEET) = 89.20 DOWNSTREAM(FEET) _ 65.40 04/18/02 Q-39 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.049 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.656 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 1.10 0.98 0.50 32 14.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 3.14 TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 3.14 I END OF STREAMS 1 AND 2 TRIBUTARY TO THE FLOW -BY CATCH BASINS • **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 895.00 ELEVATION DATA: UPSTREAM(FEET) = 80.50 DOWNSTREAM(FEET) _ 68.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.994 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.665 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 2.20 0.98 0.50 32 13.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 6.29 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 6.29 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.99 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.665 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 2.20 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) = 2.20 SUBAREA RUNOFF(CFS) = 6.29 EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 04/18/02 Q-40 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 12.58 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 64.70 DOWNSTREAM(FEET) = 64.30 FLOW LENGTH(FEET) = 31.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.93 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.58 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 14.06 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 926.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.06 RAINFALL INTENSITY(INCH/HR) = 3.65 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.40 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.58 ************************************************************** ************** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 872.00 ELEVATION DATA: UPSTREAM(FEET) = 80.20 DOWNSTREAM(FEET) = 68.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.847 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.688 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 2.90 0.98 0.50 32 13.85 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 8.35 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 8.35 **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 41.00 IS CODE = 81 04/18/02 Q-41 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.688 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 0.90 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) = 0.90 SUBAREA RUNOFF(CFS) = 2.59• EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 10.94 **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 32.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 64.70 DOWNSTREAM(FEET) = 64.30 FLOW LENGTH(FEET) = 36.90 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.19 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.94 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 13.93 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 32.00 = 908.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.93 RAINFALL INTENSITY(INCH/HR) = 3.67 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 3.80 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.94 ** CONFLUENCE DATA ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 12.58 14.06 3.654 2 10.94 13.93 3.674 Fp(Fm) Ap Ae (INCH/HR) (ACRES) 0.97( 0.49) 0.50 4.4 0.97( 0.49) 0.50 3.8 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS.' ** PEAK FLOW RATE TABLE ** HEADWATER. NODE 30.00 40.00 04/18/02 Q-42 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 23.49 13.93 3.674 0.97( 0.49) 0.50 8.2 40.00 2 23.46 14.06 3.654 0.97( 0.49) 0.50 8.2 30.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.49 Tc(MIN.) = 13.93 EFFECTIVE AREA(ACRES) = 8.16 AREA -AVERAGED Fxn(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 8.20 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 926.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««c ELEVATION DATA: UPSTREAM(FEET) = 64.80 DOWNSTREAM(FEET) = 59.10 FLOW LENGTH(FEET) = 197.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.35 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.49 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 14.20 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 1123.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.10 TO NODE 20.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 395.00 ELEVATION DATA: UPSTREAM(FEET) = 102.00 DOWNSTREAM(FEET) = 89.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.538 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.929 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" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS)_= TOTAL AREA(ACRES) = A 0.30 0.98 LOSS RATE, Fp(INCH/HR) = 0.98 AREA FRACTION, Ap = 0.50 1.20 0.30 PEAK FLOW RATE(CFS) = Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 32 8.54 1.20 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 89.90 DOWNSTREAM ELEVATION(FEET) = 69.10 STREET LENGTH(FEET) = 124.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 04/18/02 Q-43 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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 = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 9.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.543 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 0.10 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) = 0.10 SUBAREA RUNOFF(CFS) = 0.37 EFFECTIVE AREA(ACRES) = 0.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.71 FLOW VELOCITY(FEET/SEC.) = 1.67 DEPTH*VELOCITY(FT*FT/SEC.) = 0.50 LONGEST FLOWPATH FROM NODE 20.10 TO NODE 21.00 = 519.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 89.10 DOWNSTREAM ELEVATION(FEET) = 79.80 STREET LENGTH(FEET) = 410.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020. OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.44 5.12 04/18/02 1 1 1 1 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 11.99 * 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 "5-7 DWELLINGS/ACRE" A 2.30 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) = 2.30 SUBAREA RUNOFF(CFS) = 7.31 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 8.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.59 FLOW VELOCITY(FEET/SEC.) = 3.46 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 20.10 TO NODE 22.00 = 929.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.10 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 79.80 DOWNSTREAM ELEVATION(FEET) = 78.20 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 *INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = .0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.B0 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 1.97 Tc(MIN.) = 13.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.669 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 1.10 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) = 1.10 SUBAREA RUNOFF(CFS) = 3.15 EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 04/18/02 Q-45 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 10.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.20 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY(FT*FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 20.10 TO NODE 22.10 = 1189.00.FEET. FLOW PROCESS FROM NODE 22:10 TO NODE 23.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 78.20 DOWNSTREAM ELEVATION(FEET) = 78.00 STREET LENGTH(FEET) = 50.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 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 = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.90 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WID.TH(FEET) = 10.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.31 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.04 STREET FLOW TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) 14.33 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.613 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 0.01 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) = 3.81 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.81 PEAK FLOW RATE(CFS) = 10.88 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 10.00 FLOW VELOCITY(FEET/SEC.) = 2.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 20.10 TO NODE 23.00 = 1239.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 04/18/02 Q-46 ELEVATION DATA: UPSTREAM(FEET) = 74.50 DOWNSTREAM(FEET) = 74.40 FLOW LENGTH(FEET) = 18.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.44 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.88 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.38 LONGEST. FLOWPATH FROM NODE 20.10 TO NODE 24.00 = 1257.00 FEET. I BEGINNING OF NEW STREAM FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 475.00 ELEVATION DATA: UPSTREAM(FEET) = 78.70 DOWNSTREAM(FEET) = 73.80. Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.427 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.138 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 0.30 0.98 '0.50 32 11.43 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.99 **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.43 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.138 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 3.00 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) = 3.00 SUBAREA RUNOFF(CFS) = 9.86 EFFECTIVE AREA(ACRES) = 3.30 AREA -AVERAGED Fp(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 10.84 **************************************************************************** 04/18/02 Q-47 FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 73.80 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 563.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 70.60 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 = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.33 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET)= 21.31 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.55 SPLIT DEPTH(FEET) = 0.32 SPLIT FLOOD WIDTH(FEET) = 9.77 SPLIT FLOW(CFS) = 1.79 SPLIT VELOCITY(FEET/SEC.) = 1.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.34 STREET FLOW TRAVEL TIME(MIN.) = 3.68 Tc(MIN.) = 15.11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.500 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 1.10 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) = 1.10 SUBAREA RUNOFF(CFS) = 2.98 EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 11.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 72.00 = 1038.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 73.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«<« »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 66.30 DOWNSTREAM(FEET) = 65.40 FLOW LENGTH(FEET) = 40.00 MANNING'S N•= 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.60 04/18/02 Q-48 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.93 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 15.18 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 73.00 = 1078.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 73.00 TO NODE 73.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 _ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.18 RAINFALL INTENSITY(INCH/HR) = 3.49 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.40 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.93 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 73.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 563.00 ELEVATION DATA: UPSTREAM(FEET) = 73.50 DOWNSTREAM(FEET) = 70.60 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.053 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.655 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 1.90 0.98 0.50 32 14.05 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 5.42 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 5.42 **************************************************************************** FLOW PROCESS FROM NODE 73.00 TO NODE 73.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.05 RAINFALL INTENSITY(INCH/HR) = 3.66 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 1.90 TOTAL STREAM AREA(ACRES) = 1.90 04/18/02 Q-49 PEAK FLOW RATE(CFS) AT CONFLUENCE ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 11.93 15.18 2 5.42 14.05 Intensity (INCH/HR) 3.490 3.655 5.42 Fp (Fm ) (INCH/HR) 0.97( 0.49) 0.98( 0.49) Ap Ae (ACRES) 0.50 4.4 0.50 1.9 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 17.07 14.05 3.655 2 17.06 15.18 3.490 Fp (Fm) (INCH/HR) 0.97( 0.49) 0.97( 0.49) HEADWATER NODE 70.00 80.00 Ap Ae HEADWATER (ACRES) NODE 0.50 6.0 80.00 0.50 6.3 70.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) =, 17.07 Tc(MIN.) = 14.05 EFFECTIVE AREA(ACRES) = 5.97 AREA -AVERAGED Fp(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 6.30 LONGEST FLOWPATH FROM NODE 70.00 TO NODE 73.00 = 1078.00 FEET. FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 554.00 ELEVATION DATA: UPSTREAM(FEET) = 73.80 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.969 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.786 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = Fp Ap SCS (INCH/HR) (DECIMAL) CN A . 4.20 0.98 LOSS RATE, Fp(INCH/HR) = 0.98 AREA FRACTION, Ap = 0.50 16.25 4.20 PEAK FLOW RATE(CFS) = 16.25 47.70 Tc (MIN.) 0.50 32 8.97 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 43.70 DOWNSTREAM(FEET) = 38.60 FLOW LENGTH(FEET) = 121.20 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 16.25 04/18/02 Q-50 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 9.12 LONGEST FLOWPATH FROM NODE 44.00 TO NODE 46.00 = 675.20 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.20 TC(MIN.) = 9.12 EFFECTIVE AREA(ACRES) = 4.20 AREA -AVERAGED Fm(INCH/HR)= 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 PEAK FLOW RATE(CFS) = 16.25 END OF RATIONAL METHOD ANALYSIS 04/18/02 Q-51 1 1 1 1 1 CATCH BASIN SIZING CALCULATIONS 03/19/02 W-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. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX 948.8464 madole@madolerc.com TIME/DATE OF STUDY: 14:02 01/22/2002. ************************** DESCRIPTION OF STUDY ************************** * CB#1 (USE W=12' TO ACCOUNT FOR CLOGGING) * ************************************************************************** * * * **************************************************************************** »»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) = 12.58 BASIN OPENING(FEET) = 0.75 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.69 ************************** DESCRIPTION OF STUDY * CB#2 (USE W=10' TO ACCOUNT FOR CLOGGING) * * ************************** ************************************************************************** * **************************************************************************** » »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) = 10.94 BASIN OPENING(FEET) = 0.75 DEPTH OF WATER(FEET) = 0.83 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.94 03/19/02 W-2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX 948.8464 madole@madolerc.com TIME/DATE OF STUDY: 16:03 03/19/2002 ************************** DESCRIPTION OF STUDY **********+*************** * CB'S # 3 & 4 SPLIT FLOW * 93'z: TO BE INTERCEPTED BY FLOW -BY CATCH BASIN ************************************************************************** * * **************************************************************************** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 16.89 GUTTER FLOWDEPTH(FEET) = 0.53 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 28.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 32.8 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 15.7 03/19/02 W-3 ***********************+** DESCRIPTION OF STUDY *********** * CB'S # 5 & 6 (USE W=6' TO ACCOUNT FOR CLOGGING) * * ************** * * * ************************************************************************** **************************************************************************** »»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).= 5.33 BASIN OPENING(FEET) = 0.75 DEPTH OF WATER(FEET) = 0.83 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.41 03/19/02 W-4 **************************************************************************** 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. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX 948.8464 madol'e@madolerc.com TIME/DATE OF STUDY: 11:10 01/22/2002 ************************** DESCRIPTION OF STUDY ******************k******* * CB#7 (USE W=21' TO ACCOUNT FOR CLOGGING) * * **************************************************************************** »»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) = 40.98 BASIN OPENING(FEET) = 0.75 DEPTH OF.WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) 18.52 ************************** DESCRIPTION OF STUDY ************************** * CB#8 (USE W=21' TO ACCOUNT FOR CLOGGING) * ************************************************************************** * * **************************************************************************** »»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) = 34.47 BASIN OPENING(FEET) = 0.75 DEPTH OF WATER(FEET) = 0.83 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 15.58 03/19/02 W-5 *************************************************************************** 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. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX 948.8464 madole@madolerc.com TIME/DATE OF STUDY: 10:53 01/24/2002 ********+*+***+*********** * CB#9 (USE W=14') * * + ********************************************************************'***** DESCRIPTION OF STUDY ************************** » »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) = 16.50 BASIN OPENING(FEET) = 0.75 DEPTH OF WATER(FEET) = 0.83 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 7.46 03/19/02 W-6 ************************************************-**************************** 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. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX 948.8464 madole@madolerc.com TIME/DATE OF STUDY: 16:07 03/19/2002 ************************** DESCRIPTION OF STUDY ************************** * CULVERT # 1 (USE W=60") * * * * ************************************************************************** ***************************************************************************** » »CHANNEL INPUT INFORMATION«« NORMAL DEPTH(FEET) = 0.33 CHANNEL Z1(HORIZONTAL/VERTICAL) = 0.00 Z2(HORIZONTAL/VERTICAL) = 0.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.020000 UNIFORM FLOW(CFS) = 10.11 MANNINGS FRICTION FACTOR = 0.0140 NORMAL -DEPTH FLOW INFORMATION: »»> BASEWIDTH(FEET) = 4.67 FLOW TOP-WIDTH(FEET) = 4.67 FLOW AREA(SQUARE FEET) = 1.54 HYDRAULIC DEPTH(FEET) = 0.33 FLOW AVERAGE VELOCITY(FEET/SEC.) = 6.56 UNIFORM FROUDE NUMBER = 2.014 PRESSURE + MOMENTUM(POUNDS) = 144.46 AVERAGED VELOCITY HEAD(FEET) = _0.669 SPECIFIC ENERGY(FEET) = 0.999 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 4.67 CRITICAL FLOW AREA(SQUARE FEET) = 2.45 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.53 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 4.12 CRITICAL DEPTH(FEET) = 0.53 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 120.97 AVERAGED CRITICAL. FLOW VELOCITY HEAD(FEET) = 0.264 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.789 03/19/02 W-7 ************************** DESCRIPTION OF STUDY * * CULVERT #2 USE W=54" ************************ ************************************************************************** * * * **************************************************************************** »»CHANNEL INPUT INFORMATION«« NORMAL DEPTH(FEET) = 0.33 CHANNEL Z1(H0RIZ0NTAL/VERTICAL) = 0.00 Z2(HORIZ0NTAL/VERTICAL) = 0.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.020000 UNIFORM FLOW(CFS) = 8.61 MANNINGS FRICTION FACTOR = 0.0140 NORMAL -DEPTH FLOW INFORMATION: »»> BASEWIDTH(FEET) = 4.03 FLOW TOP-WIDTH(FEET) = 4.03 FLOW AREA(SQUARE FEET) = 1.33 HYDRAULIC DEPTH(FEET) = 0.33 FLOW AVERAGE VELOCITY(FEET/SEC.) = 6.48 UNIFORM FROUDE NUMBER = 1.988 PRESSURE + MOMENTUM(POUNDS) = 121.80 AVERAGED VELOCITY HEAD(FEET) = 0.652 SPECIFIC ENERGY(FEET) = 0.982 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 4.03 CRITICAL FLOW AREA(SQUARE FEET) = 2.10 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.52 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = CRITICAL DEPTH(FEET) = 0.52 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.783 4.10 102.58 0.262 03/19/02 W-8 STORM DRAIN HYDRAULICS 03/19/02 H-1 MI MI - - - - M M - - NM - - - NM IMP IM T1 TR 16175 LINE A T2 T3 SO 1037.9201559.120 1 1563.900 R 1182.0501563.720 1 .013 .000 .000 0 R 1204.9401564.180 1 .013 58.289 .000 0 JX 1234.9401564.300 3 2 .013 10.940 1565.000 45.0 ..000 R 1237.8001564.330 3 .013 .000 .000 0 R 1255.4801564.520 3 .013 -45.022 .000 0 R 1265.9601564.700 3 .013 .000 .000 0 WE 1265.9601564.700 4 .500 SH 1265.9601564.700 4 1565.140 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 4 1 . .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 CD 4 3 0 .000 3.500 12.000 .000 .000 .00 Q 12.580 .0 03/19/02 H-2 MN E M- MI U--- MI I - S--- g MI MN • FILE: 16175H00.WSW CARD SECT CODE NO CD CD CD CD 2 3 4 WSPGW - EDIT LISTING - Version 14.01 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) TYPE PIER/PIP WIDTH DIAMETER WIDTH • DROP 4 4 3 HEADING LINE NO 1 IS HEADING LINE NO 2 IS 1 1 0 HEADING LINE NO 3 IS - ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO 7 ELEMENT NO ELEMENT NO 9 4 IS A JUNCTION 3 IS A REACH 2.000 2.000 2.000 .000 3.500 12.000 .000 .000 .00 WSPGW WATER SURFACE PROFILE - TITLE CARD LISTING TR 16175 LINE A W S P G.W WATER SURFACE PROFILE - ELEMENT CARD LISTING 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 1037.920 1559.120 1 2 IS A REACH U/S DATA STATION INVERT SECT N 1182.050 1563.720 1 + * * U/S DATA STATION INVERT SECT 1204.940 1564.180 1 U/S DATA STATION INVERT 1234.940 1564.300 .013 N .013 + + SECT LAT-1 LAT-2 N Q3 3 2 0 .013 10.940 5 IS A REACH U/S DATA STATION INVERT SECT 1237.800 1564.330 3 6 IS A REACH U/S DATA STATION INVERT SECT 1255.480 1564.520 3 IS A REACH U/S DATA STATION INVERT SECT 1265.960 1564.700 3 8 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT 1265.960 1564.700 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1265.960 1564.700 4 03/19/02 H-3 .013 .013 .013 FP .500 Date: 1-31-2002 Time:11:12:16 PAGE 1 Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) PAGE NO 1 PAGE NO 2 W S ELEV 1563.900 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 22.500 58.289 .000 0 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 .000 1565.000 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS .000 ANGLE ANG PT MAN H .000 .000 0 RADIUS ANGLE ANG PT MAN H 22.500 -45.022 .000 0 RADIUS .ANGLE ANG PT MAN H .000 .000 W S ELEV 1565.140 .000 0 1 M I 1 1 M - 1 - _ 1. I M - M 1 1 ION 111111 FILE: 16175H00.WSW W S P G W- CIVILDESIGN Version 14.01 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING TR 16175 LINE A PAGE 1 Date: 1-31-2002 Time:11:12:2,1 +***+*************************************++***+*******+***+*+**+*+***+++***********++******+***************************** I Invert I Depth I Water Station 1 Elev 1 (FT) 1 Elev - 1- -I- -I- - L/Elem 1Ch Slope 1 I 1037.920 1559.120 - I -I- 119.169 .0319 1 1157.089 1562.923 HYDRAULIC JUMP Q I Vel Vel (CFS) I (FPS) Head 1 1 4.780 1563.900 23.52 7 49 -1- -1- -I 2.264 1565.188 23.52 7.49 -I- -1- -1- -I I 1 - SF Ave 87 .0108 .87 1157.089 1562.923 1.254 1564.177 23.52 11.34 2.00 - 1 -I- -I -I- -1- -I- - 1.383 .0319 .0210 1 I I 1 1 1158.471 1562.968 1.254 1564.222 23.52 11.34 2.00 -I- -1- -I- -I- -I- -I- 10.560 .0319 .0198 1 1 I I I 1169.031 1563.305 1.307 1564.612 23.52 10.81 1.81 - I- -I- -I- -I- -I- 7.582 .0319 .0176 I I 1 1 I 1176.614 1563.547 1.363 1564.910 23.52 10.31 1.65 - 1- -I- -1- -1- -1- -1- - 5.436 .0319 .0156 1 1 1 I I 1182.050 1563.720 1.425 1565.145 23.52 9.83 1.50 - I- -I- -I- -1- -1- -1- 10.072 .0201 .0141 I 1 1192.122 1563.922 1.479 1565.402 23.52 9.44 1.38 - I- -1- -I- -I- -I- -1- - 7.435 .0201 .0127 I I I 1 1199.557 1564.072 1.550 1565.622 23.52 9.00 1.26 -I- -I- -I- -1- -I- -1 - 4.099 .0201 .0115 03/19/02 H-4 Energy 1 Super Grd.E1.I Elev HF ISE Dpth 1564.77 .00 -1- - 1.29 4.78 1566.06 .00 ******** CriticallFlow ToplHeight/IBase Wtl No Wth Depth 1 Width ►Dia.-FTlor I.D.I ZL Prs/Pip - -I- -I- -I -I- - Froude NlNorm Dp I "N" 1 X-Fall) ZR Type Ch ******* ********1********1*****+*1*******I***** 1 I I 1.72 .00 2.000 .000 .00 -1- -1- -1- -1- .00 1.10 .013 .00 .00 1 1 1 1.72 .00 2.000 .000 .00 -1- - - -1- -I- -I- -I- I 1 1 I I 1566.18 .00 1.72 1.93 2.000 .000 .00 -1- - - -I- -1- -1- -1- .03 1.25 1.93 1.10 .013 .00 .00 I I I I I 1566.22 .00 1.72 1.93 2.000 .000 .00 - -I- - -1- -I- -I- -1- .21 1.25 1.93 1.10 .013 .00 .00 I I I 1 1 1566.43 .00 1.72 1.90' 2.000 .000 .00 - --I- - - -1- -I- -I- _1 _ .13 1.31 1.78 1.10 .013 .00 .00 1 I I 1 1566.56 .00 1.72 1.86 2.000 .000 .00 -I- -I- -I- -1- -I- -1- .08 1.36 1.64 1.10 .013 .00 .00 1 1 I 1 1 I 1566.64 .24 1.72 1.81 2.000 .000 .00 -1- -I- -I- -1- -1 -1- .14. 1.67 1.51_ 1.27, .013 .00 .00 I I I I 1 1566.78 .22 1.72 1.76 2.000 .000 .00 - -1- -1- -1- -I- -1- -1- .09 1.69 1.40 1.27 .013 .00 .00 1 I 1 1566.88 .19 1.72 1.67 2.000 .000 .00 -I -1- -1- . -I- -1- -1- .05 1.74 1.27 1.27 .013 .00 1 .0 PIPE 1 .0 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE i- 1 r 1 1- 1 Criv FILE: 16175H00.WSW W S P G W- CIVILDESIGN Version 14.01 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING TR 16175 LINE A I Invert I Depth Station I Elev I (FT) L/Elem ICh Slope I 1 1203.656 1564.154 1.284 .0201 1.629 1204.940 1564.180 1.722 -1- -1- JUNCT STR .0040 1 I 1234.940 1564.300 2.985 -1- -I- 2.860 .0105 I 1 1237.800 1564.330 2.964 -I- -I- 17.680 .0108 1255.480 1564.520 2.864 -I -1- 10.480 .0172 1265.960 1564.700 2.716 WALL ENTRANCE 1 I I I 1265.960 1564.700 3.087 1567.787 -1- -I- -1- -1- Water I Q I Vel Vel Energy Elev I (CFS) I (FPS) Head - Grd.E1. -I- -1- -I- - - - 1 I SF Ave HF 1565.783 I 1565.902 1567.285 1 23.52 8.58 1.14 1566.93 -I- -I- - - .0105 .01 23.52 8.18 1.04 1566.94 .0065 .20 12.58 4.00 .25 1567.53 - - -I- -I- -I- -I- - .0031 .01 I I I 1367.294 12.58 4.00 .25 1567.54 - -1- -I- -1- •-I- - .0031 .05 1567.384 12.58 4.00 .25 1567.63 - -I -I- -I- -I - .0031 .03 1567.416 12.58 4.00 .25 1567.66 -1- -I- -1- -1- - 1 12.58 .34 .00 1567.79 -I- -I- -I- 03/19/02 H-5 Super Elev SE Dpth PAGE 2 Date: 1-31-2002 Time:11:12:21 CriticallFlow ToplHeight/1Base Wtl INo Wth Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip - -1- -1- -I- -1- -I Froude NlNorm Dp I "N" I X-Fall) ZR 'Type Ch +#*#***+I*+++****l*+*****I***+***1***+# I+++**** .16 - -I- 1.79 1 .00 -I- 1.72 1 .00 -1- 2.98 .00 .00 .00 -1- 2.86 .00 I I I I l 1.72 1.55 2.000 .000 .00 1 .0 , - 1- -I- -I- -I- I 1.14 1.27 .013 .00 .00 PIPE I I I . 1 I 1.72 1.38 2.000 .000 .00 1 .0 - I- -I- -I- -I- I- 1.00 .013 .00 .00 PIPE I I I 1 1.28 .00 2.000 .000 .00 1 .0 -I- -I- -1- -I- 1- .00 1.05 .013 .00 .00 PIPE I I 1.28 .00 2.000 .000 .00 1 .0 - 1- -1- -1- -I- I- .00 1.04 .013 .00 .00 PIPE 1 I I 1.28 .00 2.000 .000 .00 1 0 - 1- -1- -I= -1- 1 .00 .91 .013 .00 .00 PIPE 1.28 .00 2.000 .000 .00 1 .0 - I- -1- -1- -1- I I I I 1 .00 .32 12.00 3.500 12.000 .00 0 .0 - -1- -1- -1- -I- -I- I MIN NEI INN am M MIN 11111 11111 1111 .NMI NM vaim T1 TR 16175 LATERAL A-1 T2 T3 SO 100.0001564.300 1 R 136.9001564.480 1 .013 WE 136.9001564.480 2 .500 SH 136.9001564.480 2 CD 1 4 1 .000 2.000 .000 CD 2 3 0 .000 4.170 10.000 Q 10.940 .0 FILE: 16175HA1.WSW CARD SECT CHN NO OF AVE PIER CODE NO TYPE PIER/PIP WIDTH CD 1 4 CD 2 3 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - ELEMENT NO 1 ELEMENT NO 2 ELEMENT NO ELEMENT NO 03/19/02 IS IS 3 IS 4 IS 1567.300 .000 .000 0 1565.150 .000 .000 .00 .000 .000 .00 WSPGW - EDIT LISTING - Version 14.01 Date: 3-19-2002 Time: 4:55: 4 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 HEIGHT 1 BASE ZL ZR INV -Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DIAMETER WIDTH DROP 2.000 .000 4.170 10.000 .000 .000 .00 W S P G W • WATER SURFACE PROFILE - TITLE CARD LISTING TR 16175 LATERAL A-1 A SYSTEM OUTLET U/S DATA STATION 100.000 * A REACH U/S DATA STATION INVERT SECT 136.900 1564.480 1 A WALL ENTRANCE U/S DATA STATION 136.900 A SYSTEM HEADWORKS U/S DATA STATION 136.900 WSPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING * INVERT SECT 1564.300 1 * * INVERT SECT 1564.480 2 * INVERT SECT 1564.480 2 H-6 PAGE NO 1 PAGE NO W S.ELEV 1567.300 N RADIUS ANGLE ANG PT MAN H .013 .000 .000 .000 0 FP .500 * W S ELEV 1565.150 N r--- N 1 1 1 -S - N 1 1 r- N 1 111111 FILE: 16175HA1.WSW W S P G W- CIVILDESIGN Version 14.01 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING TR 16175 LATERAL A-1 PAGE Date: 3-19-2002 Time: 4:55: 9 I Invert I Depth I Water 1 Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Station I Elev I (FT) I Elev 1 (CFS) I (FPS) Head I Grd.E1.l Elev l Depth I Width IDia.-FT -I- -I- -I -I- -I- -I -I- -I- -I- -I-- -I- L/Elem ICh Slope I 1 1 I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" Base Wtl INo Wth or I.D.I ZL IPrs/Pip - -I -1- X-Falll ZR IType Ch +*****+1++*+* 1 1 I I I I I I I I I 100.000 1564.300 3.000 1567.300 10.94. 3.48 .19 1567.49 .00 1.19 .00 2.000 .000 .00 1 .0 - I- -1- -I- -1- -I- -I- -I- -I- -I- -I- -I- - - -I- I_ 36.900 .0049 .0023 .09 3.00 .00 1.22 .013 .00 .00 PIPE I 1 I I I I 1 1 1 I I I 136.900 1564.480 2.906 1567.386 10.94 3.48 .19 1567.57 .00 1.19 .00 2.000 .000 .00 1 .0 - I -I- -1- -I- -I- -I- -I- -I- -1- -I -I- -I- -I- !- WALL ENTRANCE 1 I I I I I I I I I I I 136.900 1564.480 3.187 1567.667 10.94 .34 .00 1567.67 .00 .33 10.00 4.170 10.000 .00 0 .0 -I -I- -I- -I- -I- -I- -1- -1- -I- -I- -I -I- -I- I- 03/19/02 I I'nil 1-- 1 1 V- .. -- 1 i- r- 1 NM T1 TR 16175 LATERAL B-1 T2 T3 SO 100.0001574.400 1 1574.450 R 119.4001574.590 1 .013 WE 119.4001574.590 2 .500 SH 119.4001574.590 2 1574.590 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 3.370 6.000 .000 .000 .00 Q 5.330 .0 0 .000 .000 Q FILE: 16175LB1.WSW WSPGW - EDIT LISTING - Version 14.01 Date: 3-19-2002 Time: 4:55:34 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 CD 2 3 0 .000 3.370 6.000 .000 .000 WSPGW G W WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS -- HEADING LINE NO 3 IS - TR 16175 LATERAL B-1 PAGE NO WSPGW PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * U/S DATA STATION INVERT SECT W S ELEV 100.000 1574.400 1 1574.450 ELEMENT NO 2 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 119.400 1574.590 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 119.400 1574.590 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT ' W S ELEV 119.400 1574.590 2 1574.590 03/19/02 H-8 i r r r r MINI MINI w1 r r AM. w r r r 1E1 r r.- r (4114 FILE: 16175LB1.WSW W S P G W- CIVILDESIGN Version 14.01 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING TR 16175 LATERAL B-1 I Invert I Depth l Water Q I Vel. Vel Energy I Super Station I Elev I (FT) I Elev (CFS) I (FPS) Head Grd.E1.I Elev - 1- -I- -I- - -1- -I- - - -1- - L/Elem ICh Slope I 1 I SF Ave HF ISEDpth *+++++++*1+*+*****+1********1********* *********1*******1******* *********1***++** I • I I I 1 100.000 1574.400 .779 1575.179 5.33 5.75 .51 1575.69 .00 - I- -I- -I- - - -I- -I- - - -1 - 7.407 .0098 .0088 .07 .78 1 I I I 1 I 107.407 1574.473 .790 1575.263 5.33 5.64 .49 1575.76 .00 - 1- -1- -I- - -I- -1- -1- -I- - 8.243 .0098 .0081 .07 .79 1 I I 115.650 1574.553 .821 1575.374 5.33 5.38 .45 1575.82 .00 - I- -I -I- -I- -I- -I- -1- -1- 2.969 .0098 .0072 .02 .82 I I I I I I I 118.619 1574.582 .854 1575.436 5.33 5.13 . .41 1575.84 .00 - I- -I- -1- '-I- -I- -1- -I- -1- - .781 .0098 .0063 .00 .85 I I I 1 1 1 1 119.400 1574.590 .890 1575.479 5.33 4.88 .37 1575.85 .00 -I- -I- -I- -I- -1- -1- -I- -I- - WALL ENTRANCE I I I I I I 119.400 1574.590 1.433 1576.022 5.33 .62 .01 1576.03 .00 - I- -1- -I- -1- -I- -1- -I- -I- • 03/19/02 1-1-9 PAGE 1 Date: 3-19-2002 Time: 4:55:40 CriticallFlow ToplHeight/ Depth 1 Width IDia.-FT - -I- -I- Froude NlNorm Dp I "N" .89 1.50 1.500 1.29 .76 .013 .89 1.50 1.500 1.25 .76 .013 .89 1.49 1.500 -1- -1- 1.16 .76 .013 I i .89 1.49 1.500 - -I- -I- 1.08 .76 .013 1 .89 1.47 1.500 - r -I- -1- - .29 6.00 3.370 Base Wtl or I.D.IZL X-Fall) ZR .000 .00 .00 .00 .000 .00 .00 .00 • 1 .000 .00 - -1- .00 .00 '.000 .00 - -1- .00 .00 .000 .00 - -I- I 6.000 .00 No Wth Prs/Pip Type Ch 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 0 .0 E - - I so um i - - ;- -. N - - INN T1 TR 16175 LATERAL B-2 0 T2 T3 SO 100.0001574.400 1 1574.450. R 125.4001574.540 1 .013 .000 .000 0 WE 125.4001574.540 2 .500 SH 125.4001574.540 2 1574.540 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 3 0 .000 3.420 6.000 .000 .000 .00 Q 5.330 .0 FILE: 16175LB2.WSW WSPGW - EDIT LISTING - Version 14.01 Date: 3-19-2002 Time: 4:57:50 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR .INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 CD 2 3 0 .000 3.420 6.000 .000 .000 .00 WSPGW PAGE NO WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - TR 16175 LATERAL B-2 WSPGW PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * U/S DATA STATION INVERT SECT W S ELEV 100.000 1574.400 1 1574.450 ELEMENT NO 2 IS A REACH * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 125.400 1574.540 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 125.400 1574.540 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 125.400 1574.540 2 1574.540 03/19/02 H-10 I Ism III. 1111 1 1- 1. 1. 1 1 1 1 1 1 1 FILE: 16175LB2.WSW Station L/Elem ********* 100.000 5.161 Invert Elev Ch Slope ********* 1574.400 .0055 105.161 1574.428 20.239 .0055 125.400 1574.540 WALL ENTRANCE 125.400 1574.540 03/19/02 W S P G W CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3-19-2002 Time: 4:57:54 TR 16175 LATERAL B-2 Depth I Water (FT) I Elev .890 1575.290 .910 1575.339 .910 1575.450 - -I- - 1.433 1575.973 Q I Vel Vel (CFS) I (FPS) Head _ -I _I- - I SF Ave Energy Grd.E1. HF 5.33 4.88 .37 1575.66 -I- -I- - - .0057 .03 5.33 4.75 .35 1575.69 .0055 .11 5.33 4.75 .35 1575.80 5.33 .62 .01 1575.98 -I- -1- - - Super ICriticallFlow ToplHeight/IBase WtI. INo Wth Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip - -I -1- -I-_ -I- -I- -I SE DpthlFroude NlNorm Dp I "N I X-Fall) ZR 'Type Ch *******1********1********1*******1*******1***** 1******* I .00 .89 1.47 1.500 .000 .00 1 .0 - -I -I- -I- -1- -I- I- .89 1.00 .91 .013 .00 .00 PIPE .00 .89 1.47 1.500 .000 .00 1 .0 - -I- -I- -1- -I- -1- I- .91 .96 .91 .013 .00 .00 PIPE I I ► I I .00 .89 1.47 1.500 .000 .00 1 .0 - -1- -I -I- -I- -I- I- . 00 .29- 6.00 3.420 6.000 .00 0 - -I- -1- -1- -1- -1- = I I N N N- - -,-N I U - I N N N N M Ti TR 16175 LINE C T2 T3 SO 547.0001564.450 1 1566.200 JX 588.7201565.320 3 2 .013 34.470 1568.300 90.0 .000 R 592.2201565.400 3 .013 .000 .000 0 WE 592.2201565.400 4 .500 R 632.2201566.300 4 .013 .000 .000 0 WE 632.2201566.300 5 .500 SH 632.2201566.300 5 1566.300 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 3 0 .000 5.300 21.000 .000 .000 .00 CD 3 4 1 .000 3.000 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 .00 CD 5 3 0 .000 4.300 21.000 .000 .000 .00 Q 40.98C 0 03/19/02 H-12 I INN N N 1 NS EN NM NE - - - - - - - I M NM FILE: 16175C.WSW CARD SECT CODE NO CD CD CD CD CD WSPGW WATER SURFACE CHN NO OF AVE PIER HEIGHT 1 BASE TYPE PIER/PIP WIDTH DIAMETER WIDTH 1. 4 2 3 3 4 4 4 5 3 HEADING LINE NO 1 IS - EDIT LISTING - Version 14.01 Date: 1-25-2002 Time: 9:14:11 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 3.000 0 .000 5.300 21.000 .000 .000 .00 1 3.000 1 - 3.000 0 .000 4.300 21.000 .000 .000 .00 W S.P G W WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 2 IS - HEADING LINE NO 3 IS TR 16175 LINE C WSPGW WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * U/S DATA STATION INVERT SECT 547.000 1564.450 1 ELEMENT NO 2 IS A JUNCTION U/S DATA :STATION INVERT SECT LAT-1 LAT-2 588.720 1565.320 3 2 0 ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO ELEMENT NO 03/19/02 3 IS A REACH U/S DATA * STATION 592.220 4 IS A WALL ENTRANCE U/S DATA STATION 592.220 5 IS A REACH -* U/S DATA STATION 632.220 6 IS A WALL ENTRANCE U/S DATA STATION 632.220 7 IS A SYSTEM HEADWORKS U/S DATA STATION 632.220 * * INVERT SECT 1565.400 3 INVERT SECT 1565.400 4 * * INVERT SECT 1566.300 4 * INVERT SECT 1566.300 5 * INVERT SECT 1566.300 5 H-13 * N 03 .013 34.470 .013 FP .500 N .013 FP .500 * PAGE NO 1 PAGE NO 2 W S ELEV 1566.200 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 .000 1568.300 .000 90.000 .000 RADIUS ANGLE .000 - .000 RADIUS .000 ANGLE ANG PT MAN H .000 .000 0 RADIUS ANGLE .000 .000 W S ELEV 1566.300 ANG PT MAN H .000 0 _ ,1111111 - r i. FILE: 16175C.WSW Station L/Elem 547.000 JUNCT STR 588.720 3.500 592.220 HYDRAULIC 592.220 HYDRAULIC W S P G W- CIVILDESIGN Version 14.01 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING TR 16175 LINE C Invert l Depth I Water Elev I (FT) I Elev -I -I- Ch Slope I 1564.450 2.724 1567.174 .0209 1565.320 4.894 1570.214 .0229 1565.400 4.827 1570.227 -I- -I- JUMP 1565.400 - -I- DROP 1.535 1566.935 4 (CFS) 75.45 40.98 40.98 40.98 Vel Vel (FPS) Head • SF Ave 11.19 - -1- 1.99 Energy I. Super Grd.E1.I Elev - -I_ _ HF ISE Dpth 1569.12 -I- .00 .0075 .31 2.72 5.80 .52 1570.74 .00 71- - - -1- - .0038 01 4.89 5.80 .52 1570.75 .00 - -1- -1- -1- - 632.220 1566.300 4.078 1570.379 40.98 - - -I- -I_ -I- - - WALL ENTRANCE 1 I I 632.220 1566.300 4.856 1571.156 40.98 - I- -I- -I- 03/19/02 H-14 1.97 1568.90 .00 .52 1570.90 .00 I I .00 1571.16 .00 PAGE 1 Date: 1-25-2002 Time: 9:14:17 CriticallFlow ToplHeight/ Depth I Width IDia.-FT - -I- -I- - Froude NlNorm Dp I "N" 2.72 1.73 3.000 - -I -I- - 1_00 .013 I 2.08 .00 3.000 -I- -1- .00 1.33 .013 I I 2.08 .00 3.000 -1- -I- - 2.08 2.08 3.00 3.000 Base Wt or I.D. .00 3.000 -I- -I- X-Fall .000 .00 .000 .00 .000 .000 .000 1 .49 21.00 4.300 21.000 -1- -1- -1- INo Wth ZL IPrs/Pip - -I ZR IType Ch ***** 1******* .00 1 .0 1 .00 PIPE .00 1 .0 1- .00 PIPE .00 1 .0 - 1- .00 0 .0 - I- I .00 1 .0 .00 0 .0 - 1- 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 REFERENCES & MAPS 01/24/02 R-1 1 —1.4 T4N — — k. I1 T3N f TIS — :WI 1 NITA cA - i R5 / �• I• 1• ` 4W 1' — 1 0 — f .w'•�i i _ yA �� ►I •.r .g� [t JILE OAT ligalligilli01116111 74E11 • •Nn••- gtbk • R I ALTO- Nr41 —43 r., • [ �• •:,`,,;:+L.' �:• ICE FONTAN ■ '• ��� • .•, L r•s.• • • L !]!♦ j i! • 7 j 0 'Qtr.1111M1-1,C'�l► _,TONIII!!)��� REDLAND =,3p • - t••• .:i•ff' •Al.•lIhii. glih t CHINO n.'st1 o►���! 1 1 �fv• _ I 1 I } I T3S— _ I ` • 1 / 1•r.J 8W RZW R 5 W:: R6 R2W r r . 1— —1 RIW . Lutti R3 «w:... •R2W SAN BERNARI)INO COUNTY HYDROLOGY MANUAL MURK 1Y.L[Y :-� - r -1 -.-- N • RIE • REDUCED DRAWING SCALE I'•= 4 MII ES i LEO2N4s CI)ISOLINES PIIL.CI►ITATION (INCHES) 3-II Ro 114N _ t -t Tom_ — I- J •LO*IN L•� 1011.) 1, 41 Itr ANL AQ 01 I , �I' I -+ ,05 FLOODECONTROL DISTRICT VALLEY AREA 1S0HYETALS Y. - 10 YEAR 1 HOUR SAS= ON U.110.C, NO ATLAS 2,197S Aim FLO1 erfl nif 0&1t SCALE 19112 I fella VILE 110. looms. 110. *I10.1 S •4 12 FIGURE 8-3 4W ` r, -Ilia Mor[u� 44— 41-41f ✓ .tea A J � i .. ,�._. . L7 i — . _.. — �-_ - - , _- - ' • � � :I - \ ` r �-tom'..:. - ��• .....' ,. •� el diaaillialirdintalaillil6 IS Kr ZIP ,Ig g alisonrivillIEVAIIIIIIMPrilli ii;v7 : �� _ �w,V ONTAN �I���rE1�� {�I��� TIS 0_,_,,,,,p14.44111y..... III ``' . ONTA . (0►•'Mg �,,.u� ..t COLTON — tr.M11i '•— � r� 1- �. •,... •• rittzarriiiMATIP,Lwiniiiir ii1101,1r011.1. �� .S /i ,21110f....1.1....., I ralenEVINM •f _ i} OW 11114rfailliiikpli L;‘*:414tri:..,„111:11.wPI IERSIDE --,-,. di- i «.. !1' .,,, frs. 4100 REOLAND SAN BERNARDINO COUNTY • HYDROLOGY MANUAL R2W r r 111. C8 ISOLINEU PRECIPITATION (INCHES) 8-12 — -L R2E 4N 1- - q °' 1 I , mot- 1 4e I- }--}- re _T IN_ I -- I \I /153 • • 1 +34.00 SAN DERNWINO COUNTY FLOOD CONTROL DISTRICT VALLEY AREA mONYETALS Yes-100 YEAR I HOUR NONNI ON a*D:c, IliANA►RUS S.MS •_ST fts sts.1.. _ IfS2 I r.11[l 1015•1 4 d It FIGURE 8-4 Et • • ki41 if:•• ; • .• p••••;•4 rs ;•••••'; • :••• -;•. • ,4; ; • • t.. .• s„.• • • i• •-• • • : • a .kY .••••• .* •• 4 - ;-; • ••• • . _4:: ••••4. •-•4 • • • • ' • •• 4••••• :•.. •• • ...,„•• • . . ,••• :..i•k; • • •„, : . • V. • • :4 7 •;.•,- ?'4. • • • • I 5- • • ;; • • • • • --• • - - • •-• • ••1. • 3' • • 41. iv 1r 1,j1a R.I.:L... - • •; Pe • : i••• • '3,;•••': . 7 • I „,... i „.• .!.•-• `77 e • •., - 4 • • :7;4 4. •••••1,4••• ::•.,7,-. - 1.-::,-?.. 1:-.1..-,..,. • -I, --., .-.:7 „-._- -- 1.r,.-......-',4: --:,_•,- . 'IF' . •-'"...• -...-•,'.4-;:•-, . .....• r ... i •••_, • c: -:,f•i • , • , . ;it • • ;..o. • - •••• -• ..• •••• .. ,:_;„."(•:.•:z •5'!,;.•;::?.-.; , •:•:.-(1,1.f.. J-1,4 • 4,,,g •••.--; • -• ••• ' 7-- •••• ••?•••.r. . . FP' 1 '47,11,7'14-r-a 1••••••••••• SAN. BERNARDINO COUNTY HYDROLOGY MANUAL . ..... . • t I ..:. lx.7.5..? • -4714? ..., . • . ;, WI Timmit.122 _ ..... Mill Ito gi Vfe IL :466 .104•;:t-• 1. . • -7:4 4 LEV11:14. TI. I:1 1111111110•411i.e. VW ..a...,, . .-.r"7711"."412 147:11:311:git. , .. :..,....t.;.....,::; .....MV44. I .7.,-„,—=-.1,,,..............,—,...L.,-, • 'II .,..................-....tr• 1. ai, 1, 1... _..... ... ,--_-_-..."..'...... 11••••, , . .= . ......... . :1_.....Vi„iiir...*:.1.:1-;:,..44:0...p.212. .....,, ..46;4;.. 13...4:6.pol...........vel.....i.....4 i••-•— I 1 \ C-Z le\ •,..-..------.,,..\. C-1 i SAN I BERNARANO • COUNTY l's.) • .;-.----......" v a . C-7 C-13 C-3 C-4 119 LISO A sou. GROUP BOUNDARY SOIL GROUP DESIGNATION BOUNDARY OF INDICATED SOURCE fli 741. • • • .• -=.• • . • •.. i ••-• • • • •.•••••-.____fs... -_____: • '',...• : • •:-.. 4•••:.:1"4,....' . - -:•;-:.:'`)> 7,44 ••• N. . -...' -.1,:....... ••• %..•?,.. "' : • •JE • ....,. . • . • .., :., ..-.--...... --, -.......1,)i......: .....,..1...... -"IL— I .. .....:,, A ..;.,....4•7;t: . —1 e;.....,,,i,........... • • , • :.-. " • I. • .• , • - I- t= • • - ' • ••••••-• I,-- : • I.: : E. . ./ .4:: 1 trlir) • L. • ' ,..k ' .. • • .., % •• ; ..! . 1. - •- ; ., ,.-.-...., .: ' ...-&-,.. .,_-.±..2,•,..4:.••` ..r 1%.....,•••4:S• 4 ••Z•40 .- • .7.-•,- .. • 4- ..• - -.4 - 1-- -A "''- t 1 :1_1•'`, , •i ..:7 7--4r.....l' ---1--.5-"*.r." : I . (74 • C' . ' . - - •• _-.111 : - --' - •• I. .. ..... • • - - • ,...1' • e•- rr 1 '''• Mr— • ;1 • WI .,.(y..; _ tr ILL • - --- ---....- .:,..,,,,- r.,-• • -At*: ....:. r4.:.:-•4. 4- , •• ' •—• 4 • .• • • • ,•,•:Ti • .1 41 • .1 . • .• •17%:- • •4:.: • • • :...'_rina-•••'• • • ." 1;•-• Iffis '1 • to .0.. , UV...L.,. • • f.;,7:<...Z• 31.1.!% r-.1 ••••••7 rft.„. • 11..5r." -.4i ••• 1Z:1- 11 4.7 -L11: '-7.-A:1 • 4(:::14. ;1412t 471_1: (:•.f •-•: 4,4 1::r." ":".. 1. I-. -A-1 '••• • - • - . . . !•47-,477- : . • • •••••i=r • r"..- 071.-;•• ; . r .•:i SCALE 1148p00 SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST —A AREA INDEX MAP c-26 FIGURE C—I3 .4,'"2.4A4 I t I /579, • .4 1577 11) \ \i`N 11 \\\ ) ir 580.6 1578 4 A:9 *P' 0L5‘ 1571.6 5 70 4 \\ ) 0 15662 'J:1826-1 reeics-10\4.dwg, 04/17 0,02 06:28:46 PA Pad 7/• 9 r Se fad =71.2 z'1L ava 06'It-'3'd V 059r OC NV1d ^ry 4V J:\626-1176\Grading\PGph02-02.dwg, 04/17/2002 07:37:46 Ph