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HomeMy WebLinkAboutTract 17438TRACT 17438 CITY OF FONTANA DRAINAGE STUDY December 8, 2005 11 Reference 126-1936 PREPARED BY: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, CA 91761 (909) 937-9151 Fax 937-9152 Thai Nguyen Wendell L. Iwatsuru \ R.C.E. 36637 Exp. 6/30/06 2�23�Kr Date QROE�ss� L a 3 No, 368637 Ui� CONTENTS SECTION TITLE ❑ A DISCUSSION ❑ Vicinity Map ❑ QPre PRE DEVELOPED HYDROLOGY (2-,10-,25-, 100 -YEAR) ❑ Q DEVELOPED HYDROLOGY (2,10,25 -100 -YEAR) ❑ QUH DEVELOPED UNIT HYDROGRAPHAND FLOOD ROUTING CALCULATIONS (2,10, 25 -,100 -YEAR) ❑ D STREET FLOW DEPTH & CATCH BASIN SIZING ❑ H STORM DRAIN HYDRA ULICS ❑ Line A ❑ Line B3-9 ❑ Laterals Al A4 ❑ M MISCELLANEOUS CALCULATIONS & INFORMATION �, ❑ R REFERENCES & MAPS ❑ Soils Map (from San Bernardino County Hydrology Manual) ❑ Isohyetal Map (from San Bernardino County Hydrology Manual) Pq ❑ Reference Hydraulic Calculations from Citrus Ave. AVSD B3 ❑ Reference Storm Drain Plans from Citrus Ave. MPSD B3 ❑ Pre Developed Hydrologic Drainage Map ❑ Developed Hydrologic Drainage Map 0 - DISCUSSION The purpose of this drainage study is to determine the drainage facilities and the detention basin requirements for Tract 17438 in the City of Fontana. The subject tract is located south of future Casa Grande Avenue, east of Citrus Avenue, north of vacant land (and Summit Avenue), and east of vacant land (and future Cypress Avenue), in the City of Fontana, County of San Bernardino, California. The subject site will consist of 56 single-family residences, with an approximate area of 18 acres. Proposed drainage is overland and by street flow in generally a southwesterly r direction. There will be no off-site area tributary to the site. The site will connect to a master plan system in Citrus Avenue (construction to start in 2005). Due to downstream drainage facility constraints, the project is required to mitigate developed runoff to a level below existing conditions (as outlined in City and County policy). A detention basin is proposed to attenuate the flows. In order to determine the configuration of the detention basin necessary to meet interim runoff mitigation levels, pre -developed as well as developed calculations were completed. The 2-, 10-, 25-, and 100 -year storm events were modeled in the rational method hydrology calculations in this study. Also the 2-, 10-, 25- and 100 -year events were modeled in the unit hydrograph and flood routing calculations. I" The rational method and synthetic unit hydrologic models, as defined by Flood Control for L San Bernardino County, were followed in the determination of storm runoff. AES software was utilized for hydrology calculations. CivilDesign's WSPGW hydraulic software program was used to validate mainline pipe sizes as well as included for street flow depth analysis, catch basin sizing, lateral pipe sizing and freeboard confirmation. u 0 r-, r_1 C Year Pre -developed Intensity(Year) Pre-dev. Runoff 90% (mitigation) Dev. Runoff Basin Discharge Actual Mitigation 2 2 7.4 6.7 18.8 5.5 74% 10 5 13.0 11.7 31.8 9.0 69% 25 10 17.5 15.8 39.1 14.9 85% 100 25 25.3 22.8 50.7 19.5 77% J C i� C 0 11 u u it ui: li VICINITY MAP NOT r0 SCALE mint 4..— v,2m n= i•ii.nn D\A 1•!\ QiAAA0 ATC err MADOLE 8r ASSOCIATES, INC. Job Tract 17438 CM/ Engineers -Land Surveyors-Plannws Sheet No. Of 760-A Rochester Avenue Calculated by: Date 38524 Ontario, CA 91761 Checked by: Date (909)37-9151 W937-9152 Scale nts Rainfall Intensity Data Slope of Intensity/Duration curve 0.6 Duration Return Period ear hr --2--7 5 10 25 100 1 0.73 0.92 1.07 1.26 1.56 3 1.33 1.73 2.03 2.42 3.03 6 1.95 2.57 3.04 3.66 4.6 24 3.85 5.45 6.67 8.27 10.7 slope 0.55 0.57 0.58 0.60 0.60 =values taken from Isohyetals, San Bernardino County Hydrology Manual All other values "interpolated" using logarithmic equations as follows: —> Exp( +/- Slope x Ln(T des) + Ln(ref 1) -/+ Slope x Ln(ref T)) —> 1100 -110 / Ln(100/10) x Ln(des Period / 10) + 110 H A r�r n L SECTION QEX PRE -DEVELOPED HYDROLOGY (2.4 10.4 25,100 -YEAR) 0 D **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE a (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ************************** DESCRIPTION OF STUDY ************************** * TRACT 17438 * PRE -DEVELOPED HYDROLOGY * 2-YEAR ************************************************************************** GLOBAL STREET FLOW -DEPTH CONSTRAINTS: ' 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 0.10 TO NODE 0.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< xasssaaxsaassxxsssxssxsaaaxasxxasxsa=ssssxxsas:sxsasxxs=xxsssxx=saxxx=saxxss INITIAL SUBAREA FLOW-LENGTH(FEET) = 510.00 ELEVATION DATA: UPSTREAM(FEET) = 1720.00 DOWNSTREAM(FEET) = 1709.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.411 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.483 07/08/05 QEX-2 5 FILE NAME: P:\126-1936\DRAINAGE\438E02.DAT TIME/DATE OF STUDY: 10:36 06/21/2005 xxxss===sssxssssaaxaxsx=xsaxx=axxxaxssaaxxassasxxxasxxsasssx=saxxssa==xxaass USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ==a==xa===a=xa==xx=xxxxxxaxaxxxax=axxx=aaxxx==xxxxxa=xx=aaaa=axxa==xx==x=___ --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.7300 *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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: ' 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 0.10 TO NODE 0.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< xasssaaxsaassxxsssxssxsaaaxasxxasxsa=ssssxxsas:sxsasxxs=xxsssxx=saxxx=saxxss INITIAL SUBAREA FLOW-LENGTH(FEET) = 510.00 ELEVATION DATA: UPSTREAM(FEET) = 1720.00 DOWNSTREAM(FEET) = 1709.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.411 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.483 07/08/05 QEX-2 5 0 qm SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 5.10 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.86 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 18.41 0.86 2.86 FLOW PROCESS FROM NODE 0.20 TO NODE 0.30 IS CODE = 92 ---------------------------------------------------------------------------- »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1709.00 }m DOWNSTREAM NODE ELEVATION(FEET) = 1697.00 1' CHANNEL LENGTH THRU SUBAREA(FEET) = 670.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0200 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0.50 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.322 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 12.60 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.47 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.86 A AVERAGE FLOW DEPTH(FEET) = 0.34 FLOOD WIDTH(FEET) = 17.36 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.90 Tc(MIN.) = 22.31 60 SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 5.23 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR) = 0.86 PIN AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 l> TOTAL AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) 7.35 6 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 20.40 FLOW VELOCITY(FEET/SEC.) = 2.96 DEPTH*VELOCITY(FT*FT/SEC) = 1.11 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.30 = 1180.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.70 TC(MIN.) = 22.31 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR)= 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 7.35 END OF RATIONAL METHOD ANALYSIS c07/08/05 QEX-3 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) OR (c) Copyright 1983-2004 Advanced Engineering Software (aes) r.Mr$ Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: go Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ************************** DESCRIPTION OF STUDY ************************** * TRACT 17438 on * PRE -DEVELOPED HYDROLOGY * 10-YEAR ************************************************************************** GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 0.10 TO NODE 0.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< xs - -------sssssxxxc=xxasxss==assxxxss=sxx=sxxsssxxxss=xxsssxxsx=sx INITIAL SUBAREA FLOW-LENGTH(FEET) = 510.00 ELEVATION DATA: UPSTREAM(FEET) = 1720.00 DOWNSTREAM(FEET) = 1709.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 18.411 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.869 Im 07/08/05 QEX-4 L FILE NAME: P:\126-1936\DRAINAGE\438E10.DAT OF STUDY: 13:35 06/21/2005 -TIME/DATE _--------xxs=xsxxsssss==xssssxsaxxsmxxasxxsaxxxxxxsxxsxxxxxsxxsxxxs=xxxxsxs USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.9200 *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. SIDE-/-SIDE/-WAY- (FT) xxass (n) sxsxxxx -(FT)= -(FT) -(FT)- -(FT)===(FT)-- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 0.10 TO NODE 0.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< xs - -------sssssxxxc=xxasxss==assxxxss=sxx=sxxsssxxxss=xxsssxxsx=sx INITIAL SUBAREA FLOW-LENGTH(FEET) = 510.00 ELEVATION DATA: UPSTREAM(FEET) = 1720.00 DOWNSTREAM(FEET) = 1709.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 18.411 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.869 Im 07/08/05 QEX-4 L 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.) NATURAL FAIR COVER on "OPEN BRUSH" A 5.10 0.86 1.00 96 18.41 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.63 !w TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 4.63 **************************************************************************** FLOW PROCESS FROM NODE 0.20 TO NODE 0.30 IS CODE = 92 A---------------------------------------------------------------------------- --»»>COMPUTE-"V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1709.00 �+ DOWNSTREAM NODE ELEVATION(FEET) = 1697.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 670.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0200 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0.50 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.675 SUBAREA LOSS RATE DATA(AMC II): om DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS i. LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN ire NATURAL FAIR COVER "OPEN BRUSH" A 12.60 0.86 1.00 46 0w SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.22 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.03 OR AVERAGE FLOW DEPTH(FEET) = 0.40 FLOOD WIDTH(FEET) = 22.98 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.69 Tc(MIN.) = 22.10 SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 9.24 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) = 12.99 END OF SUBAREA "V" GUTTER HYDRAULICS: 00 DEPTH(FEET) = 0.44 FLOOD WIDTH(FEET) = 27.08 FLOW VELOCITY(FEET/SEC.) = 3.19 DEPTH*VELOCITY(FT*FT/SEC) = 1.41 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.30 = 1180.00 FEET. ssxxxxxxxssxssassaaxxxxxxaxxaasxxaxaaxxsxxsxaaxxxxxxssxxaxxsxaxaxaaxxsxaxaxx OR END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 17.70 TC(MIN.) = 22.10 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR)= 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 12.99 xaaxxaxaxxxaxcxxxxaxxxaxxxxxsxaxxaxxaxxsxxaxxaxxxaxaxxxsxxssssaassxssxsaaxss saassssmssxxaxaaxaaxxaxxxaaaxsxxxxxaxasxaaxxxxxxsxaaxxxaxsaxaaxsxassxxsxxasx END OF RATIONAL METHOD ANALYSIS 0 07/08/05 QEX-5 r C' r 7 ��i **************************************************************************** . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ************************** DESCRIPTION OF STUDY ************************** * TRACT 17438 * PRE -DEVELOPED HYDROLOGY * 25-YEAR ************************************************************************** FILE NAME: P:\126-1936\DRAINAGE\438E25.DAT TIME/DATE OF STUDY: 13:42 06/21/2005 _____________________sssass==mass=sss=mmsasmsaaaa=xssasssasaassssssssaassas= USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.0700 *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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 0.10 TO NODE 0.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<' >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ss-=aaaasaassaasasmaass=asasaaassasssssasssssssaassssasassm=aaasasseassa INITIAL SUBAREA FLOW-LENGTH(FEET) = 510.00 ELEVATION DATA: UPSTREAM(FEET) = 1720.00 DOWNSTREAM(FEET) = 1709.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.411 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.174 07/08/05 QEX-6 l 1 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.) NATURAL FAIR COVER "OPEN BRUSH" A 5.10 0.86 1.00 46 18.41 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 6.03 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 6.03 **************************************************************************** FLOW PROCESS FROM NODE 0.20 TO NODE 0.30 IS CODE = 92 »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1709.00 DOWNSTREAM NODE ELEVATION(FEET) = 1697.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 670.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0200 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.957 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 12.60 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.20 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.17 AVERAGE FLOW DEPTH(FEET) = 0.43 FLOOD WIDTH(FEET) = 26.26 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.53 Tc(MIN.) = 21.94 SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 12.44 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR) 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) = 17.47 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.48 FLOOD WIDTH(FEET) = 30.95 FLOW VELOCITY(FEET/SEC.) = 3.36 DEPTH*VELOCITY(FT*FT/SEC) = 1.61 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.30 = 1180.00 FEET. END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 17.70 TC(MIN.) = 21.94 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR)= 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 17.47 END OF RATIONAL METHOD ANALYSIS 07/08/05 QEX-7 141 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ************************** DESCRIPTION OF STUDY ************************** * * TRACT 17438 * PRE -DEVELOPMENT HYDROLOGY * 100-YEAR ************************************************************************** FILE NAME: P:\126-1936\DRAINAGE\438E25.DAT -TIME/DATE-OF-STUDY: 10:09 06/21/2005 ---_-__- ______ _ asx=asaasasasasaaaassaaaaaaasasaaaxasmsasasaaaasaasa=- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.2600 *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 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 0.10 TO NODE ------0_20-IS CODE = --21---------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA"-"-' _-a_--_- aaasasaasaasaaaaa=saasasascasasaasasaasas-s -_s- INITIAL SUBAREA FLOW-LENGTH(FEET)-172510.0000 DOWNSTREAM(FEET) = 1709.00 ELEVATION DATA: UPSTREAM(FEET) _ Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.411 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.560 07/08/05 QEX-8 r 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.) NATURAL FAIR COVER "OPEN BRUSH" A 5.10 0.86 1.00 46 18.41 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 7.80 TOTAL AREA(ACRES) 5.10 PEAK FLOW RATE(CFS) = 7.80 FLOW PROCESS FROM NODE 0.20 TO NODE 0.30 IS CODE = 92 »»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATION(FEET) = 1709.00 DOWNSTREAM NODE ELEVATION(FEET) = 1697.00 Ej CHANNEL LENGTH THRU SUBAREA(FEET) = 670.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.100 PAVEMENT LIP(FEET) = 0.100 MANNING'S N = .0200 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.314 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 12.60 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.98 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.30 AVERAGE FLOW DEPTH(FEET) = 0.47 FLOOD WIDTH(FEET) = 29.78 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 3.38 Tc(MIN.) = 21.79 SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 16.48 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) = 23.16 ** PIPE SIZED TO MAXIMIZE V -GUTTER FLOW AT DOWNSTREAM NODE ** ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.93 PIPE-FLOW(CFS) = 7.80 PIPEFLOW TRAVEL TIME(MIN.) = 1.41 Tc(MIN.) = 19.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.449 SUBAREA AREA(ACRES) = 12.60 SUBAREA RUNOFF(CFS) = 18.02 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.50 AREA -AVERAGED Ap = 1.71 TOTAL AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) = 25.32 V -GUTTER HYDRAULICS BASED ON MAINLINE Tc : V -GUTTER HYDRAULICS COMPUTED USING ESTIMATED FLOW(CFS) = 17.51 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.48 FLOOD WIDTH(FEET) = 31.07 FLOW VELOCITY(FEET/SEC.) = 3.35 DEPTH*VELOCITY(FT*FT/SEC) = 1.61 LONGEST FLOWPATH FROM NODE 0.10 TO NODE 0.30 = 1180.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.70 TC(MIN.) = 21.79 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR)= 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.50 AREA -AVERAGED Ap = 1.71 PEAK FLOW RATE(CFS) = 25.32 END OF RATIONAL METHOD ANALYSIS 07/08/05 QEX-9 I C N Hil L-1 HxYg t 09/02/05 DEVELOPED HYDROLOGY Q-1 L RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ************************** DESCRIPTION OF STUDY ************************** * * TRACT 17438 OM * DEVELOPED HYDROLOGY * 2 -Year to 126-1936 ************************************************************************** �* --FILE-NATE OF STUDY: 13:DRAINAGE\438D02.DAT----=--------------------------- (�i TIME/DATE OF STUDY: 13:16 09/02/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC -MODEL =INFORMATION: ----------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.7300 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) --(n)-= 1 20.0 10.0 0.020/0020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE ------2_00-IS CODE = --21---------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««" >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ---- ---------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 ELEVATION DATA: UPSTREAM(FEET) = 1716.50 DOWNSTREAM(FEET) = 1701.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.415 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.976 w 09/02/05 Q-2 L 0 A re L SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.90 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE (CFS) pp SCS Tc (DECIMAL) CN (MIN.) 0.60 52 11.41 0.80 3.24 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = --62---------- --------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA""< »»>(STREET TABLE SECTION # 1 USED) ««<------------------ UPSTREAMyELEVATION(FEET) = 1701.90 DOWNSTREAM ELEVATION(FEET) = 1698.60 STREET LENGTH(FEET) = 400.00 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 - �r 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) = 4.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.32 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 14.29 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.726 SUBAREA LOSS RATE DATA(AMC III): pp SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp (INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTIONB�ApA = 0.6O(CFS) = 1.57 SUBAREA AREA(ACRES) _ 1.40 EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 4.27 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 13.01 FLOW VELOCITY(FEET/SEC.) = 2.37 DEPTH*VELOCITY(FT*FT/SEC.) = 0.88 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = --31---------- __________ __ __---------------------- »>>>COMPUTE PIPE -FLOW TRAVEL TIMETHRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1694.10 DOWNSTREAM(FEET) = 1693.20 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.4 INCHES 09/02/05 Q-3 L 0 0 Hill 0, PIPE -FLOW VELOCITY(FEET/SEC.) = 8.02 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.27 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.36 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 -------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.36 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.722 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR)= 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 2.24 EFFECTIVE AREA(ACRES) = 5.80 AREA -AVERAGED Fm(INCH/HR) = 0.48 A( AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 6.49 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE=--31---------- ------------------------------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE -FLOW) ««<---__- _--- ELEVATION DATA: UPSTREAM(FEET) = 1693.20 DOWNSTREAM(FEET) = 1689.00 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.73 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.49 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 15.15 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE -_--81---------- --------------------------------------- --»»>ADDITION=OF- SUBAREA -TO- MAINLINE -PEAK -FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 15.15 * 2 YEAR RAINFALL INTENSITY(INCH/HR) - 1.667 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.20 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = A(1.20SUBAREA (CFS. 28 0.48 EFFECTIVE AREACRES) = 7.00 AVERAGEDINCH/HCH/HR AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 7.49 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) _ FLOW PROCESS FROM NODE 5.00 TO -NODE ------5_00 IS CODE = --81---------- ---------------------------- --------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 09/02/05 Q-4 � MAINLINE Tc(MIN) = 15.15 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.667 SUBAREA LOSS RATE DATA(AMC III): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA FP LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.90 0.80 0.60 52 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.70 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 460 SUBAREA RUNOFF(CFS) = 4.92 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 11.60 PEAK FLOW RATE(CFS) = 12.42 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 41 ---------------------------------------------- -»»>COMPUTE-PIPE=FLOW_TRAVEL _TIME _THRUSUBAREA««< » »>USING USER-SPECIFIED PIPESIZE (EXISSTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1689.00 DOWNSTREAM(FEET) = 1686.60 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.24 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.42 PIPE TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 15.30 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1460.00 FEET. FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN)====15.30====_____________________________________________ * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.658 SUBAREA LOSS RATE DATA(AMC III): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3-4 DWELLINGS/ACRE" A 1.40 0.80 0.60 52 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.70 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 6.48 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 ==TOTAL= AREA(ACRES)17.70=======PEAK-FLOW-RATE(CFS)========1 880 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.70 TC(MIN.) = 15.30 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 ------------- PEAK FLOW RATE(CFS) 18.80 END OF RATIONAL METHOD ANALYSIS 09/02/05 Q-5 j **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 op ************************** DESCRIPTION OF STUDY ************************** * TRACT 17438 * DEVELOPED HYDROLOGY * 10 -Year to 126-1936 ************************************************************************** r u H **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 ELEVATION DATA: UPSTREAM(FEET) = 1716.50 DOWNSTREAM(FEET) = 1701.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.415 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.896 09/02/05 Q-6 FILE NAME: P:\126-1936\DRAINAGE\438D10.DAT TIME/DATE OF STUDY: 11:43 09/02/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.0700 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. SIDE-/-SIDE/-WAY- -(FT)- (FT)= ==(n)== -(FT)- -(FT) -(FT)===(FT)-- 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED r u H **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 ELEVATION DATA: UPSTREAM(FEET) = 1716.50 DOWNSTREAM(FEET) = 1701.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.415 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.896 09/02/05 Q-6 L SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.40 0.80 0.60 52 11.41 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.22 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 5.22 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 ------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1701.90 DOWNSTREAM ELEVATION(FEET) = 1698.60 STREET LENGTH(FEET) = 400.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.63 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10 STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 13.95 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.568 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 1.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.63 EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 7.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 16.05 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 --------------------------------------------------------------------------- »>>>COMPUTE - PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1694.10 DOWNSTREAM(FEET) = 1693.20 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.0 INCHES 09/02/05 Q-7 0 Id 0 D H-1 H PIPE -FLOW VELOCITY(FEET/SEC.) = 9.31 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.15 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 14.00 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.00 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.562 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.75 EFFECTIVE AREA(ACRES) = 5.80 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 10.88 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< _-»»>USING- COMPUTER -ESTIMATED -PIPESIZE=(NON-PRESSURE_FLOW) ««<--_-v=_--- ELEVATION DATA: UPSTREAM(FEET) = 1693.20 DOWNSTREAM(FEET) = 1689.00 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.74 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.88 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 14.69 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.69 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.489 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.20 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.17 EFFECTIVE AREA(ACRES) = 7.00 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 12.67 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 09/02/05 Q-8 u MAINLINE TC(MIN) = 14.69 r * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.489 SUBAREA LOSS RATE DATA(AMC III): go DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.90 0.80 0.60 52 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.70 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 8.33 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 11.60 PEAK FLOW RATE(CFS) = 21.00 FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1689.00 DOWNSTREAM(FEET) = 1686.60 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.85 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 !m PIPE-FLOW(CFS) = 21.00 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 14.82 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE ------6_00-TO- NODE ------6_00-IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.82 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.476 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.40 0.80 0.60 52 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.70 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 10.97 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) = 31.84 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.70 TC(MIN.) = 14.82 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 31.84 os=xxxasaxaas=axssaxxasa=xxxas=xxxssxxxs=xxxxssas=o=axxassaaexasxxso=axxxsss xxs=exxsaaxsxssaxassmxvss=xxssa==xssexxssa=xss aasssaaxxxxss=xxxssss==x----x- END OF RATIONAL METHOD ANALYSIS 1. 09/02/05 Q-9 v **************************************************************************** .. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 a ************************** DESCRIPTION OF STUDY ************************** * TRACT 17438 * DEVELOPED HYDROLOGY * 25 -YEAR to 126-1936 ************************************************************************** FILE NAME: P:\126-1936\DRAINAGE\438D25.DAT TIME/DATE OF STUDY: 13:23 09/02/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------- --*TIME-OF-CONCENTRATION MODEL* -- fl H-1 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL -SUBAREA«--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 ELEVATION DATA: UPSTREAM(FEET) = 1716.50 DOWNSTREAM(FEET) = 1701.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.415 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.410 Ei 09/02/05 Q-10 USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.2600 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. SIDE=/ (FT)= (_)__ -SIDE/ -WAY- -(FT)- -(FT) -(FT)- -(FT)===(FT)-- 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 fl H-1 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL -SUBAREA«--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 ELEVATION DATA: UPSTREAM(FEET) = 1716.50 DOWNSTREAM(FEET) = 1701.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.415 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.410 Ei 09/02/05 Q-10 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.40 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 6.33 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 52 11.41 0.80 6.33 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 ------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1701.90 DOWNSTREAM ELEVATION(FEET) = 1698.60 STREET LENGTH(FEET) = 400.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 16.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22 STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 13.84 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.038 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN on RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.40 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.23 EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) _ I n r 52 0.48 8.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 17.38 FLOW VELOCITY(FEET/SEC.) = 2.80 DEPTH*VELOCITY(FT*FT/SEC.) = 1.28 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1694.10 DOWNSTREAM(FEET) = 1693.20 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.8 INCHES 09/02/05 Q-11 PIPE -FLOW VELOCITY(FEET/SEC.) = 9.87 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.76 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 13.89 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION -OF- SUBAREA -TO- MAINLINE -PEAK -FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 13.89 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.032 SUBAREA LOSS RATE DATA(AMC III): pp SCS DEVELOPMENT TYPE/ SCS SOIL AREA FP LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.60 EFFECTIVE AREA(ACRES) = 5.80 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 13.33 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) _ **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 --------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< El »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---- ELEVATION DATA: UPSTREAM(FEET) = 1693.20 DOWNSTREAM(FEET) = 1689.00 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 ' ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.15 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.33 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 14.54 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1370.00 FEET. so **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------- ------ ---------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.54 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.949 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.20 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 2. SUBAREA AREA(ACRES) = 1.207.00 SUBAREA 67 0.48 EFFECTIVE AREA(ACRES) _ AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 15.57 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) _ **************************************************************************** FLOW PROCESS -FROM NODE ------5_00 TO NODE 5.00 IS CODE = 81 -------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 09/02/05 Q-12 _a ==MAINLINE Tc(MIN) = 19 59________________________�--_ * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.949 SUBAREA LOSS RATE DATA(AMC III): pip SCS DEVELOPMENT TYPE/ SCS SOIL AREA FP LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3-4 DWELLINGS/ACRE" A 0.90 0.80 0.60 52 RESIDENTIAL ''3-4 DWELLINGS/ACRE'A 3.70 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 10.23 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 11.60 PEAK FLOW RATE(CFS) = 25.80 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 41 --------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING- USER-SPECIFIED -PIPESIZE-(EXISTING -ELEMENT)<<<<<------------- ELEVATION DATA: UPSTREAM(FEET) = 1689.00 DOWNSTREAM(FEET) = 1686.60 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.52 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.80 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 14.66 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1460.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE 81 ------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.66 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.934 SUBAREA LOSS RATE DATA(AMC III): pp SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 3-4 DWELLINGS/ACRE" A 1.40 0.80 0.60 52 , RESIDENTIAL ''3-4 DWELLINGS/ACRE'A 4.70 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 49 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = = EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm (INCH/HRR)) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 39.14 TOTAL AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) _ END OF STUDY SUMMARY: ____________________________________________________ TOTAL AREA(ACRES) 17.70 TC(MIN.) = 14.66 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR)-==-0=80-- AREA -AVERAGED =Ap==--060--------------- PEAK FLOW RATE(CFS) 39.14 ------------ END OF RATIONAL METHOD ANALYSIS u 091265 Q-13 H-1, **************R******ATIONAL***ME****THOD************************************************* HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ************************** DESCRIPTION OF STUDY ************************** * * TRACT 17438 * �R * DEVELOPED HYDROLOGY * 100 -Year to 126-1936 ************************************************************************** FILE NAME: P:\126-1936\DRAINAGE\438DOO.DAT -TIME/DATE OF STUDY: 13:27 09/02/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5600 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL -SUBAREA<=--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 ELEVATION DATA: UPSTREAM(FEET) = 1716.50 DOWNSTREAM(FEET) = 1701.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.415 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.222 09/02/05 Q-14 *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. SIDE-/-SIDE/-WAY- -(FT)- (FT)= ==(n)== -(FT) 1 20.0 ===(FT)=- 10.0 0.020/0.020/0.020 -(FT)- 0.50 -(FT) 1.50 0.0313 0.110 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL -SUBAREA<=--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 ELEVATION DATA: UPSTREAM(FEET) = 1716.50 DOWNSTREAM(FEET) = 1701.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.415 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.222 09/02/05 Q-14 p SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 3-4 DWELLINGS/ACRE" A 2.40 0.80 0.60 52 11.41 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 8.09 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 8.09 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 ------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1701.990 DOWNSTREAM ELEVATION(FEET) = 1698.60 # STREET LENGTH(FEET) = 400.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.40 STREET FLOW TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 13.70 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.784 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 1.40 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.17 �( EFFECTIVE AREA(ACRES) = 3.80 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) = 11.31 r END OF SUBAREA STREET FLOW HYDRAULICS: • DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) 19.18 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY(FT*FT/SEC.) = 1.48 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ----------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIMETHRU-SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1694.10 DOWNSTREAM(FEET) = 1693.20 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.9 INCHES 09/02/05 Q-15 PIPE-FLOW VELOCITY(FEET/SEC.) = 10.59 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.31 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 13.75 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1050.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 --»»>ADDITION-OF- SUBAREA -TO- MAINLINE -PEAK -FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 13.75 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.776 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.00 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.94 EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.48 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.80 PEAK FLOW RATE(CFS) = 17.22 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 ------------------------------------------------------- -->»»COMPUTEOPIPEEFLOWTTRAVEL-TIMESIZE (NON-PRESSURE FLOW)<<<<<--_-_-__--- »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1693.20 DOWNSTREAM(FEET) = 1689.00 1R FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.65 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.22 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 14.37 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 1370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------- --»»>ADDITION-OF-SUBAREA-TO-MAINLINE-PEAK-FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 14.37 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.678 SUBAREA LOSS RATE DATA(AMC III): pp SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN ,RESIDENTIAL 3-4 DWELLINGS/ACRE" A 1.20 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.46 EFFECTIVE AREA(ACRES) = 7.00 AREA-AVERAGED Fm(INCH/HR) = 0.48 AREA-AVERAGED Fp(INCH/HR) = 0.80 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 20.16 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE ------5_00-IS CODE = 81 ----------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 09/02/05 Q-16 ==MAINLINE Tc(MIN) = 14.37 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.678 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.90 0.80 0.60 52 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 3.70 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 13.25 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 11.60 PEAK FLOW RATE(CFS) = 33.41 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -_»»>USING- USER-SPECIFIED -PIPESIZE-(EXISTING -ELEMENT) ««<---------------- ELEVATION DATA: UPSTREAM(FEET) = 1689.00 DOWNSTREAM(FEET) = 1686.60 !� FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.38 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.41 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 14.48 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 6.00 = 1460.00 FEET. FLOW PROCESS FROM-NODE------6_00-TO NODE ------6_00-IS CODE = 81 ------ -------- ----- ----- --------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.48_________________________________________________ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.661 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.40 0.80 0.60 52 RESIDENTIAL 113-4 DWELLINGS/ACRE" A 4.70 0.60 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 17.48 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 17.70 PEAK FLOW RATE(CFS) = 50.71 ==END OF STUDY SUMMARY:_____________________________________________________ TOTAL AREA(ACRES) = 17.70 TC(MIN.) = 14.48 EFFECTIVE AREA(ACRES) = 17.70 AREA -AVERAGED Fm(INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 50.71 END OF RATIONAL METHOD ANALYSIS H 09/02/05 Q-17 L h n 0 D H_; d Detention Basin Outlet Hydraulics Tract 17438 JN 126-1936 2 1112005 Lower Orifice Standpipe Infiltration C weir C 3 weir k 0 in/hr (/sf) C 0.62 (orifice) C 0.6 (orifice) SA 2620 sf L (eff) 1 ft Dia 1.3 ft Qinf 0.0 cfs H (eff) 1 ft Weir Orifice ControlOutflowVolume Bottom EL 0 ft Rim EL 3 ft P:\126-1936\Drainage\FloodRouting100.xls 9/2/2005 - i• '-• • - 'c• Weir Orifice ControlOutflowVolume • r. - ------- - --- - ------- - --- ---- ---- - --- - --- ---- - --- - --- ---- - --- -------- - --- - --- ---- - --- - --- ---- - --- - --- ---- - --- P:\126-1936\Drainage\FloodRouting100.xls 9/2/2005 LossesData Set Number 1 2 3 4 5 Description Developed -100 Yr Deve - 25 Yr Developed - 10 Yr Na Developed - 2 Yr Tc 14.5 14.7 14.8 15.3 Land use desc below Acres below Acres below Acres below Acres below Acres below 3-4 du/ac 17.7 17.7 17.7 17.7 17.7 c— Enter Set Description Here c-- Enter Set Tc here c— c-- Enter Cover/use in "A" c -- c— and Acres in "l3" thru "F" c_ c— P:\128-1938\Drainage\UHinput.xis 9/2/2005 Tract 17438 ENDERS Low Loss Fraction & Maximum Loss Rate M ii IFF MAP 17.7 P-24= 10.70 in Return Period 100 AMC Type III (I,II or III) Lag Time Tributary area ,7 Y= 0.63 Est Vol = 10 ac -ft Low Loss Fraction,Y-bar = 0.368 Tc = 14.5 min from Rational Method Study Lag = 11.6 min Run: La = 0.19 hr I 24 -hr Rainfall other than 100 T I r in 2 3.85 100 10.7 100 10.7 126-1936 6/21/2005 UHinput.xls 9/2/2005 Project: Engineer: Notes: Tract 17438 0 Developed -100 Yr Set #1 Date: 6/21/2005 1st-24hr 126-1936 2nd-24hr 1 Design Storm yr 100 2 Catchment Lag time hrs 0.19 3 Catchment Area acres 17.7 4 Base flow cfs/sq mi 0 5 S -graph valley 6 Maximum loss rate, Fm in/hr 0.44 7 Low loss fraction, Y -bar 0.37 8 Watershed area -averaged 5 -minute point rainfall inches 0.49 0.17 Watershed area -averaged 30 -minute point rainfall inches 1.13 0.41 Watershed area -averaged 1 -hour point rainfall inches 1.56 0.56 Watershed area -averaged 3 -hour point rainfall inches 3.03 1.09 Watershed area -averaged 6 -hour point rainfall inches 4.60 1.66 Watershed area -averaged 24 -hour point rainfall inches 10.70 3.85 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr UHinput.xls 9/2/2005 Tract 17438 126-1936 ENDERS 6/21/2005 Low Loss Fraction & Maximum Loss Rate Developed - 25 Yr Set # 2 P-24= 8.27 in Est Vol = 7 ac -ft Low Loss Fraction,Y-bar = 0.420 Return Period 25 AMC Type III (l,ll or III) Lag Time Tc = 14.7 min from Rational Method Study La = 11.76 min Run: La = 0.2 hr Tributary area 24 -hr Rainfall other than 100 T I r in 2 3.85 100 10.7 25 8.27 UHinput.xls 9/2/2005 r, L 0, 0 0 I I n D Project: Tract 17438 Date: 6/21/2005 126-1936 Engineer: p Notes: Developed - 25 Yr Set #2 1st-24hr 2nd-24hr 1 Design Storm yr 25 2 Catchment Lag time hrs -- 3 Catchment Area acres17.E 4 Base flow ds/sq mi _0 5 S -graph valley 6 Maximum loss rate, Fm in/hr 0.44 7 Low loss fraction, Y -bar 0.42 8 Watershed area -averaged 5 -minute point rainfall inches 0.39 0.14 Watershed area -averaged 30 -minute point rainfall inches 0.91 0.33 Watershed area -averaged 1 -hour point rainfall inches 1.26 0.45 Watershed area -averaged 3 -hour point rainfall inches 2.42 0.87 Watershed area -averaged 6 -hour point rainfall inches 3.66 1.32 Watershed area -averaged 24 -hour point rainfall inches 8.27 2.98 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors (Fig E-4) 5 -min _ 30 -min _ 1 -hr _ 3 -hr _ 6 -hr 24 -hr 9/2/2005 UHinput.xls Tract 17438 ENDERS 126-1936 6/21/2005 Low Loss Fraction & Maximum Loss Rate FD: i iYii•I�i►�® `'.,a� ., . `'�®"�` " ��5." :®® 1 . 1 • 1 ## ::..�` .P � k A4t t �`s a'iT'G � �? y7,3 17.7 P-24= 6.67 in Return Period 10 AMC Type III (I,II or III) Lag Time Tc = 14.8 min from Rational Method Study Lag = 11.84 min Run: IL89 = 0.2 hr Tributary area 0.53 Est Vol = 5 ac -ft Low Loss Fraction,Y-bar = 0.466 24 -hr Rainfall lother than 100 T I in 2 3.85 100 10.7 10 6.67 UHinput.xis 9/2/2005 M C 0- r 60 0 Fil_ L L� l Project: Tract 17438 Date: 6/21/2005 126-1936 Engineer: Notes: Developed -10 Yr Set #3 1st-24hr 2nd 24hr 1 Design Storm yr ---10 2 Catchment Lag time hrs 0.2 3 Catchment Area acres 17.7 4 Base flow ds/sq mi 0 _ 5 S -graph valley 6 Maximum loss rate, Fm in/hr 0.44 7 Low loss fraction, Y -bar 0.47 8 Watershed area -averaged 5 -minute point rainfall inches 0.33 0.12 Watershed area -averaged 30 -minute point rainfall inches 0.77 0.28 Watershed area -averaged 1 -hour point rainfall inches 1.07 0.39 Watershed area -averaged 3 -hour point rainfall inches 2.03 0.73 Watershed area -averaged 6 -hour point rainfall inches 3.04 1.09 Watershed area -averaged 24 -hour point rainfall inches 6.67 2.40 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors (Fig E-4) 5 -min _ 30 -min _ 1 -hr _ 3 -hr 6 -hr _ 24 -hr 9/2/2005 UHinput.xls Tract 17438 ENDERS 126-1936 6/21/2005 Developed • _ ���'.�`�'�". , 4 ��, �, • • _ ���' .moi®®i�i.���� MAP -V _. qr . , 17.7 P-24= 3.85 in Return Period 2 AMC Type III (I,II or 111) Lag Time Tc = 15.3 min from Rational Method Study Lag = 12.24 min Run: Lag = 0.2 hr Tributary area .43 Est Vol = 2 ac -ft Low Loss Fraction,Y-bar = 0.570 24 -hr Rainfall other than 100 r T I in 2 3.85 100 10.7 2 3.85 UHinput.xis 9/2/2005 Project: Engineer: Notes: Tract 17438 0 Developed - 2 Yr Set #5 Date: 6/21/2005 1 st-24hr 126-1936 2nd-24hr 1 Design Storm yr 2 2 Catchment Lag time hrs 0.2 3 Catchment Area acres 17.7 4 Base flow ds/sq mi 0 5 S -graph valley 6 Maximum loss rate, Fm in/hr 0.44 7 Low loss fraction, Y -bar 0.57 8 Watershed area -averaged 5 -minute point rainfall inches 0.23 0.08 Watershed area -averaged 30 -minute point rainfall inches 0.53 0.19 Watershed area -averaged 1 -hour point rainfall inches 0.73 0.26 Watershed area -averaged 3 -hour point rainfall inches 1.33 0.48 Watershed area -averaged 6 -hour point rainfall inches 1.95 0.70 Watershed area -averaged 24 -hour point rainfall inches 3.85 1.39 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr UHinput.xls 9/2/2005 I GT SMALL AREA UNIT HYDROGRAPH MODEL (See additional Calculation to empty the Basin) F1 II SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- Problem Descriptions: TRACT 17438 UNIT HYDROGRAPH 100 -YEAR -. ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.99 TOTAL CATCHMENT AREA(ACRES) = 17.70 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.440 LOW LOSS FRACTION = 0.370 TIME OF CONCENTRATION(MIN.) = 14.50 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.49 1.13 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.56 3 -HOUR POINT RAINFALL VALUE(INCHES) = 3.03 6 -HOUR POINT RAINFALL VALUE(INCHES) = 4.60 24-HOUR POINT RAINFALL VALUE(INCHES) = 10.70 A --------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 10.09 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 5.69 TIME VOLUME Q 0. 15.0 30.0 45.0 60.0 ------------------------------------------------- -(HOURS)----(AF)------(CFS) 0.05 0.0000 0.00 Q 0.29 0.0300 3.01 Q 0.53 0.0902 3.02 Q 0.77 0.1507 3.04 Q 1.02 0.2116 3.06 Q 1.26 0.2729 3.08 Q 1.50 0.3346 3.09 Q 1.74 0.3967 3.12 Q 1.98 0.4592 3.14 Q 2.22 0.5221 3.16 Q 2.47 0.5854 3.18 Q 2.71 0.6492 3.21 Q 2.95 0.7134 3.22 Q 3.19 0.7780 3.25 Q 3.43 0.8432 3.27 Q 3.67 0.9088 3.30 Q 3.92 0.9749 3.32 Q 4.16 1.0416 3.35 Q 4.40 1.1087 3.37 Q 4.64 1.1764 3.41 Q 4.88 1.2447 3.43 Q 5.12 1.3135 3.47 Q 5.37 1.3829 3.49 Q 5.61 1.4530 3.53 Q 5.85 1.5236 3.55 Q 6.09 1.5949 3.59 Q 6.33 1.6669 3.61 Q 6.57 1.7396 3.66 Q 6.82 1.8129 3.69 Q 7.06 1.8871 3.74 Q 7.30 1.9620 3.76 Q 7.54 2.0377 3.82 Q 7.78 2.1142 3.85 Q 8.02 2.1916 3.90 Q 8.27 2.2699 3.94 Q 8.51 2.3491 4.00 Q 8.75 2.4293 4.03 Q 8.99 2.5105 4.10 Q 9.23 2.5928 4.14 Q 9.48 2.6763 4.22 Q 9.72 2.7609 4.26 Q 9.96 2.8467 4.34 Q 10.20 2.9339 4.39 Q 10.44 3.0225 4.48 Q 10.68 3.1125 4.53 Q 10.93 3.2040 4.64 Q 11.17 3.2973 4.70 Q 11.41 3.3923 4.82 Q 11.65 3.4892 4.88 Q 11.89 3.5881 5.02 Q 12.13 3.6892 5.10 Q 12.38 3.7922 5.21 Q 12.62 3.8972 5.30 Q 12.86 4.0050 5.50 Q 13.10 4.1160 5.61 Q 13.34 4.2306 5.86 Q 13.58 4.3490 6.00 Q 13.82 4.4719 6.31 Q 14.07 4.5999 6.50 Q 14.31 4.7341 6.95 Q 14.55 4.8754 7.20 Q 14.79 5.0255 7.83 Q 15.03 5.1858 8.23 Q 15.27 5.3609 9.31 Q 15.52 5.5512 9.75 Q 15.76 5.7539 10.55 Q 16.00 6.0047 14.57 Q• 16.24 6.6561 50.66 Q 16.48 7.2498 8.79 Q 16.73 7.4245 8.71 Q 16.97 7.5863 7.49 Q 17.21 7.7281 6.71 Q 17.45 7.8565 6.15 Q 17.69 7.9751 5.73 Q 17.93 8.0862 5.40 Q 18.17 8.1914 5.13 Q 18.42 8.2922 4.95 Q 18.66 8.3891 4.76 Q 18.90 8.4824 4.58 Q 19.14 8.5724 4.43 Q 19.38 8.6596 4.30 Q 19.62 8.7442 4.18 Q 19.87 8.8266 4.07 Q 20.11 8.9068 3.97 Q 20.35 8.9851 3.87 Q 20.59 9.0616 3.79 Q 20.83 9.1365 3.71 Q 21.08 9.2099 3.64 Q 21.32 9.2819 3.57 Q 21.56 9.3526 3.51 Q fl Problem Descriptions: TRACT 17438 UNIT HYDROGRAPH Q100 -YEAR FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 14.500 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW I V effective depth ------------- j (and volume) I I I .. I i detention I I• •V•• ........... I basin 1<-->I outflow ------------- I I \ I I storageI basin outlet �r V -------- - OUTFLOW 21.80 9.4220 3.45 Q 22.04 9.4903 3.39 Q 22.28 9.5574 3.34 Q TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES 22.52 9.6236 3.29 Q 22.77 9.6887 3.24 Q 0.000 0.000** 23.01 9.7529 3.19 Q 0.540 6.100** 23.25 9.8163 3.15 Q 1.160 17.800** 23.49 9.8787 3.11 Q 1.990 22.700** 23.73 9.9404 3.07 Q 2.990 27.900** 23.98 10.0013 3.03 Q 24.22 10.0616 3.00 Q 24.46 ------------------ 10.0915 --------------------------------------------------------- 0.00 Q Problem Descriptions: TRACT 17438 UNIT HYDROGRAPH Q100 -YEAR FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 14.500 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW I V effective depth ------------- j (and volume) I I I .. I i detention I I• •V•• ........... I basin 1<-->I outflow ------------- I I \ I I storageI basin outlet �r V -------- - OUTFLOW OUTFLOW (CFS) 3.500* 7.900* 19.600* 25.500* DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 *BASIN -DEPTH STORAGE OUTFLOW **BASIN -DEPTH STORAGE * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) * 0.000 0.000 0.000** 1.000 0.250 * 2.000 0.540 6.100** 3.000 0.860 * 3.800 1.160 17.800** 5.000 1.560 * 6.000 1.990 22.700** 7.000 2.470 * 8.000 2.990 27.900** --------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH (S-0*DT/2) (S+0*DT/2) NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 1.00 0.21505 0.28495 3 2.00 0.47908 0.60092 4 3.00 0.78111 0.93889 5 3.80 0.98225 1.33775 6 5.00 1.36427 1.75573 7 6.00 1.76331 2.21669 8 7.00 2.21535 2.72465 9 8.00 2.71138 3.26862 OUTFLOW (CFS) 3.500* 7.900* 19.600* 25.500* El WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) ---------------------------------------------------------------------------- 0 DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. 6 TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.050 0.000 0.00 0.00 0.00 0.000 Eli 0.292 0.533 0.000 0.000 3.01 3.02 0.21 0.37 0.37 1.02 0.053 0.093 0.775 0.000 3.04 0.49 1.51 0.123 1.017 0.000 3.06 0.59 1.89 0.147 1.258 0.000 3.08 0.66 2.18 0.165 1.500 0.000 3.09 0.71 2.40 0.178 1.742 0.000 3.12 0.76 2.57 0.189 1.983 0.000 3.14 0.79 2.71 0.198 2.225 0.000 3.16 0.82 2.82 0.205 2.467 0.000 3.18 0.84 2.90 0.210 2.708 0.000 3.21 0.86 2.98 0.215 2.950 0.000 3.22 0.87 3.03 0.219 3.192 0.000 3.25 0.89 3.08 0.222 3.433 0.000 3.27 0.90 3.13 0.225 3.675 0.000 3.30 0.91 3.17 0.228 3.917 0.000 3.32 0.92 3.20 0.230 4.158 0.000 3.35 0.93 3.23 0.232 4.400 0.000 3.37 0.94 3.27 0.234 4.642 0.000 3.41 0.95 3.30 0.237 4.883 0.000 3.43 0.95 3.33 0.239 5.125 0.000 3.47 0.96 3.36 0.241 5.367 0.000 3.49 0.97 3.39 0.243 5.608 0.000 3.53 0.98 3.41 0.245 5.850 0.000 3.55 0.99 3.44 0.247 6.092 0.000 3.59 1.00 3.48 0.249 6.333 0.000 3.61 1.01 3.50 0.252 6.575 0.000 3.66 1.01 3.53 0.254 L 6.817 0.000 3.69 1.02 3.55 0.257 7.058 0.000 3.74 1.04 3.58 0.260 7.300 0.000 3.76 1.05 3.61 0.263 pa 7.542 0.000 3.82 1.06 3.64 0.267 7.783 0.000 3.85 1.07 3.67 0.271 8.025 0.000 3.90 1.08 3.70 0.275 8.267 0.000 3.94 1.10 3.74 0.279 An 8.508 0.000 4.00 1.11 3.78 0.283 8.750 0.000 4.03 1.13 3.82 0.287 8.992 0.000 4.10 1.15 3.86 0.292 9.233 0.000 4.14 1.16 3.90 0.297 9.475 0.000 4.22 1.18 3.95 0.302 9.717 0.000 4.26 1.20 3.99 0.308 9.958 0.000 4.34 1.22 4.04 0.314 10.200 0.000 4.39 1.24 4.10 0.319 10.442 0.000 4.48 1.26 4.15 0.326 10.683 0.000 4.53 1.28 4.21 0.332 10.925 0.000 4.64 1.31 4.27 0.340 11.167 0.000 4.70 1.33 4.34 0.347 11.408 0.000 4.82 1.36 4.41 0.355 11.650 0.000 4.88 1.39 4.48 0.363 11.892 0.000 5.02 1.42 4.56 0.373 12.133 0.000 5.10 1.45 4.64 0.382 12.375 0.000 5.21 1.49 4.72 0.391 12.617 0.000 5.30 1.52 4.81 0.401 12.858 0.000 5.50 1.56 4.91 0.413 13.100 0.000 5.61 1.60 5.02 0.425 13.342 0.000 5.86 1.65 5.13 0.439 13.583 0.000 6.00 1.70 5.26 0.454 13.825 0.000 6.31 1.77 5.41 0.472 14.067 0.000 6.50 1.83 5.57 0.491 0 0 HT u Nj R 14.308 0.000 6.95 1.91 5.76 0.514 14.550 0.000 7.20 2.00 5.98 0.539 14.792 0.000 7.83 2.10 6.18 0.572_ 15.033 0.000 8.23 2.21 6.38 0.608 N 15.275 0.000 9.31 2.38 6.63 0.662 15.517 0.000 9.75 2.56 6.94 0.718 �,a 15.758 0.000 10.55 2.76 7.28 0.783 /60 Y2 _ W•S = 16.000 0.000 14.57 3.12 8.43 0.905 16.242 0.000 5066 5.15 14.73 1.623 16.483 0.000 8.79 4.55 19.49 1.409 16.725 0.000 8.71 3.96 18.48 1.214 ,rjd� r (� • 0 a 16.967 17.208 0.000 0.000 7.49 6.71 3.49 3.20 16.01 12.17 1.044 0.935 17.450 0.000 6.15 3.03 9.33 0.871 17.692 0.000 5.73 2.89 7.99 0.826 17.933 0.000 5.40 2.76 7.59 0.783 18.175 0.000 5.13 2.62 7.34 0.738 18.417 0.000 4.95 2.49 7.10 0.696 18.658 0.000 4.76 2.36 6.86 0.654 18.900 0.000 4.58 2.23 6.62 0.613 19.142 0.000 4.43 2.11 6.40 0.574 19.383 0.000 4.30 1.99 6.18 0.536 19.625 0.000 4.18 1.87 5.91 0.502 19.867 0.000 4.07 1.76 5.62 0.471 20.108 0.000 3.97 1.67 5.35 0.443 20.350 0.000 3.87 1.58 5.12 0.418 20.592 0.000 3.79 1.50 4.91 0.396 20.833 0.000 3.71 1.43 4.72 0.376 21.075 0.000 3.64 1.37 4.55 0.358 21.317 0.000 3.57 1.31 4.39 0.341 21.558 0.000 3.51 1.26 4.25 0.326 21.800 0.000 3.45 1.22 4.12 0.313 22.042 0.000 3.39 1.17 4.01 0.300 22.283 0.000 3.34 1.13 3.90 0.289 22.525 0.000 3.29 1.10 3.80 0.279 22.767 0.000 3.24 1.07 3.72 0.269 23.008 0.000 3.19 1.04 3.63 0.260 23.250 0.000 3.15 1.01 3.56 0.252 23.492 0.000 3.11 0.98 3.48 0.245 23.733 0.000 3.07 0.95 3.39 0.239 23.975 0.000 3.03 0.93 3.30 0.233 24.217 0.000 3.00 0.91 3.23 0.229 ------24_458--------0_000-----0_00------0_69 -------------------------------- 2.81 0.172 HT u Nj R It'] �1 3 L M u L' LA, SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- Problem Descriptions: TRACT 17438 UNIT HYDROGRAPH 25 -YEAR RATIONAL METHOD CALIBRATION COEFFICIENT = 1.00 TOTAL CATCHMENT AREA(ACRES) = 17.70 Q 0. SOIL -LOSS RATE, Fm,(INCH/HR) = 0.440 (HOURS) LOW LOSS FRACTION = 0.420 (CFS) TIME OF CONCENTRATION(MIN.) = 14.70 ---------------------------------------------------------------------------- 0.08 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 0.0211 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.39 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.91 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.26 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.42 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.66 24-HOUR POINT RAINFALL VALUE(INCHES) = 8.27 •------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 7.26 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 4.94 **************************************************************************** TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.08 0.0000 0.00 Q 0.32 0.0211 2.08 Q 0.57 0.0635 2.10 Q 0.81 0.1061 2.11 Q 1.06 0.1491 2.13 Q 1.30 0.1923 2.14 Q 1.55 0.2358 2.16 Q 1.79 0.2796 2.17 Q 2.04 0.3238 2.19 Q 2.28 0.3682 2.20 Q 2.53 0.4130 2.22 Q 2.77 0.4581 2.23 Q 3.02 0.5035 2.26 Q 3.26 0.5493 2.27 Q 3.51 0.5954 2.29 Q 3.75 0.6419 2.30 Q 4.00 0.6888 2.33 Q 4.24 0.7361 2.34 Q 4.49 0.7838 2.37 Q 4.73 0.8319 2.38 Q 4.97 0.8804 2.41 Q 5.22 0.9293 2.43 Q 5.46 0.9788 2.46 Q 5.71 1.0286 2.47 Q 5.96 1.0790 2.50 Q 6.20 1.1298 2.52 Q 6.45 1.1812 2.55 Q 6.69 1.2331 2.57 Q 6.93 1.2856 2.61 Q 7.18 1.3386 2.63 Q 7.43 1.3922 2.67 Q 7.67 1.4465 2.69 Q 7.91 1.5014 2.73 Q 8.16 1.5570 2.76 Q 8.41 1.6132 2.80 Q 8.65 1.6702 2.83 Q 8.90 1.7280 2.88 Q 9.14 1.7866 2.91 Q 9.38 1.8460 2.96 Q 9.63 1.9063 2.99 Q 9.88 1.9675 3.06 Q 10.12 2.0298 3.09 Q 10.37 2.0930 3.16 Q 10.61 2.1574 3.20 Q 10.85 2.2230 3.28 Q 11.10 2.2897 3.32 Q 11.35 2.3579 3.41 Q 11.59 2.4274 3.46 Q 11.84 2.4985 3.56 Q 12.08 2.5713 3.62 Q 12.32 2.6464 3.80 Q 12.57 2.7241 3.87 Q 12.82 2.8039 4.02 Q 13.06 2.8860 4.10 Q 13.30 2.9708 4.28 Q 13.55 3.0585 4.38 Q 13.80 3.1496 4.62 Q 14.04 3.2445 4.75 Q 14.28 3.3437 5.05 Q 14.53 3.4479 5.24 Q tpq 14.77 3.5587 3.6772 5.71 6.01 Q Q 15.02 15.27 3.8070 6.81 Q 15.51 3.9495 7.26 Q Im 15.76 4.1033 7.92 4 16.00 4.2903 10.56 Q Q. 16.25 4.7934 39.13 16.49 5.2564 6.61• Q 16.73 5.3877 6.37 Q 16.98 5.5074 5.46 Q 17.23 5.6122 4.90 Q 17.47 5.7073 4.49 Q 17.72 5.7952 4.19 Q 17.96 5.8774 3.94 Q 18.20 5.9549 3.71 Q 18.45 6.0279 3.51 Q 18.69 18.94 6.0975 6.1644 3.36 3.24 Q Q 19.18 6.2288 3.12 Q 19.43 6.2910 3.02 Q 19.67 6.3513 2.93 Q 19.92 6.4099 6.4669 2.85 2.78 Q Q 20.17 20.41 6.5225 2.71 ; Q 20.66 6.5768 2.65 Q 20.90 6.6298 2.59 Q 21.14 6.6817 2.54 Q 21.39 6.7326 2.49 Q 21.64 6.7825 2.44 Q 21.88 6.8314 2.40 Q Problem Descriptions: ot TRACT 17438 UNIT HYDROGRAPH 25 -YEAR FLOW-THROUGH DETENTION BASIN MODEL pa SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 14.700 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW I I I V effective depth ------------- j (and volume) I I I I detention I I• V•••••••••'•'• basin 1<-->I outflow ------------I I I 1 storage I basin outlet V----------- OUTFLOW 22.12 6.8795 2.35 4 = 9 STORAGE 22.37 6.9268 6.9733 2.32 2.28 4 4 (CFS) 22.61 22.86 7.0191 2.24 4 23.11 7.0642 2.21 4 * 3.800 1.160 17.800** 1.990 22.700** 7.000 23.35 7.1087 2.18 4 23.59 7.1525 2.15 4 23.84 7.1957 2.12 4 24.08 7.2384 2.09 4 1 0.00 0.00000 0.00000 24.33 7.2595 0.00 ----------- 4 ----------------------------------- Problem Descriptions: ot TRACT 17438 UNIT HYDROGRAPH 25 -YEAR FLOW-THROUGH DETENTION BASIN MODEL pa SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 14.700 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW I I I V effective depth ------------- j (and volume) I I I I detention I I• V•••••••••'•'• basin 1<-->I outflow ------------I I I 1 storage I basin outlet V----------- OUTFLOW DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES OUTFLOW **BASIN -DEPTH = 9 STORAGE OUTFLOW *BASIN -DEPTH STORAGE (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * (FEET) * 0.000 0.000 0.000** 1.000 0.250 3.500* 7.900* * 2.000 0.540 6.100** 3.000 5.000 0.860 1.560 19.600* * 3.800 1.160 17.800** 1.990 22.700** 7.000 2.470 25.500 * 6.000 * 8.000 2.990 27.900** ------------------------ BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH (S-O*DT/2} (S+0*DT/2) (ACRE-FEET) NUMBER (FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 1.00 0.21457 0.28543 3 2.00 0.47824 0.60176 4 3.00 0.78002 0.93998 5 3.80 0.97979 1.34021 6 5.00 1.36157 1.75843 7 6.00 1.76019 2.21981 8 7.00 2.21184 2.72816 9 8.00 2.70754 3.27246 INTERVAL(MIN_)---------- WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT e 0 u u N, DETENTION•BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.075 0.000 0.00 0.00 0.00 0.320 0.000 2.08 0.15 0.26 0.565 0.000 2.10 0.26 0.71 0.810 0.000 2.11 0.35 1.06 1.055 0.000 2.13 0.41 1.32 1.300 0.000 2.14 0.46 1.52 1.545 0.000 2.16 0.50 1.68 1.790 0.000 2.17 0.53 1.80 2.035 0.000 2.19 0.55 1.89 2.280 0.000 2.20 0.57 1.97 2.525 0.000 2.22 0.59 2.03 2.770 0.000 2.23 0.60 2.08 3.015 0.000 2.26 0.61 2.12 3.260 0.000 2.27 0.62 2.15 3.505 0.000 2.29 0.63 2.19 3.750 0.000 2.30 0.64 2.21 3.995 0.000 2.33 0.64 2.24 4.240 0.000 2.34 0.65 2.26 4.485 0.000 2.37 0.66 2.29 4.730 0.000 2.38 0.66 2.31 4.975 0.000 2.41 0.67 2.33 5.220 0.000 2.43 0.67 2.35 5.465 0.000 2.46 0.68 2.37 5.710 0.000 2.47 0.69 2.40 5.955 0.000 2.50 0.69 2.42 6.200 0.000 2.52 0.70 2.44 6.445 0.000 2.55 0.71 2.47 6.690 0.000 2.57 0.71 2.49 6.935 0.000 2.61 0.72 2.51 7.180 0.000 2.63 0.73 2.54 7.425 0.000 2.67 0.74 2.57 7.670 0.000 2.69 0.75 2.60 7.915 0.000 2.73 0.75 2.62 8.160 0.000 2.76 0.76 2.65 8.405 0.000 2.80 0.77 2.69 8.650 0.000 2.83 0.78 2.72 8.895 0.000 2.88 0.79 2.75 9.140 0.000 2.91 0.80 2.79 9.385 0.000 2.96 0.81 2.82 9.630 0.000 2.99 0.82 2.86 9.875 0.000 3.06 0.84 2.90 10.120 0.000 3.09 0.85 2.94 10.365 0.000 3.16 0.86 2.99 10.610 0.000 3.20 0.87 3.04 10.855 0.000 3.28 0.89 3.09 11.100 0.000 3.32 0.90 3.14 11.345 0.000 3.41 0.92 3.20 11.590 0.000 3.46 0.94 3.25 11.835 0.000 3.56 0.96 3.32 12.080 0.000 3.62 0.98 3.39 12.325 0.000 3.80 1.00 3.46 12.570 0.000 3.87 1.03 3.54 12.815 0.000 4.02 1.06 3.61 13.060 0.000 4.10 1.08 3.68 13.305 0.000 4.28 1.12 3.77 13.550 0.000 4.38 1.16 3.86 13.795 0.000 4.62 1.20 3.97 14.040 0.000 4.75 1.25 4.09 14.285 0.000 5.05 1.31 4.22 14.530 0.000 5.24 1.37 4.37 14.775 0.000 5.71 1.45 4.56 0.000 0.037 0.065 0.086 0.103 0.115 0.125 0.132 0.138 0.143 0.147 0.150 0.153 0.155 0.157 0.159 0.161 0.162 0.164 0.166 0.167 0.169 0.170 0.172 0.174 0.175 0.177 0.179 0.181 0.182 0.184 0.186 0.189 0.191 0.193 0.195 0.198 0.200 0.203 0.206 0.209 0.212 0.215 0.219 0.222 0.226 0.230 0.235 0.240 0.244 0.251 0.258 0.266 0.274 0.285 0.295 0.309 0.322 0.339 0.356 0.380 -4 L 15.020 0.000 6.01 1.53 4.77 0.405 15.265 0.000 6.81 1.66 5.05 0.440 15.510 0.000 7.26 1.79 5.38 0.479 15.755 0.000 7.92 1.94 5.75 0.523 16.000 0.000 10.56 2.22 6.22 0.610 16.245 0.000 39.13 _1.79 12.11 1.158 16.490 0.000 .61 3.34 14.94 0.989 16.735 0.000 6.37 3.11 10.70 0.901 16.980 0.000 5.46 2.93 8.52 0.839 17.225 0.000 4.90 2.76 7.63 0.784 17.470 0.000 4.49 2.58 7.31 0.727 17.715 0.000 4.19 2.41 6.99 0.670 17.960 0.000 3.94 2.23 6.68 0.615 18.205 0.000 3.71 2.06 6.37 0.561 18.450 0.000 3.51 1.90 6.02 0.510 18.695 0.000 3.36 1.74 5.62 0.464 18.940 0.000 3.24 1.60 5.24 0.424 19.185 19.430 0.000 0.000 3.12 3.02 1.47 1.37 4.90 4.59 0.388 0.356 19.675 0.000 2.93 1.27 4.32 0.328 19.920 0.000 2.85 1.18 4.09 0.303 20.165 0.000 2.78 1.11 3.87 0.281 20.410 0.000 2.71 1.04 3.69 0.261 20.655 0.000 2.65 0.97 3.50 0.244 20.900 0.000 2.59 0.92 3.31 0.229 21.145 0.000 2.54 0.87 3.12 0.217 21.390 0.000 2.49 0.83 2.97 0.207 21.635 0.000 2.44 0.80 2.85 0.199 21.880 0.000 2.40 0.77 2.74 0.192 22.125 0.000 2.35 0.74 2.65 0.186 22.370 0.000 2.32 0.72 2.57 0.181 22.615 0.000 2.28 0.71 2.50 0.177 22.860 0.000 2.24 0.69 2.44 0.172 23.105 0.000 2.21 0.68 2.39 0.169 23.350 0.000 2.18 0.66 2.34 0.166 23.595 0.000 2.15 0.65 2.30 0.163 23.840 0.000 2.12 0.64 2.26 0.160 24.085 0.000 2.09 0.63 2.22 0.157 �., ______24_330________0_000_____0_00______0_47_____1_93______0_118__ -4 L SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- 0 Problem Descriptions: TRACT 17438 UNIT HYDROGRAPH 10 -YEAR ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 1.00 TOTAL CATCHMENT AREA(ACRES) = 17.70 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.440 LOW LOSS FRACTION = 0.470 TIME OF CONCENTRATION(MIN.) = 14.80 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 10 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.33 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.77 1 -HOUR POINT RAINFALL VALUE(INCHES) = 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.07 2.03 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.04 24-HOUR POINT RAINFALL VALUE(INCHES) = 6.67 ------------------------------------------------ --------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) -5.41 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 4.43 TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) (CFS) 0.21 0.0151 1.48 0.46 0.0453 1.49 Q 0.71 0.0758 1.50 Q 0.95 0.1064 1.51 Q 1.20 0.1373 1.52 Q 1.45 0.1684 1.53 Q 1.69 0.1997 1.54 Q 1.94 0.2312 1.56 Q 2.19 0.2630 1.56 Q 2.43 0.2950 1.58 Q 2.68 0.3273 1.59 Q 2.93 0.3598 1.60 Q 3.17 0.3926 1.61 Q 3.42 0.4257 1.63 Q 3.67 0.4590 1.64 Q 3.91 0.4927 1.66 Q 4.16 0.5266 1.67 Q 4.41 0.5608 1.69 Q 4.65 0.5953 1.70 Q 4.90 0.6302 1.72 Q 5.15 0.6654 1.73 Q 0 5.39 0.7009 1.75 Q 5.64 0.7368 1.77 Q 5.89 0.7730 1.79 Q 6.13 0.8096 1.80 Q 6.38 0.8466 1.83 Q 6.63 0.8841 1.84 Q 6.87 0.9219 1.87 Q 7.12 0.9602 1.88 Q 7.37 0.9989 1.91 Q 7.61 1.0381 1.93 Q 7.86 1.0778 1.96 Q 8.11 1.1180 1.98 Q 8.35 1.1587 2.02 Q 8.60 1.2000 2.03 Q 8.85 1.2419 2.07 Q 9.09 1.2844 2.09 Q 9.34 1.3275 2.14 Q 9.59 1.3713 2.16 Q 9.83 1.4158 2.21 Q 10.08 1.4611 2.23 Q 10.33 1.5072 2.29 Q 10.57 1.5541 2.32 Q 10.82 1.6019 2.38 Q 11.07 1.6507 2.41 Q 11.31 1.7005 2.48 Q 11.56 1.7514 2.52 Q 11.81 1.8035 2.60 Q 12.05 1.8569 2.64 Q 12.30 1.9124 2.81 Q 12.55 1.9702 2.86 Q 12.79 2.0297 2.97 Q 13.04 2.0909 3.04 Q 13.29 2.1543 3.18 Q 13.53 2.2199 3.26 Q 13.78 2.2881 3.44 Q 14.03 2.3592 3.54 Q 14.27 2.4339 3.79 Q 14.52 2.5126 3.93 Q 14.77 2.5966 4.30 Q 15.01 2.6865 4.53 Q 15.26 2.7852 5.16 Q 15.51 2.8944 5.55 Q 15.75 3.0139 6.17 Q 16.00 3.1597 8.13 Q . 16.25 3.5664 31.77 4 16.49 3.9429 5.16 Q 16.74 4.0445 4.81 Q 16.99 4.1353 4.10 Q 17.23 4.2144 3.66 Q 17.48 4.2858 3.34 Q 17.73 4.3515 3.10 Q 17.97 4.4128 2.92 Q 18.22 4.4702 2.71 Q 18.47 4.5238 2.55 Q 18.71 4.5748 2.44 Q 18.96 4.6236 2.35 Q 19.21 4.6705 2.26 Q 19.45 4.7158 2.18 Q 19.70 4.7596 2.12 Q 19.95 4.8021 2.05 Q 20.19 4.8434 2.00 Q 20.44 4.8836 1.95 Q 20.69 4.9228 1.90 Q 20.93 4.9611 1.86 Q 21.18 4.9985 1.82 Q 21.43 5.0352 1.78 Q 21.67 5.0710 1.74 Q 21.92 5.1062 1.71 Q 22.17 5.1408 1.68 Q Problem Descriptions: TRACT 17438 UNIT HYDROGRAPH 10 -YEAR FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 14.800 Ell DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW I I I V effective depth ------------- j (and volume) I I I I I detention I I....V............. I basin 1<-->I outflow ------------- I I \ I I storage I basin outlet V----------- OUTFLOW 22.41 22.66 5.1747 5.2080 1* 65 1.62 .Q Q 22.91 5.2408 1.60 Q * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) 23.15 5.2731 1.57 Q 23.40 5.3049 1.55 Q 19.600* 23.65 5.3362 1.52 Q 23.89 5.3671 1.50 Q 24.14 5.3975 1.48 Q 24.39 5.4126 0.00 Q 2 1.00 0.21433 0.28567 ---------------------------------------------------------------------------- 3 2.00 0.47782 0.60218 Problem Descriptions: TRACT 17438 UNIT HYDROGRAPH 10 -YEAR FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 14.800 Ell DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW I I I V effective depth ------------- j (and volume) I I I I I detention I I....V............. I basin 1<-->I outflow ------------- I I \ I I storage I basin outlet V----------- OUTFLOW DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 *BASIN -DEPTH STORAGE OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * 0.000 0.000 0.000** 1.000 0.250 3.500* * 2.000 0.540 6.100** 3.000 0.860 7.900* * 3.800 1.160 17.800** 5.000 1.560 19.600* 6.000 1.990 22.700** 7.000 2.470 25.500* -----8_000------2_990-----27_900** -------8-000----------2-990---------27-900** BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH (S-O*DT/2) (S+O*DT/2) NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 1.00 0.21433 0.28567 3 2.00 0.47782 0.60218 4 3.00 0.77948 0.94052 5 3.80 0.97857 1.34143 6 5.00 1.36022 1.75978 7 6.00 1.75862 2.22138 8 7.00 2.21008 2.72992 9 8.00 2.70562 3.27438 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) ---------------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: r� 0 0 117 NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) --------------------------------------------------------------------- 0.213 0.000 1.48 0.11 0.18 0.026 0.460 0.000 1.49 0.19 0.51 0.046 0.707 0.000 1.50 0.25 0.76 0.061 0.953 0.000 1.51 0.29 0.94 0.073 1.200 0.000 1.52 0.33 1.08 0.082 1.447 0.000 1.53 0.36 1.19 0.089 1.693 0.000 1.54 0.38 1.28 0.094 1.940 0.000 1.56 0.39 1.35 0.098 2.187 0.000 1.56 0.41 1.40 0.102 2.433 0.000 1.58 0.42 1.44 0.104 2.680 0.000 1.59 0.43 1.48 0.107 2.927 0.000 1.60 0.43 1.51 0.109 3.173 0.000 1.61 0.44 1.53 0.110 3.420 0.000 1.63 0.45 1.55 0.112 3.667 0.000 1.64 0.45 1.57 0.113 3.913 0.000 1.66 0.46 1.59 0.114 4.160 0.000 1.67 0.46 1.61 0.116 4.407 0.000 1.69 0.47 1.63 0.117 4.653 0.000 1.70 0.47 1.64 0.118 4.900 0.000 1.72 0.48 1.66 0.119 5.147 0.000 1.73 0.48 1.68 0.120 5.393 0.000 1.75 0.49 1.69 0.122 5.640 0.000 1.77 0.49 1.71 0.123 5.887 0.000 1.79 0.50 1.73 0.124 6.133 0.000 1.80 0.50 1.74 0.125 6.380 0.000 1.83 0.51 1.76 0.127 6.627 0.000 1.84 0.51 1.78 0.128 6.873 0.000 1.87 0.52 1.80 0.129 7.120 0.000 1.88 0.52 1.82 0.131 7.367 0.000 1.91 0.53 1.84 0.132 7.613 0.000 1.93 0.53 1.86 0.134 7.860 0.000 1.96 0.54 1.88 0.135 8.107 0.000 1.98 0.55 1.90 0.137 8.353 0.000 2.02 0.55 1.93 0.139 8.600 0.000 2.03 0.56 1.95 0.140 8.847 0.000 2.07 0.57 1.98 0.142 9.093 0.000 2.09 0.58 2.00 0.144 9.340 0.000 2.14 0.58 2.03 0.146 9.587 0.000 2.16 0.59 2.06 0.148 9.833 0.000 2.21 0.60 2.09 0.151 10.080 0.000 2.23 0.61 2.12 0.153 10.327 0.000 2.29 0.62 2.16 0.155 10.573 0.000 2.32 0.63 2.19 0.158 10.820 0.000 2.38 0.64 2.23 0.161 11.067 0.000 2.41 0.65 2.27 0.164 11.313 0.000 2.48 0.67 2.31 0.167 11.560 0.000 2.52 0.68 2.36 0.170 11.807 0.000 2.60 0.70 2.41 0.174 12.053 0.000 2.64 0.71 2.46 0.178 12.300 0.000 2.81 0.73 2.53 0.183 12.547 0.000 2.86 0.75 2.60 0.189 12.793 0.000 2.97 0.78 2.68 0.195 13.040 0.000 3.04 0.80 2.76 0.200 13.287 0.000 3.18 0.83 2.85 0.207 13.533 0.000 3.26 0.85 2.94 0.213 13.780 0.000 3.44 0.89 3.04 0.221 14.027 0.000 3.54 0.92 3.15 0.229 14.273 0.000 3.79 0.96 3.28 0.240 14.520 0.000 3.93 1.00 3.43 0.250 14.767 0.000 4.30 1.05 3.57 0.265 15.013 0.000 4.53 1.11 3.71 0.282 15.260 0.000 5.16 1.20 3.90 0.307 I� C n, L at0 0.336 -'- W g 9 2 0.371 0.438 0.929 2 0.850 15.507 0.000 5.55 1.30 4.14 15.753 0.000 6.17 1.42 4.43 16.000 0.000 8.13 1.65 4.89 16.247 0.000 31.77 3.18 7.68 16.493 0.000 -7716 "Z -Tr- 9.01 16.740 0.000 4.81 2.79.68 16.987 0.000 4.10 2.58 7.33 17.233 0.000 3.66 2.37 6.96 17.480 0.000 3.34 2.16 6.58 17.727 0.000 3.10 1.96 6.20 17.973 0.000 2.92 1.76 5.75 18.220 0.000 2.71 1.59 5.26 18.467 0.000 2.55 1.43 4.82 18.713 0.000 2.44 1.29 4.43 18.960 C.000 2.35 1.16 4.09 19.207 0.000 2.26 1.06 3.79 19.453 0.000 2.18 0.96 3.50 19.700 0.000 2.12 0.87 3.20 19.947 0.000 2.05 0.80 2.92 20.193 0.000 2.00 0.74 2.70 20.440 0.000 1.95 0.70 2.52 20.687 0.000 1.90 0.66 2.37 20.933 0.000 1.86 0.63 2.25 21.180 0.000 1.82 0.60 2.14 21.427 0.000 1.78 0.58 2.06 21.673 0.000 1.74 0.56 1.98 PR 21.920 0.000 1.71 0.54 1.92 22.167 0.000 1.68 0.52 1.86 22.413 0.000 1.65 0.51 1.81 22.660 0.000 1.62 0.50 1.77 22.907 0.000 1.60 0.49 1.73 23.153 0.000 1.57 0.48 1.69 23.400 0.000 1.55 0.47 1.66 23.647 0.000 1.52 0.46 1.63 23.893 0.000 1.50 0.45 1.60 24.140 0.000 1.48 0.45 1.57 24.387 ------------------------------------------------------ 0.000 0.00 0.33 1.37 I� C n, L at0 0.336 -'- W g 9 2 0.371 0.438 0.929 2 0.850 0.792 0.726 MOOT 0.659 0.593 0.530 0.472 0.420 0.374 0.333 0.298 0.267 0.240 0.218 0.200 0.186 0.174 0.164 0.156 0.150 0.144 0.139 0.135 0.131 0.128 0.125 0.122 0.120 0.117 0.115 0.113 0.111 0.084 ---------------------- 0 0 Li C SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 Problem Descriptions: TRACT 17438 UNIT HYDROGRAPH 2 -YEAR ----------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.97 TOTAL CATCHMENT AREA(ACRES) = 17.70 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.440 LOW LOSS FRACTION = 0.570 TIME OF CONCENTRATION(MIN.) = 15.30 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.23 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.53 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.73 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.33 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.95 24-HOUR POINT RAINFALL VALUE(INCHES) = 3.85 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) 2.51 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 3.16 TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.19 0.0061 0.58 Q 0.44 0.0184 0.59 .Q 0.70 0.0308 0.59 Q 0.95 0.0433 0.60 Q 1.21 0.0559 0.60 Q 1.46 0.0686 0.61 Q 1.72 0.0814 0.61 Q 1.97 0.0944 0.62 Q 2.23 0.1074 0.62 Q 2.48 0.1206 0.63 Q 2.74 0.1339 0.63 Q 2.99 0.1474 0.64 Q 3.25 0.1609 0.65 Q 3.50 0.1746 0.65 Q 3.76 0.1885 0.66 Q 4.01 0.2025 0.67 Q 4.27 0.2166 0.67 Q 4.53 0.2309 0.68 Q 4.78 0.2453 0.69 Q 5.04 0.2600 0.70 Q 5.29 0.2748 0.70 Q 5.54 0.2897 0.72 Q 5.80 0.3049 0.72 Q 6.05 0.3202 0.73 Q 6.31 0.3357 0.74 Q 6.57 0.3515 0.75 Q 6.82 0.3674 0.76 Q 7.07 0.3836 0.77 Q 7.33 0.4000 0.78 .Q 7.59 0.4167 0.80 Q 7.84 0.4336 0.81 Q 8.09 0.4507 0.82 Q 8.35 0.4682 0.83 Q 8.60 0.4859 0.85 Q 8.86 0.5040 0.86 Q 9.12 0.5223 0.88 Q 9.37 0.5410 0.89 Q 9.62 0.5601 0.92 Q 9.88 0.5795 0.93 Q 10.13 0.5994 0.95 Q 10.39 0.6197 0.97 Q 10.65 0.6404 1.00 Q 10.90 0.6616 1.01 Q 11.15 0.6834 1.05 Q 11.41 0.7057 1.07 Q 11.66 0.7286 1.11 Q 11.92 0.7522 1.13 Q 12.18 0.7773 1.26 Q 12.43 0.8048 1.35 Q 12.68 0.8339 1.41 Q 12.94 0.8639 1.44 Q 13.20 0.8950 1.51 Q 13.45 0.9273 1.55 Q 13.70 0.9610 1.65 Q 13.96 0.9963 1.70 Q 14.22 1.0333 1.81 Q 14.47 1.0722 1.88 Q 14.73 1.1139 2.07 Q 14.98 1.1588 2.19 Q 15.23 1.2085 2.53 Q 15.49 1.2643 2.77 4 15.74 1.3271 3.19 Q 16.00 1.4057 4.27 Q 16.25 1.6459 18.52 Q 16.51 1.8694 2.69 Q 16.77 1.9224 2.34 Q 17.02 1.9679 1.97 Q 17.27 2.0072 1.76 Q 17.53 2.0425 1.60 Q 17.78 2.0749 1.48 Q 18.04 2.1050 1.38 Q 18.30 2.1317 1.15 Q 18.55 2.1553 1.09 Q 18.81 2.1776 1.03 Q 19.06 2.1988 0.98 Q 19.32 2.2191 0.94 Q 19.57 2.2386 0.90 Q 19.83 2.2573 0.87 Q 20.08 2.2753 0.84 Q 20.33 2.2928 0.81 Q 20.59 2.3097 0.79 Q 20.84 2.3261 0.77 Q 21.10 2.3421 0.75 Q 21.36 2.3576 0.73 Q 21.61 2.3727 0.71 Q 21.86 2.3875 0.69 Q 22.12 2.4020 0.68 Q 22.38 2.4161 0.66 Q 22.63 2.4300 0.65 Q 22.89 2.4435 0.64 Q 0 Problem Descriptions: TRACT 17438 UNIT HYDROGRAPH 2 -YEAR FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 15.300 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW I I V _effective depth --- --------- 1 (and volume) I I I I I detention I I• V ............. 1 basin 1<-->1 outflow 1------------- I ----I1 I storage I basin outlet V----------- OUTFLOW DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 23.14 2.4568 0.63 Q 23.39 2.4699 0.61 Q 7.900* 23.65 2.4827 0.60 Q * 6.000 1.990 22.700** 7.000 2.470 23.91 2.4953 0.59 Q 24.16 2.5077 0.58 Q 24.42 2.5139 0.00 Q 1 0.00 0.00000 0.00000 ---------------------------------------------------------------------------- 2 1.00 0.21312 0.28688 Problem Descriptions: TRACT 17438 UNIT HYDROGRAPH 2 -YEAR FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 15.300 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW I I V _effective depth --- --------- 1 (and volume) I I I I I detention I I• V ............. 1 basin 1<-->1 outflow 1------------- I ----I1 I storage I basin outlet V----------- OUTFLOW DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 0 *BASIN -DEPTH STORAGE OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * 0.000 0.000 0.000** 1.000 0.250 3.500* * 2.000 0.540 6.100** 3.000 0.860 7.900* * 3.800 1.160 17.800** 5.000 1.560 19.600* * 6.000 1.990 22.700** 7.000 2.470 25.500* * 8.000 2.990 27.900** ---------------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH (S-O*DT/2) (S+O*DT/2} NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 1.00 0.21312 0.28688 3 2.00 0.47572 0.60428 4 3.00 0.77676 0.94324 5 3.80 0.97244 1.34756 6 5.00 1.35347 1.76653 7 6.00 1.75081 2.22919 8 7.00 2.20130 2.73870 9 8.00 2.69601 3.28399 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) -------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. 0 E TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- QZ V.s= ��.9 0.190 0.000 0.58 0.04 0.07 0.011 0.445 0.000 0.59 0.07 0.21 0.019 0.700 0.000 0.59 0.10 0.30 0.025 0.955 0.000 0.60 0.12 0.38 0.029 1.210 0.000 0.60 0.13 0.43 0.033 1.465 0.000 0.61 0.14 0.48 0.035 1.720 0.000 0.61 0.15 0.51 0.038 1.975 0.000 0.62 0.16 0.54 0.039 2.230 0.000 0.62 0.16 0.56 0.041 2.485 0.000 0.63 0.17 0.58 0.042 2.740 0.000 0.63 0.17 0.59 0.043 2.995 0.000 0.64 0.17 0.60 0.043 3.250 0.000 0.65 0.18 0.61 0.044 3.505 0.000 0.65 0.18 0.62 0.045 3.760 0.000 0.66 0.18 0.63 0.045 4.015 0.000 0.67 0.18 0.64 0.046 4.270 0.000 0.67 0.19 0.65 0.047 4.525 0.000 0.68 0.19 0.66 0.047 4.780 0.000 0.69 0.19 0.66 0.048 5.035 0.000 0.70 0.19 0.67 0.048 5.290 0.000 0.70 0.20 0.68 0.049 5.545 0.000 0.72 0.20 0.69 0.049 5.800 0.000 0.72 0.20 0.70 0.050 6.055 0.000 0.73 0.20 0.70 0.051 6.310 0.000 0.74 0.20 0.71 0.051 6.565 0.000 0.75 0.21 0.72 0.052 6.820 0.000 0.76 0.21 0.73 0.052 7.075 0.000 0.77 0.21 0.74 0.053 7.330 0.000 0.78 0.22 0.75 0.054 7.585 0.000 0.80 0.22 0.76 0.055 7.840 8.095 0.000 0.000 0.81 0.82 0.22 0.23 0.77 0.78 0.055 0.056 8.350 0.000 0.83 0.23 0.79 0.057 8.605 0.000 0.85 0.23 0.81 0.058 8.860 0.000 0.86 0.24 0.82 0.059 9.115 0.000 0.88 0.24 0.83 0.060 9.370 0.000 0.89 0.24 0.85 0.061 9.625 0.000 0.92 0.25 0.86 0.062 9.880 0.000 0.93 0.25 0.88 0.063 10.135 0.000 0.95 0.26 0.89 0.064 10.390 0.000 0.97 0.26 0.91 0.066 10.645 0.000 1.00 0.27 0.93 0.067 10.900 0.000 1.01 0.27 0.95 0.069 11.155 0.000 1.05 0.28 0.97 0.070 11.410 0.000 1.07 0.29 0.99 0.072 11.665 0.000 1.11 0.29 1.02 0.074 11.920 0.000 1.13 0.30 1.04 0.075 12.175 0.000 1.26 0.32 1.08 0.079 12.430 0.000 1.35 0.33 1.14 0.084 12.685 0.000 1.41 0.35 1.20 0.088 12.940 0.000 1.44 0.37 1.26 0.092 13.195 13.450 0.000 0.000 1.51 1.55 0.38 0.40 1.31 1.37 0.096 0.100 13.705 0.000 1.65 0.42 1.43 0.104 13.960 0.000 1.70 0.44 1.49 0.109 14.215 0.000 1.81 0.46 1.56 0.114 14.470 0.000 1.88 0.48 1.63 0.119 14.725 0.000 2.07 0.51 1.72 9.127 14.980 0.000 2.19 0.54 1.83 0.134 15.235 0.000 2.53 0.58 1.96 0.146 15.490 0.000 2.77 0.64 2.14 0.159 15.745 0.000 3.19 0.71 2.36 0.177 16.000 0.000 4.27 0.84 2.71 0.210 16.255 0.000 1 1.89 4.38 0.508 16.510 0.000 2.69 iT8 5.54, 0.448 QZ V.s= ��.9 �` AL A 0 e H-11, e e 16.765 0.000 2.34 1.49 5.02 0.391 17.020 0.000 1.97 1.30 4.53 0.338 17.275 0.000 1.76 1.13 4.07 0.289 17.530 0.000 1.60 0.98 3.64 0.246 17.785 0.000 1.48 0.84 3.19 0.210 18.040 0.000 1.38 0.72 2.74 0.181 18.295 0.000 1.15 0.62 2.36 0.156 18.550 0.000 1.09 0.54 2.04 0.136 18.805 0.000 1.03 0.48 1.79 0.120 19.060 0.000 0.98 0.43 1.59 0.107 19.315 0.000 0.94 0.39 1.43 0.097 19.570 0.000 0.90 0.35 1.30 0.089 19.825 0.000 0.87 0.33 1.19 0.082 20.080 0.000 0.84 0.30 1.11 0.076 20.335 0.000 0.81 0.29 1.03 0.072 20.590 0.000 0.79 0.27 0.97 0.068 20.845 0.000 0.77 0.26 0.92 0.064 21.100 0.000 0.75 0.25 0.88 0.062 21.355 0.000 0.73 0.24 0.84 0.059 21.610 0.000 0.71 0.23 0.81 0.057 21.865 0.000 0.69 0.22 0.78 0.055 22.120 0.000 0.68 0.21 0.76 0.053 22.375 0.000 0.66 0.21 0.74 0.052 22.630 0.000 0.65 0.20 0.72 0.050 22.885 0.000 0.64 0.20 0.70 0.049 23.140 0.000 0.63 0.19 0.68 0.048 23.395 0.000 0.61 0.19 0.66 0.047 23.650 0.000 0.60 0.18 0.65 0.046 23.905 0.000 0.59 0.18 0.64 0.045 24.160 0.000 0.58 0.18 0.62 0.044 24.415 ---------------------------------------------------------------------------- 0.000 0.00 0.13 0.54 0.033 HT C r C 0 1 FLOOD ROUTING ANALYSIS Q100 -YEAR H-4 ry �J_ 0, F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 FILE NAME: UH100.DAT TIME/DATE OF STUDY: 18:21 09/15/2005 TRACT 17438 UNIT HYDROGRAPH 100-YEAR **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 1 -------------------------------------------------- --»»>SUBAREA-RUNOFF-(UNIT-HYDROGRAPH-ANALYSIS) ««<_______________________ (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 17.700 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.190 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.440 LOW LOSS FRACTION = 0.370 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.49 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.56 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.03 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.60 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 10.70 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.980 30 -MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.980 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME =. 43.860 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 10.00 MODEL TIME(HOURS) FOR END OF RESULTS = 30.00 UNIT HYDROGRAPH DETERMINATION 0 0 C H E F, e ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH - NUMBER MEAN VALUES----------ORDINATES(CFS) --------------------------3 451 7.387 2 23.188 42.249 3 56.968 72.309 4 83.318 56.405 5 94.150 23.187 6 97.949 8.133 7 98.939 2.120 8 99.497 1.194 9 99.799 0.646 10 99.950 0.323 11 100.000 0.108 SII ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 5.5548 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) --------------------------------------------------------------------------- = 10.2224 0 C H E F, e L 2 4- H O U R S T O R M R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS)0_12_ - ------- 525_0------37_5------50_0-- ------ --------------------------- 10.000 2.9019 4.40 Q V 10.083 2.9324 4.42 Q V 10.167 2.9630 4.45 Q V 10.250 2.9938 4.47 Q V 10.333 3.0248 4.50 Q V 10.417 3.0559 4.52 Q V 10.500 3.0872 4.55 Q V 10.583 3.1187 4.57 Q V 10.667 3.1504 4.60 Q V 10.750 3.1823 4.63 Q V 10.833 3.2143 4.65 Q V 10.917 3.2466 4.68 Q V 11.000 3.2790 4.71 Q V 11.083 3.3116 4.74 Q V 11.167 3.3445 4.77 Q V 11.250 3.3775 4.80 Q V 11.333 3.4108 4.83 Q V 11.417 3.4443 4.86 Q V 11.500 3.4781 4.90 Q V 11.583 3.5120 4.93 Q V ; 11.667 3.5462 4.97 Q V 11.750 3.5807 5.00 Q V 11.833 3.6154 5.04 Q V 11.917 3.6503 5.08 Q V 12.000 3.6856 5.11 Q V 12.083 3.7210 5.15 Q V on 12.167 12.250 3.7567 3.7926 5.18 5.20 Q Q V V 12.333 3.8286 5.23 Q V 12.417 3.8649 5.27 Q V 12.500 3.9015 5.31 Q V r 12.583 3.9384 5.36 Q V km 12.667 3.9757 5.41 Q V 12.750 4.0133 5.46 Q V 12.833 4.0513 5.51 Q V on 12.917 4.0896 5.57 Q V kw 13.000 4.1283 5.62 Q V 13.083 4.1675 5.68 Q V 13.167 4.2070 5.74 Q V 13.250 4.2470 5.80 Q V 13.333 4.2874 5.87 Q V 13.417 4.3283 5.94 Q V 13.500 4.3696 6.01 Q V 13.583 4.4115 6.08 Q V 13.667 4.4539 6.16 Q V 13.750 4.4969 6.24 Q V 13.833 4.5404 6.32 Q V 13.917 4.5846 6.41 Q V 14.000 4.6294 6.50 Q V 14.083 4.6749 6.61 Q V 14.167 4.7214 6.76 Q V 14.250 4.7692 6.94 Q V 14.333 4.8183 7.12 Q V 14.417 4.8683 7.26 Q V. 14.500 4.9193 7.40 Q V. 14.583 4.9712 7.54 Q V. 14.667 5.0241 7.69 Q V. fl H, J I IN L u 7 �f 14.750 14.833 14.917 15.000 15.083 15.167 15.250 15.333 15.417 15.500 15.583 15.667 15.750 15.833 15.917 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 18.000 18.083 18.167 18.250 18.333 18.417 18.500 18.583 18.667 18.750 18.833 18.917 19.000 19.083 19.167 19.250 19.333 19.417 19.500 19.583 19.667 19.750 19.833 19.917 20.000 20.083 20.167 20.250 20.333 20.417 5.0782 5.1334 5.1898 5.2477 5.3070 5.3681 5.4310 5.4960 5.5627 5.6285 5.6912 5.7531 5.8181 5.8892 5.9706 6.0729 6.2265 6.4868 6.8114 7.0708 7.2233 7.3219 7.3992 7.4707 7.5371 7.5990 7.6571 7.7123 7.7652 7.8158 7.8642 7.9106 7.9554 7.9989 8.0413 8.0826 8.1230 8.1625 8.2012 8.2391 8.2763 8.3130 8.3491 8.3848 8.4200 8.4546 8.4888 8.5225 8.5557 8.5885 8.6209 8.6530 8.6846 8.7159 8.7468 8.7774 8.8077 8.8377 8.8674 8.8967 8.9259 8.9547 8.9833 9.0116 9.0397 9.0676 9.0952 9.1226 9.1497 7.84 Q 8.02 Q 8.20 Q 8.40 Q 8.62 Q 8.86 Q 9.13 Q 9.44 Q 9.69 Q 9.55 Q 9.11 Q 8.99 Q 9.43 Q 10.33 Q . 11.83 Q. 14.85 Q 22.30 37.79 47.13 3 22.15 14.32 Q 11.22 Q . 10.38 Q . 9.64 Q 8.99 Q 8.44 Q 8.01 Q 7.68 Q 7.35 Q 7.02 Q 6.74 Q 6.51 Q 6.32 Q 6.15 Q 6.00 Q 5.86 Q 5.73 Q 5.62 Q 5.51 Q 5.41 Q 5.32 Q 5.25 Q 5.18 Q 5.11 Q 5.03 Q 4.96 Q 4.89 Q 4.83 Q 4.77 Q 4.71 Q 4.65 Q 4.59 Q 4.54 Q 4.49 Q 4.44 Q 4.40 Q 4.35 Q 4.31 Q 4.27 Q 4.23 Q 4.19 Q 4.15 Q 4.11 Q 4.08 Q 4.04 Q 4.01 Q 3.98 Q 3.95 Q V. V V V V .V .V .V .V v V v v V V V Q v V Q v V Q Q V . V . V . V. V. V. V. V v V V v .V V V V V V v v v V V V V V v V V v V v Vv v V v V V V v V V v v V V FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3.1 --------- ------ -------- ------ -------- ---------- --------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< INFLOW (STREAM 1) I I V effective depth --- j (and volume) I I I I I I I....v........ I detention 1<-->I outflow 20.500 9.1767 3.92 Q V 20.583 9.2035 9.2300 3.89 3.86 Q Q V V 20.667 20.750 9.2564 3.83 Q V 20.833 9.2826 3.80 Q V 20.917 9.3086 3.77 Q V 21.000 9.3344 3.75 Q V 21.083 9.3600 3.72 Q V 21.167 9.3855 3.70 Q V 21.250 9.4108 3.67 Q V 21.333 9.4359 3.65 Q V 21.417 9.4609 3.63 Q V 21.500 9.4857 3.60 Q V 21.583 9.5104 3.58 Q V 21.667 9.5349 3.56 Q V 21.750 9.5593 3.54 Q V 21.833 9.5835 3.52 Q V Pq 21.917 22.000 9.6076 9.6315 3.50 3.48 Q Q V V 22.083 9.6553 3.46 Q V 22.167 9.6790 3.44 Q V 22.250 9.7026 3.42 Q V 22.333 9.7260 9.7493 3.40 3.38 Q Q V V 22.417 22.500 9.7725 3.37 Q V 22.583 9.7955 3.35 Q V 22.667 9.8185 3.33 Q V 22.750 9.8413 3.31 Q V 22.833 9.8640 3.30 Q V 22.917 9.8866 3.28 Q V 23.000 9.9091 3.26 Q V 23.083 9.9315 3.25 Q V 23.167 9.9537 3.23 Q V 23.250 9.9759 3.22 Q V. 23.333 9.9980 3.20 Q V. 23.417 10.0199 3.19 Q V. 23.500 10.0418 3.17 Q V. 23.583 10.0636 3.16 Q V. 23.667 10.0852 3.15 Q V. 23.750 10.1068 3.13 3.12 Q Q V. V. 23.833 23.917 10.1283 10.1497 3.11 Q V. 24.000 10.1710 3.09 Q V. 24.083 10.1915 2.97 Q V. 24.167 10.2077 2.36 Q V. 24.250 10.2168 1.32 Q V. 24.333 10.2203 0.51 Q V. 24.417 10.2216 0.18 Q V. 24.500 10.2220 0.06 Q V. 24.583 10.2222 0.03 Q V. 24.667 10.2223 0.02 Q V. 24.750 10.2224 0.01 Q V. FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3.1 --------- ------ -------- ------ -------- ---------- --------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< INFLOW (STREAM 1) I I V effective depth --- j (and volume) I I I I I I I....v........ I detention 1<-->I outflow u u J_ MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK TIME (HRS) --------------- 10.083 10.167 10.250 10.333 10.417 10.500 10.583 10.667 10.750 10.833 10.917 11.000 11.083 11.167 11.250 11.333 11.417 11.500 11.583 11.667 11.750 11.833 11.917 12.000 12.083 12.167 12.250 DEAD -STORAGE INFLOW LOSS FILLED(AF) I basin I I••.•••••• ------------------------------ 0.000 ----------- I I \ 0.000 4.45 I I dead I basin outlet 0.000 4.47 V I storage I 0.000 4.50 OUTFLOW --------- 0.000 (STREAM 1) 0.00 ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 4.55 THROUGH A FLOW-THROUGH DETENTION BASIN 0.000 SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: 0.00 DEAD STORAGE(AF) = 0.000 4.60 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 4.63 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 4.65 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 4.68 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: 4.71 INTERVAL DEPTH OUTFLOW STORAGE 4.74 NUMBER (FT) (CFS) (AF) 4.77 1 0.00 0.00 0.000 4.80 2 1.00 3.50 0.250 4.83 3 2.00 6.10 0.540 4.86 4 3.00 7.90 0.860 4.90 5 3.80 17.80 1.160 4.93 6 5.00 19.60 1.560 4.97 7 6.00 22.70 1.990 5.00 8 7.00 25.50 2.470 5.04 9 8.00 27.90 2.990 u u J_ MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK TIME (HRS) --------------- 10.083 10.167 10.250 10.333 10.417 10.500 10.583 10.667 10.750 10.833 10.917 11.000 11.083 11.167 11.250 11.333 11.417 11.500 11.583 11.667 11.750 11.833 11.917 12.000 12.083 12.167 12.250 DEAD -STORAGE INFLOW LOSS FILLED(AF) (CFS) (CFS) ------------------------------ 0.000 4.42 0.00 0.000 4.45 0.00 0.000 4.47 0.00 0.000 4.50 0.00 0.000 4.52 0.00 0.000 4.55 0.00 0.000 4.57 0.00 0.000 4.60 0.00 0.000 4.63 0.00 0.000 4.65 0.00 0.000 4.68 0.00 0.000 4.71 0.00 0.000 4.74 0.00 0.000 4.77 0.00 0.000 4.80 0.00 0.000 4.83 0.00 0.000 4.86 0.00 0.000 4.90 0.00 0.000 4.93 0.00 0.000 4.97 0.00 0.000 5.00 0.00 0.000 5.04 0.00 0.000 5.08 0.00 0.000 5.11 0.00 0.000 5.15 0.00 0.000 5.18 0.00 0.000 5.20 0.00 MEAN EFFECTIVE OUTFLOW EFFECTIVE DEPTH(FT) (CFS) VOLUME(AF) 1.24 4.1 0.321 1.25 4.1 0.323 1.26 4.2 0.325 1.27 4.2 0.327 1.27 4.2 0.330 1.28 4.2 0.332 1.29 4.2 0.334 1.30 4.3 0.336 1.31 4.3 0.339 1.31 4.3 0.341 1.32 4.3 0.343 1.33 4.3 0.346 1.34 4.4 0.349 1.35 4.4 0.351 1.36 4.4 0.354 1.37 4.4 0.356 1.38 4.5 0.359 1.39 4.5 0.362 1.40 4.5 0.365 1.41 4.5 0.368 1.42 4.6 0.371 1.43 4.6 0.374 1.44 4.6 0.377 1.45 4.7 0.380 1.46 4.7 0.383 1.47 4.7 0.387 1.48 4.7 0.390 12.333 0.000 5.23 0.00 1.49 4.8 0.393 12.417 0.000 5.27 0.00 1.50 4.8 0.396 - 12.500 0.000 5.31 0.00 1.52 4.8 0.400 12.583 0.000 5.36 0.00 1.53 4.9 0.403 12.667 0.000 5.41 0.00 1.54 4.9 0.407 12.750 0.000 5.46 0.00 1.55 4.9 0.410 12.833 0.000 5.51 0.00 1.57 5.0 0.414 12.917 0.000 5.57 0.00 1.58 5.0 0.418 13.000 0.000 5.62 0.00 1.59 5.0 0.422 13.083 0.000 5.68 0.00 1.61 5.1 0.427 13.167 0.000 5.74 0.00 1.62 5.1 0.431 13.250 0.000 5.80 0.00 1.64 5.1 0.436 13.333 0.000 5.87 0.00 1.66 5.2 0.440 13.417 0.000 5.94 0.00 1.67 5.2 0.445 13.500 0.000 6.01 0.00 1.69 5.3 0.450 13.583 0.000 6.08 0.00 1.71 5.3 0.455 13.667 0.000 6.16 0.00 1.73 5.4 0.461 13.750 0.000 6.24 0.00 1.75 5.4 0.467 13.833 0.000 6.32 0.00 1.77 5.5 0.472 13.917 0.000 6.41 0.00 1.79 5.5 0.479 14.000 0.000 6.50 0.00 1.81 5.6 0.485 14.083 0.000 6.61 0.00 1.83 5.6 0.492 14.167 0.000 6.76 0.00 1.86 5.7 0.499 14.250 0.000 6.94 0.00 1.89 5.8 0.507 14.333 0.000 7.12 0.00 1.92 5.8 0.516 14.417 0.000 7.26 0.00 1.95 5.9 0.525 14.500 0.000 7.40 0.00 1.98 6.0 0.535 14.583 0.000 7.54 0.00 2.01 6.1 0.545 14.667 0.000 7.69 0.00 2.05 6.2 0.555 14.750 0.000 7.84 0.00 2.08 6.2 0.566 14.833 0.000 8.02 0.00 2.12 6.3 0.578 14.917 0.000 8.20 0.00 2.16 6.4 0.591 15.000 0.000 8.40 0.00 2.20 6.4 0.605 15.083 0.000 8.62 0.00 2.25 6.5 0.619 15.167 0.000 8.86 0.00 2.30 6.6 0.635 15.250 0.000 9.13 0.00 2.35 6.7 0.652 15.333 0.000 9.44 0.00 2.41 6.8 0.670 15.417 0.000 9.69 0.00 2.47 6.9 0.689 15.500 0.000 9.55 0.00 2.52 7.0 0.707 15.583 0.000 9.11 0.00 2.57 7.1 0.721 15.667 0.000 8.99 0.00 2.60 7.2 0.734 15.750 0.000 9.43 0.00 2.65 7.2 0.749 15.833 0.000 10.33 0.00 2.72 7.3 0.769 15.917 0.000 11.83 0.00 2.81 7.5 0.799 16.000 0.000 14.85 0.00 2.96 7.7 0.849 16.083 0.000 22.30 0.00 3.21 9.2 0.939 16.167 0.000 37.79 0.00 3.66 13.3 1.108 16.250 0.000 47.13 0.00 4.26 17.3 1.313 16.333 0.000 37.67 0.00 4.65 18.8 1.443 16.417 0.000 22.15 0.00 4.71 19.1 1.464 16.500 0.000 14.32 0.00 4.�1- 19.1 1.431 16.583 0.000 11.22 0.00 4.46 18.9 1.378 16.667 0.000 10.38 0.00 4.28 18.7 1.321 16.750 0.000 9.64 0.00 4.10 18.4 1.261 16.833 0.000 8.99 0.00 3.92 18.1 1.198 16.917 0.000 8.44 0.00 3.74 17.5 1.136 17.000 0.000 8.01 0.00 3.59 16.1 1.080 17.083 0.000 7.68 0.00 3.46 14.4 1.034 17.167 0.000 7.35 0.00 3.36 13.0 0.995 17.250 0.000 7.02 0.00 3.27 11.8 0.962 17.333 0.000 6.74 0.00 3.20 10.8 0.934 17.417 0.000 6.51 0.00 3.13 10.0 0.910 17.500 0.000 6.32 0.00 3.08 9.2 0.890 17.583 0.000 6.15 0.00 3.04 8.6 0.873 17.667 0.000 6.00 0.00 3.00 8.1 0.859 17.750 0.000 5.86 0.00 2.95 7.9 0.845 17.833 0.000 5.73 0.00 2.91 7.8 0.831 17.917 0.000 5.62 0.00 2.86 7.7 0.817 18.000 0.000 5.51 0.00 2.82 7.6 0.802 23.750 0.000 3.13 0.00 0.99 3.5 0.248 0 18.083 0.000 5.41 0.00 2.77 7.5 0.787 18.167 0.000 5.32 0.00 2.73 7.5 0.773 - 18.250 0.000 5.25 0.00 2.68 7.4 0.758 18.333 0.000 5.18 0.00 2.64 7.3 0.744 18.417 0.000 5.11 0.00 2.59 7.2 0.729 18.500 0.000 5.03 0.00 2.55 7.1 0.715 18.583 0.000 4.96 0.00 2.50 7.0 0.700 18.667 0.000 4.89 0.00 2.46 7.0 0.686 18.750 0.000 4.83 0.00 2.41 6.9 0.672 18.833 0.000 4.77 0.00 2.37 6.8 0.658 18.917 0.000 4.71 0.00 2.33 6.7 0.644 19.000 0.000 4.65 0.00 2.28 6.6 0.630 19.083 0.000 4.59 0.00 2.24 6.6 0.617 19.167 0.000 4.54 0.00 2.20 6.5 0.603 19.250 0.000 4.49 0.00 2.16 6.4 0.590 19.333 0.000 4.44 0.00 2.12 6.3 0.577 19.417 0.000 4.40 0.00 2.08 6.3 0.564 19.500 0.000 4.35 0.00 2.04 6.2 0.551 19.583 0.000 4.31 0.00 2.00 6.1 0.539 19.667 0.000 4.27 0.00 1.95 6.0 0.527 19.750 0.000 4.23 0.00 1.91 5.9 0.515 19.833 0.000 4.19 0.00 1.87 5.8 0.504 19.917 0.000 4.15 0.00 1.84 5.7 0.493 20.000 0.000 4.11 0.00 1.80 5.6 0.482 20.083 0.000 4.08 0.00 1.77 5.5 0.472 20.167 0.000 4.04 0.00 1.73 5.4 0.463 20.250 0.000 4.01 0.00 1.70 5.4 0.453 C7 20.333 0.000 3.98 0.00 1.67 5.3 0.444 20.417 0.000 3.95 0.00 1.64 5.2 0.436 20.500 0.000 3.92 0.00 1.61 5.1 0.427 20.583 0.000 3.89 0.00 1.58 5.1 0.419 20.667 0.000 3.86 0.00 1.56 5.0 0.412 20.750 0.000 3.83 0.00 1.53 4.9 0.404 20.833 0.000 3.80 0.00 1.51 4.8 0.397 20.917 21.000 0.000 0.000 3.77 3.75 0.00 0.00 1.48 1.46 4.8 4.7 0.390 0.383 21.083 0.000 3.72 0.00 1.44 4.7 0.377 21.167 0.000 3.70 0.00 1.42 4.6 0.370 21.250 0.000 3.67 0.00 1.39 4.6 0.364 21.333 0.000 3.65 0.00 1.37 4.5 0.358 21.417 0.000 3.63 0.00 1.35 4.4 0.353 21.500 0.000 3.60 0.00 1.34 4.4 0.347 21.583 0.000 3.58 0.00 1.32 4.3 0.342 21.667 0.000 3.56 0.00 1.30 4.3 0.337 21.750 0.000 3.54 0.00 1.28 4.3 0.332 21.833 0.000 3.52 0.00 1.27 4.2 0.327 21.917 0.000 3.50 0.00 1.25 4.2 0.323 OR 22.000 0.000 3.48 0.00 1.23 4.1 0.318 22.083 0.000 3.46 0.00 1.22 4.1 0.314 22.167 0.000 3.44 0.00 1.21 4.1 0.309 22.250 0.000 3.42• 0.00 1.19 4.0 0.305 22.333 0.000 3.40 0.00 1.18 4.0 0.301 22.417 0.000 3.38 0.00 1.16 3.9 0.298 22.500 0.000 3.37 0.00 1.15 3.9 0.294 22.583 0.000 3.35 0.00 1.14 3.9 0.290 22.667 22.750 0.000 0.000 3.33 3.31 0.00 0.00 1.13 1.11 3.8 3.8 0.287 0.283 22.833 0.000 3.30 0.00 1.10 3.8 0.280 22.917 0.000 3.28 0.00 1.09 3.8 0.277 23.000 0.000 3.26 0.00 1.08 3.7 0.273 23.083 0.000 3.25 0.00 1.07 3.7 0.270 23.167 0.000 3.23 0.00 1.06 3.7 0.267 23.250 0.000 3.22 0.00 1.05 3.6 0.264 23.333 0.000 3.20 0.00 1.04 3.6 0.262 23.417 0.000 3.19 0.00 1.03 3.6 0.259 23.500 0.000 3.17 0.00 1.02 3.6 0.256 23.583 0.000 3.16 0.00 1.01 3.5 0.253 23.667 0.000 3.15 0.00 1.00 3.5 0.251 23.750 0.000 3.13 0.00 0.99 3.5 0.248 0 Q10 �ZS ,�� DpAiti 23.833 0.000 3.12 0.00 0.98 3.5 0.246 23.917 0.000 0.000 3.11 3.09 0.00 0.00 0.98 0.97 3.4 3.4 0.244 0.242 24.000 24.083 0.000 2.97 0.00 0.96 3.4 0.239 24.167 0.000 2.36 0.00 0.93 3.3 0.233 24.250 0.000 1.32 0.00 0.88 3.2 0.220 24.333 0.000 0.51 0.00 0.81 3.0 0.203 24.417 0.000 0.18 0.00 0.74 2.7 0.185 24.500 0.000 0.06 0.00 0.68 2.5 0.169 24.583 0.000 0.03 0.00 0.61 2.3 0.154 24.667 0.000 0.02 0.00 0.56 2.1 0.140 24.750 0.000 0.01 0.00 0.51 1.9 0.127 24.833 0.000 0.00 0.00 0.46 1.7 0.115 24.917 0.000 0.00 0.00 0.42 1.5 0.104 25.000 0.000 0.00 0.00 0.38 1.4 0.095 25.083 0.000 0.00 0.00 0.34 1.3 0.086 25.167 0.000 0.00 0.00 0.31 1.2 0.078 25.250 0.000 0.00 0.00 0.28 1.0 0.071 25.333 0.000 0.000 0.00 0.00 0.00 0.00 0.26 0.23 0.9 0.9 0.064 0.059 25.417 25.500 0.000 0.00 0.00 0.21 0.8 0.053 25.583 0.000 0.00 0.00 0.19 0.7 0.048 25.667 0.000 0.00 0.00 0.18 0.6 0.044 25.750 0.000 0.00 0.00 0.16 0.6 0.040 25.833 0.000 0.00 0.00 0.14 0.5 0.036 25.917 0.000 0.00 0.00 0.13 0.5 0.033 26.000 0.000 0.00 0.00 0.12 0.4 0.030 26.083 0.000 0.00 0.00 0.11 0.4 0.027 26.167 0.000 0.00 0.00 0.10 0.4 0.025 26.250 0.000 0.00 0.00 0.09 0.3 0.022 26.333 0.000 0.00 0.00 0.08 0.3 0.020 26.417 0.000 0.00 0.00 0.07 0.3 0.018 �r 26.500 0.000 0.00 0.00 0.07 0.2 0.017 26.583 0.000 0.00 0.00 0.06 0.2 0.015 26.667 0.000 0.00 0.00 0.06 0.2 0.014 26.750 0.000 0.00 0.00 0.00 0.05 0.05 0.2 0.2 0.013 0.011 26.833 0.000 0.00 26.917 0.000 0.00 0.00 0.04 0.2 0.010 27.000 0.000 0.00 0.00 0.04 0.1 0.009 27.083 0.000 0.00 0.00 0.00 0.00 0.03 0.03 0.1 0.1 0.009 0.008 27.167 27.250 0.000 0.000 0.00 0.00 0.03 0.1 0.007 27.333 0.000 0.00 0.00 0.03 0.1 0.006 27.417 0.000 0.00 0.00 0.02 0.1 0.006 27.500 0.000 0.00 0.00 0.02 0.1 0.005 27.583 0.000 0.00 0.00 0.02 0.1 0.005 27.667 0.000 0.00 0.00 0.02 0.1 0.004 27.750 0.000 0.00 0.00 0.02 0.1 0.004 27.833 0.000 0.00 0.00 0.01 0.1 0.004 27.917 0.000 0.00 0.00 0.01 0.0 0.003 28.000 0.000 0.00 0.00 0.01 0.0 0.003 28.083 0.000 0.00 0.00 0.01 0.0 0.003 28.167 0.000 0.00 0.00 0.01 0.0 0.002 28.250 0.000 0.00 0.00 0.01 0.0 0.002 28.333 0.000 0.00 0.00 0.01 0.0 0.002 28.417 0.000 0.00 0.00 0.01 0.0 0.002 28.500 0.000 0.00 0.00 0.00 0.01 0.01 0.0 0.0 0.002 0.001N(�-1 28.583 0.000 0.00 28.667 0.000 0.00 0.00 0.01 0.0 0.001 28.750 0.000 0.00 0.00 0.00 0.0 0.001 28.833 0.000 0.00 28.917 0.000 0.00 0.00 0.00 0.0 0.001 29.000 0.000 0.00 0.00 0.00 0.0 0.001 29.083 0.000 0.00 0.00 0.00 0.0 0.001 29.167 0.000 0.00 0.00 0.00 0.0 0.001 29.250 0.000 0.00 0.00 0.00 0.0 0.001 29.333 0.000 0.00 0.00 0.00 0.0 0.001 29.417 0.000 0.00 0.00 0.00 0.0 0.001 29.500 0.000 0.00 0.00 0.0 OO 0.0 ,.) Dl"tJ ��� tj Q10 �ZS ,�� DpAiti 0 0 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ------------------------------------------------------------------- TIME/DATE OF STUDY: 13:41 07/08/2005 Problem Descriptions: TRACT 17438 CB SIZING CB#A-1 (W=10') **************************************************************************** »»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) = 18.40 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.80 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 8.33 Problem Descriptions: TRACT 17438 CB SIZING CB#A-1 (W=10') »»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) = 18.40 BASIN OPENING(FEET) = 0.83 DEPTH OF WATER(FEET) = 0.71 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 9.96 r-, HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14_50-07/06/2005_--_--_ --_-- Problem Descriptions: TRACT 17438 FLOW DEPTH CB#A-2 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« ---- ------------------------------------------------------------------------ CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 13.70 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 --__FLOW _ASSUMED -TO_FILL -STREET -ON-ONE - SIDE, _AND _THEN _SPLITS -_----_-- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.43 PRODUCT OF DEPTH&VELOCITY = 1.73 Problem Descriptions: TRACT 17438 CB SIZING CB#A-2 (W=141) **************************************************************************** »»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) = 13.70 BASIN OPENING(FEET) = 0.67 N d1t, -- DEPTH OF WATER(FEET) = 0.50 I »»CALCULATED ESTIMATED SUMP BASIN WIDTH (FEET) = 12.55 Ek 11 L' �l [7 L' F1111 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ------------------------------------------------------------ TIME/DATE OF STUDY: 13:16 07/08/2005 --------------- E -J Problem Descriptions: TRACT 17438 CB SIZING EA CB#A-3 (W=141) **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Im---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.70 GUTTER FLOWDEPTH(FEET) = 0.38 BASIN LOCAL DEPRESSION(FEET) = 0.33 -------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.85 0.99 2.00 1.07 2.50 1.32 3.00 1.57 3.50 1.82 4.00 2.06 4.50 2.31 5.00 2.55 5.50 2.79 6.00 3.02 6.50 3.24 7.00 3.44 7.50 3.63 8.00 3.82 8.50 4.01 9.00 4.19 9.50 4.37 10.00 4.55 10.50 4.72 11.00 4.89 11.50 5.04 12.00 5.18 12.50 5.31 13.00 5.44 13.50 5.57 14.00 5.70 � ` ' � `' 0 e� I I I I ■ ■ 0 0 a ■ ■ ■ • • a 14.50 5.82 15.00 5.94 15.50 6.06 16.00 6.17 16.50 6.28 17.00 6.39 17.50 6.50 18.00 6.60 18.47 6.70 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:03 07/08/2005 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Problem Descriptions: TRACT 17438 CB SIZING CB# A-4 (W=14') »» 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) = 11.30 GUTTER FLOWDEPTH(FEET) = 0.47 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 2.49 1.76 2.50 1.77 3.00 2.10 3.50 2.43 4.00 2.75 4.50 3.08 5.00 3.40 5.50 3.71 6.00 4.03 6.50 4.35 7.00 4.66 7.50 4.97 8.00 5.24 8.50 5.51 9.00 5.77 9.50 6.02 10.00 6.26 10.50 6.51 11.00 6.75 11.50 6.99 12.00 7.22 12.50 7.46 13.00 7.68 13.50 7.90 14.00 8.11 14.50 8.32 10 _ R0'J Taw ;:a-� O,.l Q`1" 3.2 e4-1 15.00 8.52 15.50 8.70 16.00 8.88 16.50 9.05 17.00 9.22 17.50 9.38 18.00 9.54 18.50 9.69 19.00 9.84 19.50 9.99 20.00 10.12 20.50 10.26 21.00 10.39 21.50 10.52 22.00 10.64 22.50 10.76 23.00 10.88 23.50 11.00 24.00 11.11 24.50 11.21 24.91 --------------------- --------------------- 11.30 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:05 07/08/2005 Problem Descriptions: TRACT 17438 CB SIZING CB#A-5 (W=141) »» 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) = 5.90 GUTTER FLOWDEPTH(FEET) = 0.40 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.54 0.88 2.00 1.13 2.50 1.40 3.00 1.66 3.50 1.92 4.00 2.18 4.50 2.44 5.00 2.68 5.50 2.91 6.00 3.12 6.50 3.32 7.00 3.52 7.50 3.72 8.00 3.91 8.50 4.09 9.00 4.27 9.50 4.44 10.00 4.58 10.50 4.73 11.00 4.86 11.50 5.00 12.00 5.13 12.50 5.25 13.00 5.37 13.50 5.49 14.00 5.60 SS6 * 0"S e S 14.50 5.71 15.00 5.81 15.41 5.90 C C 0 a L Hl r H, --- H �Zrr ..liy. il...�. •l.l. W� .—�� .A� IMI.-RuwWrl. c... ,ter -s... u.Am =. AM -.. Fr 9.. rr�r r I -i r IMF 71MV-, IMF �.. �NrL A- FROM 11) FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-16-2005 Time:10:35:36 TRACT 17438 100 -YEAR HYDRAULICS LINE A Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I -I- Elev I (FT) I Elev I -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.E1.1 -I- Elev -I- I Depth I -I- Width -I- IDia.-FTior -I- I.D.1 -I- ZL -I IPrs/Pip -I- L/Elem ICh Slope I -I- I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR (Type Ch I I I 930.370 I 86.600 I 4.600 I 91.200 I 50.70 7.17 -I- I .80 I 92.00 -I- .00 -I- I I 2.32 -I- .00 -I- I 3.000 -I- I .000 .00 1 .0 -I- 31.460 -I- .0099 -I- -I- -I- -I- .0058 .18 4.60 .00 1.97 .013 -I- .00 .00 1- PIPE I 961.830 I 86.910 4.472 I I 91.382 I 50.70 7.17 I .80 I 92.18 .00 I I 2.32 .00 I 3.000 I I .000 .00 I 1 .0 A-1 PIPE -tork JUNCT STR .0739 .0062 .04 .00 .00 .013 .00 .00 I 968.600 I 87.410 4.388 I I 91.798 I 33.30 6.78 I .71 I 92.51 .00 I I 1.96 .00 I 2.500 -I- t I .000 .00 I 1 .0 -I- 31.400 -I- .0054 -I- -I- -I- -I- -I- .0066 -I- .21 -I- .00 -I- .00 -I- 2.50 .013 -I- .00 .00 1- PIPE I 1000.000 I 87.580 4.521 I 92.101 I I 33.30 6.78 I .71 I 92.82 .00 I 1.96 I .00 I 2.500 I I .000 .00 I 1 .0 -I- 39.060 -I- .0051 -I- -I- -I- -I- -I- .0066 -I- .26 -I- 4.52 -I- .00 -I- 2.50 -I- .013 -I- .00 .00 1- PIPE I 1039.060 I 87.780 4.578 I 92.358 I I 33.30 6.78 I .71 I 93.07 .00 I 1.96 I .00 I 2.500 I I .000 .00 I 1 .0 JUNCT STR .0688 .0062 .04 4.56 .00 .013 .00 .00 PIPE - A.� I I I I I I I I I I I I I 1046.330 88.280 4.821 93.101 17.20 5.47 .47 93.57 .00 1.49 .00 2.000 .000 .00 1 .0 -I- 325.030 -I- .0140 -I- -I- -I- -I- -I- .0058 -I- 1.88 -I- 4.82 -I- .00 -I- 1.17 -I- .013 -I- .00 .00 1- PIPE I 1371.360 I 92.830 2.208 I 95.038 I I 17.20 5.47 I .47 I 95.50 .00 I 1.49 I .00 I 2.000 I 1 .000 .00 1 1 .0 1A -,Or -I- JUNCT STR -I- .0238 -I- -I- -I- -I- -I- .0041 -I- .02 -I- 2.21 -i- .00 -I- -I- .013 -I- .00 .00 I- PIPE I 1377.240 I 92.970 2.535 I 95.505 I I 11.30 3.60 I .20 I 95.71 .00 I 1.21 I .00 -I- I 2.000 -I- I I .000 .00 I 1 C -I- 16.275 -I- .0354 -I- -I- -I- -I- -I- .0025 -I- .04 -I- 2.53 -I- .00 .70 .013 -I- .00 .00 1- PIPE I 1393.515 I 93.546 2.000 I 95.546 -I- I I 11.30 3.60 i .20 -I- I 95.75 .00 I 1.21 I .00 -I- I 2.000 -I- i I .000 -I- .00 I 1 C -I- 4.987 -I- .0354 -I- -I- -I- .0023 -I- .01 -I- 2.00 -I- .00 .70 .013 .00 .00 1- PIPE �NrL A- FROM 11) JIM AALMAMIM-10 FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-16-2005 Time:10:35:36 TRACT 17438 100 -YEAR HYDRAULICS LINE A I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev -i- I Depth I Width -I- IDia.-FTior -I- I.D.1 ZL -I IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE DpthlFroude -I- NINorm Dp I "N" I -I- X -Fall) ZR (Type Ch *�+�*��**I+***«****I*****+++I*++*«***•l*+++****+I*�+�***I**�+:**I******�**I+*+****I�*��**«*1+.*��*�*I*��**�+I**.**�+l*+**+ I+*+as*+ 1398.501 I 93.722 I I 1.814 I 95.536 I 11.30 3.77 I .22 I 95.76 .00 I 1.21 I 1.16 -I- I I 2.000 I .000 .00 I 1 .0 -I- 2.595 -I- .0354 -I- -I- -I- -I- -I- .0023 -I- .01 -I- 1.81 -I- .41 .70 -I- .013 -I- .00 .00 1- PIPE 1401.096 I 93.814 I I 1.706 I 95.520 I 11.30 3.96 I .24 I 95.76 .00 -I- I 1.21 I 1.42 -I- I I 2.000 I .000 .00 i 1 .0 -I- 1.935 -I- .0354 -I- -I- -I- -I- -I- .0024 -I- .00 1.71 -I- .49 .70 -i- .013 -I- .00 .00 1- PIPE 1403.030 I 93.882 I I 1.618 I 95.500 I 11.30 4.15 I .27 I 95.77 .00 -I- I 1.21 I 1.57 -I- I I 2.000 I .000 .00 I 1 .0 -I- 1.569 -I- .0354 -i- -I- -I- -I- -I- .0027 -I- .00 1.62 -I- .56 .70 -I- .013 -I- .00 .00 1- PIPE 1404.599 i 93.938 I I 1.540 95.478 I I 11.30 4.35 I .29 I 95.77 -I- .00 -I- I 1.21 I 1.68 I I 2.000 -I- I .000 -I- .00 I 1 .0 -I- 1.253 -I- .0354 -I- -I- -I- -I- -I- .0030 .00 1.54 -I- .62 -I- .70 .013 .00 .00 1- PIPE 1405.853 I 93.982 I I 1.470 95.452 I I 11.30 4.56 I .32 I 95.78 .00 -I- I 1.21 I 1.77 I I 2.000 -I- I .000 -I- .00 I 1 .0 -i- .012 -I- .0354 -I- -I- -I- -I- -I- .0031 -I- .00 1.47 -I- .68 -I- .70 .013 .00 .00 1- PIPE 1405.865 I 93.982 I I 1.470 95.452 I I 11.30 4.57 I .32 I 95.78 .00 I 1.21 I 1.77 I I 2.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 1405.865 I 93.982 I I .957 94.939 I I 11.30 7.61 I .90 I 95.84 .00 I 1.21 I 2.00 I I 2.000 I .000 .00 I 1 .0 -I- .553 -I- .0354 -I- -I- -I- -I- -I- .0109 -I- .01 -I- .96 -I- 1.56 -I- .70 -I- .013 -i- .00 .00 1- PIPE 1406.417 I 94.002 I I .993 94.995 I I 11.30 7.25 I .82 I 95.81 .00 i 1.21 I 2.00 I I 2.000 I .000 .00 I 1 .0 -I- 1.405 -i- .0354 -I- -I- -I- -I- -I- .0096 -I- .01 -I- .99 -I- 1.45 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1407.822 I 94.052 I I 1.031 95.083 I I 11.30 6.91 I .74 I 95.82 -I- .00 I 1.21 -I- I 2.00 -I- I I 2.000 -I- I .000 -I- .00 I 1 .0 -I- 1.020 -I- .0354 -I- -I- -I- -I- -I- .0084 .01 -I- 1.03 1.35 .70 .013 .00 .00 1- PIPE FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-16-2005 Time:10:35:36 TRACT 17438 100 -YEAR HYDRAULICS LINE A I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l -I- Elev -I- I Depth -I- I Width -I- IDia.-FTlor -I- I.D.1 -I- ZL -I IPrs/Pip -I- L/Elem ICh -i- Slope I -I- I -I- I -I- I -I- -I- SF Avel HF ISE DpthlFroude NINorm Up I "N" I X -Fall) ZR (Type Ch I I I 1408.842 I 94.088 I 1.071 I 95.159 I 11.30 6.59 I .67 I 95.83 .00 I 1.21 -I- I 1.99 -I- 2.000 -I- I I .000 -I- .00 1 .0 -I- .693 -I- .0354 -I- -I- -I- -I- -I- .0074 -I- .01 -I- 1.07 1.25 .70 .013 .00 .00 1- PIPE I 1409.535 94.112 I I 1.113 I 95.225 I 11.30 6.28 I .61 I 95.84 .00 I 1.21 -I- I 1.99 I 2.000 -I- I I .000 -I- .00 I 1 .0 -I- .374 -I- .0354 -I- -I- -I- -I- -I- .0066 -I- .00 -I- 1.11 1.16 -I- .70 .013 .00 .00 1- PIPE I 1409.909 94.125 I i 1.158 I 95.283 I 11.30 5.99 I .56 I 95.84 .00 -I- I 1.21 -I- I 1.97 -I- I 2.000 -I- I I .000 -I- .00 I 1 .0 -I- .131 -I- .0354 -I- -I- -I- -I- -I- .0058 -I- .00 1.16 1.08 .70 .013 .00 I I .00 1- PIPE I 1410.040 94.130 I I 1.206 I 95.336 I 11.30 5.71 I .51 I 95.84 .00 I 1.21 I 1.96 I 2.000 .000 .00 I 1 .0 WALL ENTRANCE I 1410.040 -I- 94.130 -I- I I 1.961 -I- I 96.091 -I- I 11.30 -I- .41 -I- .00 -I- I I 96.09 -I- .00 -I- I .27 -I- I 14.00 -I- I 4.500 -I- I I 14.000 -I- .00 I 0 .0 I- FILE: A.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 9-16-2005 Time:10:35:28 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL 7,R 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 3.000 CD 2 4 1 2.000 CD 3 4 1 2.500 CD 4 4 1 2.000 CD 5 4 1 2.000 CD 6 4 1 2.000 CD 7 4 1 2.000 CD 8 4 1 2.000 CD 9 2 0 .000 4.500 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17438 HEADING LINE NO 2 IS - 100 -YEAR HYDRAULICS HEADING LINE NO 3 IS - LINE A W S P G W 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 930.370 86.600 1 91.200 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 961.830 86.910 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A JUNCTION * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 968.600 87.410 3 2 0 .013 17.400 .000 88.080 .000 47.200 .000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 1000.000 87.580 3 .013 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N 1039.060 87.780 3 .013 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1046.330 88.280 6 4 5 .013 13.200 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N 1371.360 92.830 6 .013 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1377.240 92.970 8 7 0 .013 5.900 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 1410.040 94.130 8 .013 ELEMENT NO 10 IS A WALL ENTRANCE RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H 45.000 39.980 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * Q4 INVERT -3 INVERT -4 PHI 3 Pill 4 2.900 88.840 88.240 -45.000 38.000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 38.000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 93.620 .000 -38.000 .000 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 U/S DATA STATION INVERT SECT FP 1410.040 94.130 9 .500 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1410.040 94.130 9 93.200 Page 1 000 .000 .000 A. WSW Tl TRACT 17438 0 T2 100 -YEAR HYDRAULICS T3 LINE A So 930.370 86.600 1 91.200 R 961.830 86.910 1 .013 .000 ]x 968.600 87.410 3 2 .013 17.400 88.080 47.2 R 1000.000 87.580 3 .013 39.980 R 1039.060 87.780 3 .013 .000 )X 1046.330 88.280 6 4 5.013 13.200 2.900 88.840 88.240-45.0 38.0 R 1371.360 92.830 6 .013 .000 38.0 7x 1377.240 92.970 8 7 .013 5.900 93.620 -38.0 R 1410.040 94.130 8 .013 .000 WE 1410.040 94.130 9 .500 SH 1410.040 94.130 9 93.200 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 2.500 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 2.000 .000 .000 .000 .00 CD 7 4 1 .000 2.000 .000 .000 .000 .00 CD 8 4 1 .000 2.000 .000 .000 .000 .00 CD 9 2 0 000 4.500 14.000 .000 .000 .00 Q 11.300 .0 Page 1 000 .000 .000 FILE: AF.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 2-15-2006 Time: 8:55:48 TRACT 17438 100 -YEAR HYDRAULICS FUTURE LINE 'A ' TO CITRUS AVENUE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station -I- I Elev I -I- (FT) I -I- Elev -I- I (CFS) I -I- (FPS) -I- Head I -I- Grd.El.l -I- Elev -I- I Depth I -I- Width -I- IDia.-FTlor -I- I.D.1 -I- ZL IPrs/Pip -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch 721.770 I I 79.040 I 1.187 80.227 I I 50.70 17.64 I 4.83 1 85.06 .00 I I 2.23 3.31 I 3.500 I I .000 .00 I 1 .0 -I- 14.730 -I- .0204 -I- -I- -I- -I- -I- .0437 -I- .64 -I- 1.19 -I- 3.34 -I- 1.44 -I- .013 -I- .00 .00 1- PIPE 736.500 I I 79.340 I 1.155 80.495 I I 50.70 18.32 I 5.21 I 85.70 .00 I I 2.23 3.29 I 3.500 I I .000 .00 I 1 .0 -I- 10.730 -I- .0233 -I- -I- -I- -I- -I- .0477 -I- .51 -I- 1.15 -I- 3.52 -I- 1.38 -I- .013 -I- .00 .00 1- PIPE 747.230 I I 79.590 1.133 I 80.723 I I 50.70 18.81 I 5.49 I 86.22 1.60 I I 2.23 3.27 I 3.500 I I .000 .00 I 1 .0 -I- 7.290 -I- .0206 -I- -I- -I- -I- -I- .0510 -I- .37 -I- 2.73 -I- 3.65 -I- 1.43 -I- .013 -I- .00 .00 1- PIPE 754.520 I I 79.740 1.115 I 80.855 I I 50.70 19.22 I 5.73 I 86.59 .00 I I 2.23 3.26 I 3.500 I I .000 .00 I 1 .0 TRANS STR .0368 .0558 1.59 1.12 3.77 .013 .00 .00 PIPE 783.090 I I 80.790 1.153 I 81.943 I I 50.70 20.27 I 6.38 I 88.32 .00 I I 2.32 2.92 I 3.000 I I .000 .00 I 1 .0 -I- .326 -I- .2661 -I- -I- -I- -I- -I- .0586 -I- .02 -I- 1.15 -I- 3.86 -I- .78 -I- .013 -I- .00 .00 1- PIPE 783.416 I I 80.877 1.157 I 82.034 I I 50.70 20.16 I 6.31 I 88.34 .00 I 2.32 I 2.92 I 3.000 I I .000 .00 I 1 .0 -I- 2.513 -I- .2661 -I- -I- -I- -I- -I- .0546 -I- .14 -I- 1.16 -I- 3.83 -I- .78 -I- .013 -I- .00 .00 1- PIPE 785.929 I I 81.545 1.199 I 82.745 I I 50.70 19.22 I 5.74 I 88.48 .00 I 2.32 I 2.94 I 3.000 I I .000 .00 I 1 .0 -I- 2.192 -I- .2661 -1- -I- -I- -i- -I- .0479 -I- .10 -I- 1.20 -I- 3.57 -I- .78 -I- .013 -I- .00 .00 1- PIPE 788.121 I I 82.129 1.242 I 83.371 I I 50.70 18.32 I 5.21 I 88.59 .00 I 2.32 I 2.96 I 3.000 I 1 .000 .00 I 1 .0 -I- 1.910 -I- .2661 -I- -I- -I- -I- -I- .0420 -I- .08 -I- 1.24 -I- 3.34 -i- .78 -I- .013 -I- .00 .00 1- PIPE 790.031 I I 82.637 1.288 I 83.925 I I 50.70 17.47 I 4.74 I 88.67 .00 I 2.32 I 2.97 I 3.000 I I .000 .00 I 1 .0 -I- 1.671 -I- .2661 -I- -I- -I- -I- -I- .0369 -I- .06 -I- 1.29 -I- 3.11 -I- .78 -I- .013 -I- .00 .00 1- PIPE TUTUREC.0 LlPlE, „AN FILE: AF.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 2-15-2006 Time: 8:55:48 TRACT 17438 100 -YEAR HYDRAULICS FUTURE LINE 'A ' TO CITRUS AVENUE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev -I- I (FT) I Elev I -I- (CFS) I (FPS) Head I Grd.El.l -I- Elev -I- I Depth I Width -I- IDia.-FTIor I.D.1 -I- -I- ZL -I IPrs/Pip -I- L/Elem ICh Slope -I- I I I -I- I -I- -I- SF Avel HF ISE DpthlFroude -I- NINorm Dp I "N" I X-Fa111 ZR IType Ch 791.702 I 83.082 I I 1.336 84.418 I I 50.70 16.66 I 4.31 I 88.73 .00 I 2.32 I 2.98 I 3.000 I I .000 .00 I 1 .0 -I- 1.467 -I- .2661 -I- -I- -I- -I- -I- .0325 -I- .05 -I- 1.34 -I- 2.91 -I- .78 -I- .013 -I- .00 .00 1- PIPE 793.169 I 83.472 I I 1.385 84.857 I I 50.70 15.88 I 3.92 I 88.77 .00 I 2.32 I 2.99 I 3.000 I I .000 .00 I 1 .0 -I- 1.280 -I- .2661 -I- -I- -I- -I- -I- .0285 -I- .04 -I- 1.39 -I- 2.71 -I- .78 -I- .013 -I- .00 .00 1- PIPE 794.449 I 83.813 I I 1.437 85.250 I I 50.70 15.14 I 3.56 I 88.81 .00 I 2.32 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- 1.115 -I- .2661 -I- -I- -I- -I- -I- .0251 -I- .03 -I- 1.44 -I- 2.53 -I- .78 -I- .013 -I- .00 .00 1- PIPE 795.564 I 84.110 I I 1.492 85.602 I I 50.70 14.44 I 3.24 I 88.84 .00 I 2.32 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- .973 -I- .2661 -I- -I- -I- -I- -I- .0221 -I- .02 -i- 1.49 -I- 2.35 -I- .78 -I- .013 -I- .00 .00 1- PIPE 796.537 I 84.368 I 1.549 I 85.918 I I 50.70 13.77 I 2.94 I 88.86 .00 I 2.32 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- .842 -I- .2661 -I- -I- -I- -I- -I- .0195 -I- .02 -I- 1.55 -I- 2.19 -I- .78 -I- .013 -I- .00 .00 1- PIPE 797.379 i 84.592 I 1.609 I 86.202 I I 50.70 13.13 I 2.68 I 88.88 .00 I 2.32 I 2.99 I 3.000 I I .000 .00 I 1 .0 -I- .724 -I- .2661 -I- -I- -I- -I- -I- .0172 -I- .01 -I- 1.61 -I- 2.04 -I- .78 -I- .013 -I- .00 .00 1- PIPE 798.103 I 84.785 I 1.672 I 86.457 I I 50.70 12.52 I 2.43 I 88.89 .00 I 2.32 I 2.98 I 3.000 I I .000 .00 I 1 .0 -I- .614 -I- .2661 -I- -I- -I- -I- -I- .0152 -I- .01 -I- 1.67 -I- 1.89 -I- .78 -I- .013 -I- .00 .00 1- PIPE 798.717 I 84.949 I 1.739 I 86.688 I I 50.70 11.93 I 2.21 I 88.90 .00 I 2.32 I 2.96 I 3.000 I I .000 .00 I 1 .0 .519 .2661 .0134 .01 1.74 1.76 .78 .013 .00 .00 PIPE 799.236 -I- I 85.087 I 1.809 I 86.896 -I- I I 50.70 11.38 I 2.01 I 88.91 -I- .00 -I- I 2.32 I 2.94 I 3.000 I I .000 .00 I 1 .0 .428 -1- .2661 -I- -I- -I- -I- .0119 .01 1.81 -I- 1.63 -I- .78 -I- .013 -I- .00 .00 1- PIPE FILE: AF.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 2-15-2006 Time: 8:55:48 TRACT 17438 100 -YEAR HYDRAULICS FUTURE LINE 'A ' TO CITRUS AVENUE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -I- I I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch 799.663 I I 85.200 1.883 I 87.084 I I 50.70 10.85 I 1.83 I 88.91 .00 I 2.32 I 2.90 I 3.000 I I .000 .00 I 1 .0 -I- .337 -I- .2661 -I- -I- -I- -I- -I- .0105 -I- .00 -I- 1.88 -I- 1.51 -I- .78 -I- .013 -I- .00 .00 1- PIPE 800.000 I I 85.290 1.963 I 87.253 I I 50.70 10.34 I 1.66 -I- I 88.91 .00 -I- I 2.32 -I- I 2.85 -I- I 3.000 -I- I I .000 -I- .00 I 1 .0 -I- 69.718 -I- .0100 -I- -I- -I- -I- .0097 -I- .68 1.96 1.39 1.95 .013 .00 .00 1- PIPE 869.718 I 1 85.991 1.987 I 87.978 I I 50.70 10.20 I 1.62 -I- I 89.59 .00 -I- I 2.32 -I- I 2.84 -I- I 3.000 I I .000 .00 I 1 .0 -I- 60.652 -I- .0100 -I- -I- -I- -I- .0090 -I- .55 1.99 1.36 1.95 -I- .013 -I- .00 .00 1- PIPE 930.370 I I 86.600 2.073 I 88.673 I I 50.70 -I- 9.73 I 1.47 I 90.14 -I- .00 I 2.32 I 2.77 I 3.000 -I- I I .000 .00 I 1 .0 -I- 13.084 -I- .0099 -I- -I- -I- -I- .0083 .11 -I- 2.07 -I- 1.25 -I- 1.97 .013 -I- .00 .00 1- PIPE 943.454 I I 86.729 2.113 I 88.842 I I 50.70 9.53 I 1.41 I 90.25 .00 I 2.32 I 2.74 I 3.000 I I .000 .00 I 1 .0 -1- 14.806 -I- .0099 -I- -I- -I- -I- -I- .0077 -I- .11 -I- 2.11 -I- 1.20 -I- 1.97 -I- .013 -I- .00 .00 1- PIPE 958.260 I I 86.875 2.209 I 89.084 I I 50.70 9.08 I 1.28 I 90.37 .00 I 2.32 I 2.64 I 3.000 i I .000 .00 I 1 .0 -I- 3.570 -I- .0099 -I- -I- -I- -I- -I- .0069 -I- .02 -I- 2.21 -i- 1.10 -I- 1.97 -I- .013 -I- .00 .00 1- PIPE 961.830 I I 86.910 2.316 i 89.226 I I 50.70 8.66 I 1.16 I 90.39 .00 I 2.32 I 2.52 I 3.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0739 -I- -I- -I- -I- -I- .0066 -I- .04 -I- 2.45 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 968.600 I I 87.410 2.712 I 90.122 I I 33.30 6.78 I .71 I 90.84 -I- .00 I 1.96 I .00 I 2.500 -I- I 1 .000 .00 I 1 .0 -I- 31.400 -I- .0054 -I- -i- -I- -I- -I- .0066 .21 -I- .00 -I- .00 -I- 2.50 .013 -I- .00 .00 1- PIPE 1000.000 I I 87.580 2.844 I 90.424 I I 33.30 6.78 .71 I I 91.14 .00 I 1.96 I .00 I 2.500 I I .000 .00 I 1 .0 -I- 39.060 -I- .0051 -I- -I- -I- -I- -I- .0066 -I- .26 -I- 2.84 -I- .00 -I- 2.50 -I- .013 -I- .00 .00 1- PIPE FILE: AF.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 2-15-2006 Time: 8:55:48 TRACT 17438 100 -YEAR HYDRAULICS FUTURE LINE 'A ' TO CITRUS AVENUE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- -I- I I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- -I- NINorm Dp -I- I "N" I -I- X -Fall) ZR -I IType Ch 1039.060 I I 87.780 1 2.902 I 90.682 I 33.30 6.78 I .71 I 91.40 .00 I 1.96 I .00 I I 2.500 I .000 .00 I 1 .0 JUNCT STR .0688 .0062 .04 2.90 .00 .013 .00 .00 PIPE 1046.330 I I 88.280 I 3.144 91.424 I I 17.20 5.47 I .47 I 91.89 .00 I 1.49 I .00 I I 2.000 I .000 .00 I 1 .0 -I- 146.334 -I- .0140 -I- -I- -I- -I- -I- .0057 -I- .84 -I- 3.14 -I- .00 1.17 -I- -I- .013 -I- .00 .00 1- PIPE 1192.664 I I 90.328 I 2.000 92.328 I I 17.20 5.47 I .47 I 92.79 .00 I 1.49 I .00 I I 2.000 I .000 .00 I 1 .0 -i- 10.391 -I- .0140 -I- -I- -I- -I- -i- .0053 -I- .06 -I- 2.00 -I- .00 -I- 1.17 -I- .013 -I- .00 .00 1- PIPE 1203.055 I I 90.474 I 1.889 92.363 I I 17.20 5.60 I .49 I 92.85 .00 I 1.49 I .92 I I 2.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 1203.055 I I 90.474 I 1.166 91.640 I I 17.20 9.05 I 1.27 I 92.91 .00 I 1.49 I 1.97 I I 2.000 i .000 .00 I 1 .0 -I- 31.745 -I- .0140 -I- -I- -I- -I- -I- .0140 -I- .44 -I- 1.17 -i- 1.62 1.17 -I- -I- .013 -I- .00 .00 1- PIPE 1234.800 I 90.918 I I 1.166 92.084 I I 17.20 9.05 I 1.27 I 93.36 .00 I 1.49 I 1.97 I I 2.000 I .000 .00 I 1 .0 -I- 88.231 -I- .0140 -I- -I- -I- -I- -I- .0137 -I- 1.21 -I- 1.17 -I- 1.62 1.17 -I- -I- .013 -I- .00 .00 1- PIPE 1323.031 I 92.153 I I 1.180 93.334 I I 17.20 8.91 I 1.23 I 94.57 .00 I 1.49 I 1.97 I I 2.000 I .000 .00 I 1 .0 -I- 48.329 -I- .0140 -I- -I- -I- -I- -I- .0127 -I- .61 -I- 1.18 -I- 1.59 1.17 -I- -I- .013 -I- .00 .00 1- PIPE 1371.360 I 92.830 I i 1.229 94.059 I I 17.20 8.50 I 1.12 I 95.18 .00 I 1.49 I 1.95 I I 2.000 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0238 -I- -I- -I- -I- -I- .0180 -I- .11 -I- 1.23 -I- 1.47 -I- -I- .013 -I- .00 .00 I- PIPE 1377.240 I 92.970 I I .781 93.751 I I 11.30 9.94 I 1.53 I 95.29 .00 I 1.21 I 1.95 I I 2.000 I .000 .00 I 1 .0 -I- 5.661 -I- .0354 -I- -I- -I- -I- -I- .0230 -I- .13 -I- .78 -I- 2.30 .70 -I- -I- .013 -I- .00 .00 1- PIPE FILE: AF.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 2-15-2006 Time: 8:55:48 TRACT 17438 100 -YEAR HYDRAULICS FUTURE LINE 'A ' TO CITRUS AVENUE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -I- I I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -i- Dp -I- I "N" -I- I X-Fa111 ZR -I IType Ch 1382.901 I I 93.170 .798 I I 93.968 I 11.30 9.65 I 1.45 I 95.41 .00 I 1.21 I 1.96 I 2.000 I I .000 .00 I 1 .0 7.008 .0354 .0207 .15 .80 2.20 .70 .013 .00 .00 PIPE 1389.910 I 93.418 I .827 I I 94.245 I 11.30 9.20 I 1.31 I 95.56 .00 I 1.21 I 1.97 I 2.000 -I- I I .000 .00 I 1 .0 -I- 5.162 -I- .0354 -I- -I- -I- -I- -I- .0182 -I- .09 -I- .83 -I- 2.05 -I- .70 .013 -I- .00 .00 1- PIPE 1395.072 I 93.601 I .858 I I 94.459 I 11.30 8.77 I 1.20 I 95.65 .00 -I- I 1.21 I 1.98 -I- I 2.000 I I .000 .00 I 1 .0 -I- 4.011 -I- .0354 -I- -i- -I- -I- -I- .0160 -I- .06 .86 -I- 1.92 .70 -I- .013 -I- .00 .00 1- PIPE 1399.083 I 93.742 I .889 I I 94.632 I 11.30 8.37 I 1.09 I 95.72 .00 I 1.21 I 1.99 I 2.000 I I .000 .00 I 1 .0 -I- 3.088 -I- .0354 -I- -I- -I- -I- -I- .0141 -I- .04 -I- .89 -I- 1.79 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1402.171 I 93.852 I .922 I I 94.774 I 11.30 7.98 I .99 I 95.76 .00 I 1.21 I 1.99 I 2.000 I I .000 .00 I 1 .0 -I- 2.383 -I- .0354 -I- -I- -I- -I- -1- .0124 -I- .03 -I- .92 -I- 1.67 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1404.553 I 93.936 I .957 I 94.893 I I 11.30 7.60 I .90 I 95.79 .00 I 1.21 I 2.00 I 2.000 I I .000 .00 I 1 .0 -I- 1.864 -I- .0354 -I- -I- -I- -I- -I- .0109 -I- .02 -1- .96 -I- 1.55 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1406.417 I 94.002 I .993 I I 94.995 I 11.30 7.25 I .82 I 95.81 .00 I 1.21 I 2.00 I 2.000 I I .000 .00 I 1 .0 -I- 1.405 -I- .0354 -I- -I- -I- -I- -I- .0096 -I- .01 -I- .99 -I- 1.45 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1407.822 I 94.052 I 1.031 I I 95.083 I 11.30 6.91 I .74 I 95.82 .00 I 1.21 I 2.00 I 2.000 I I .000 .00 I 1 .0 -I- 1.020 -I- .0354 -I- -I- -I- -I- -I- .0084 -I- .01 -I- 1.03 -I- 1.35 -I- .70 -I- .013 -I- .00 .00 1- PIPE 1408.842 I 94.088 I 1.071 I 95.159 I I 11.30 6.59 I .67 I 95.83 .00 I 1.21 I 1.99 I 2.000 I I .000 .00 I 1 .0 -I- .693 -I- .0354 -I- -I- -I- -I- -I- .0074 -I- .01 -I- 1.07 -I- 1.25 -I- .70 -I- .013 -I- .00 .00 1- PIPE FILE: AF.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 6 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 2-15-2006 Time: 8:55:48 TRACT 17438 100 -YEAR HYDRAULICS FUTURE LINE 'A ' TO CITRUS AVENUE Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR (Type Ch i I I I I I I I I I I I I 1409.535 94.112 1.113 95.225 11.30 6.28 .61 95.84 .00 1.21 1.99 2.000 .000 .00 1 .0 -I- -t- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- .374 .0354 .0066 .00 1.11 1.16 .70 .013 .00 .00 PIPE I I I I I I I I I I I I I 1409.909 94.125 1.158 95.283 11.30 5.99 .56 95.84 .00 1.21 1.97 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- 1- .131 .0354 .0058 .00 1.16 1.08 .70 .013 .00 .00 PIPE I I I I I I I I I I I I I 1410.040 94.130 1.206 95.336 11.30 5.71 .51 95.84 .00 1.21 1.96 2.000 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1410.040 94.130 1.961 96.091 11.30 .41 .00 96.09 .00 .27 14.00 4.500 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- FILE: AF.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 2-15-2006 Time: 8:55:40 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(0) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.000 CD 2 4 1 2.000 CD 3 4 1 2.500 CD 4 4 1 2.000 CD 5 4 1 2.000 CD 6 4 1 2.000 CD 7 4 1 2.000 CD 8 4 1 2.000 CD 9 2 0 .000 4.500 14.000 .00 CD 10 4 1 3.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17438 HEADING LINE NO 2 IS - 100 -YEAR HYDRAULICS HEADING LINE NO 3 IS - FUTURE LINE 'A ' TO CITRUS AVENUE W S P G W 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 721.770 79.040 10 82.600 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 736.500 79.340 10 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 747.230 79.590 10 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 754.520 79.740 10 .013 22.500 18.564 .000 0 ELEMENT NO 5 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 783.090 80.790 1 .013 .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 44 800.000 85.290 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 930.370 86.600 1 .013 .000 .000 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN fl 961.830 86.910 1 .013 .000 .000 .000 0 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHT 4 968.600 87.410 3 2 0 .013 17.400 .000 88.080 .000 47.200 .000 RADIUS ANGLE .000 .000 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1000.000 87.580 3 .013 45.000 39.980 .000 0 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1039.060 87.780 3 .013 .000 .000 .000 0 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1046.330 88.280 6 4 5 .013 13.200 2.900 88.840 88.240 -45.000 38.000 RADIUS ANGLE .000 .000 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 1371.360 92.830 6 .013 ELEMENT NO 14 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1377.240 92.970 8 7 0 .013 5.900 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 1410.040 94.130 8 .013 ELEMENT NO 16 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1410.040 94.130 9 .500 ELEMENT NO 17 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1410.040 94.130 9 PAGE NO 3 RADIUS ANGLE, ANG PT MAN H .000 .000 38.000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 93.620 .000 -38.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 93.200 Tl TRACT 17438 T2 100 -YEAR HYDRAULICS T3 FUTURE LINE 'A ' TO CITRUS AVENUE so 721.770 79.040 10 R 736.500 79.340 10 .013 R 747.230 79.590 10 .013 R 754.520 79.740 10 .013 TS 783.090 80.790 1 .013 R 800.000 85.290 1 .013 R 930.370 86.600 1 .013 R 961.830 86.910 1 .013 7x 968.600 87.410 3 2 .013 17.400 R 1000.000 87.580 3 .013 R 1039.060 87.780 3 .013 7x 1046.330 88.280 6 4 5.013 13.200 R 1371.360 92.830 6 .013 ]x 1377.240 92.970 8 7 .013 5.900 R 1410.040 94.130 8 .013 WE 1410.040 94.130 9 .500 AF. WSW ❑c 82.600 1410.040 94.130 9 .000 .000 0 CD .000 .000 0 .000 18.564 .000 .000 .000 .000 .000 0 4 .000 .000 0 .000 .000 .000 .00 CD .000 4 1 88.080 47.2 .000 .000 .000 39.980 CD 4 4 .000 .000 2.000 2.900 88.840 88.240-45.0 38.0 .000 CD .000 38.0 1 93.620 -38.0 .000 .000 .000 .000 CD 6 SH 1410.040 94.130 9 93.200 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 2.500 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 2.000 .000 .000 .000 .00 CD 7 4 1 .000 2.000 .000 .000 .000 .00 CD 8 4 1 .000 2.000 .000 .000 .000 .00 CD 9 2 0 .000 4.500 14.000 .000 .000 .00 CD 10 4 1 .000 3.500 .000 .000 .000 .00 Q 11.300 .0 Page 1 FILE: B3-9a.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-16-2005 Time: 4:36:51 Tract 17438 100 -YEAR HYDRAULICS Lateral B3-9 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev -I- I (CFS) I -I- (FPS) -I- Head I -I- Grd.E1.1 -I- Elev -I- I Depth -I- I Width -I- IDia.-FTIor -I- I.D.I -I- ZL -I IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I 1013.080 i I 79.040 I 3.560 82.600 I I 19.50 2.03 I .06 I 82.66 .00 1.35 .00 -I- I 3.500 I I .000 -I- .00 I 1 .0 -I- 3.001 -I- .0204 -I- -I- -I- -I- -I- .0004 -I- .00 -I- 3.56 -I- .00 .87 -I- .013 .00 .00 1- PIPE 1016.081 I I 79.101 I 3.500 82.601 I I 19.50 2.03 I .06 I 82.66 .00 I 1.35 I .00 I 3.500 I I .000 .00 I 1 .0 -I- 11.729 -I- .0204 -I- -I- -I- -I- -I- .0003 -I- .00 -I- 3.50 -I- .00 -I- .87 -i- .013 -I- .00 .00 1- PIPE 1027.810 I I 79.340 i 3.260 82.600 I I 19.50 2.09 I .07 I 82.67 .00 I 1.35 I 1.77 -I- I 3.500 I I .000 .00 I 1 .0 -I- 8.860 -I- .0233 -I- -I- -I- -I- -I- .0003 -i- .00 -I- 3.26 -I- .16 .84 -I- .013 -I- .00 .00 1- PIPE 1036.670 I 79.546 I I 3.050 82.597 I I 19.50 2.19 I .07 I 82.67 .00 -I- I 1.35 I 2.34 -I- I 3.500 -I- I I .000 -I- .00 I 1 .0 -I- 1.870 -I- .0233 -I- -I- -I- -I- -I- .0003 -I- .00 3.05 -I- .20 .84 .013 .00 .00 1- PIPE 1038.540 I 79.590 I I 3.005 82.595 I I 19.50 2.22 I .08 I 62.67 .02 I 1.35 I 2.44 I 3.500 I I .000 -I- .00 I 1 .0 -I- 7.290 -I- .0206 -I- -I- -I- -I- -I- .0004 -I- .00 -I- 3.02 -I- .21 -I- .87 -I- .013 .00 .00 1- PIPE 1045.830 I 79.740 I I 2.851 82.591 I I 19.50 2.32 I .08 I 82.67 .00 I 1.35 I 2.72 I 3.500 I 1 .000 .00 I 1 .0 -I- 6.645 -I- .0200 -I- -I- -I- -I- -I- .0004 -I- .00 -I- 2.85 -I- .23 -I- .88 -I- .013 -I- .00 .00 1- PIPE 1052.475 I 79.873 I I 2.712 82.585 I I 19.50 2.44 I .09 I 82.68 .00 I 1.35 I 2.92 I 3.500 I I .000 .00 I 1 .0 -I- 5.869 -I- .0200 -I- -I- -I- -I- -I- .0004 -I- .00 -I- 2.71 -I- .26 -I- .88 -I- .013 -I- .00 .00 1- PIPE 1058.344 I 79.990 I I 2.588 82.578 I I 19.50 2.56 I .10 I 82.68 .00 -I- I 1.35 -I- I 3.07 I 3.500 -I- I I .000 -I- .00 I 1 .0 -I- 5.273 -I- .0200 -I- -I- -I- -I- -I- .0005 -I- .00 2.59 .29 -I- .88 .013 .00 .00 1- PIPE 1063.617 I 80.096 I I 2.475 82.571 I I 19.50 2.68 I .11 I 82.68 .00 I 1.35 I 3.19 I 3.500 I I .000 .00 I 1 .0 -I- 4.826 -I- .0200 -1- -I- -I- -I- -I- .0006 -I- .00 -I- 2.48 -I- .31 -I- .88 -I- .013 -I- .00 .00 1- PIPE b�je,' 1 0� CSC, 0-0 M � �1 � c� 4 c� 1 �o v , � P r� <�C P � FILE: B3-9a.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-16-2005 Time: 4:36:51 Tract 17438 100 -YEAR HYDRAULICS Lateral B3-9 I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI (No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I -1- X-Fa111 -1 ZR (Type Ch I I I I 1068.443 I I 80.192 2.370 I 82.562 I I 19.50 2.81 I .12 I 82.69 .00 I 1.35 3.27 3.500 -I- .000 .00 I 1 .0 -I- 4.424 -I- .0200 -I- -I- -I- -I- -I- .0006 -I- .00 -I- 2.37 -I- .34 -I- .88 .013 -I- .00 .00 1- PIPE 1072.866 I I 80.281 2.272 I 82.553 I I 19.50 2.95 I .14 I 82.69 .00 I 1.35 I 3.34 I I 3.500 I .000 .00 I 1 .0 -I- 4.015 -I- .0200 -I- -I- -I- -I- -I- .0007 -I- .00 -I- 2.27 -I- .37 -I- .88 -I- .013 -I- .00 .00 1- PIPE 1076.882 I t 80.361 2.181 I 82.542 I I 19.50 3.09 I .15 I 82.69 .00 I 1.35 I 3.39 I I 3.500 I .000 .00 I 1 .0 -I- 3.703 -I- .0200 -I- -I- -I- -I- -I- .0008 -I- .00 -I- 2.18 -I- .40 -I- .88 -I- .013 -I- .00 .00 1- PIPE 1080.585 I I 80.435 2.095 I 82.530 I I 19.50 3.24 I .16 I 82.69 .00 I 1.35 I 3.43 I I 3.500 -I- I .000 -I- .00 I 1 .0 -I- 3.384 -I- .0200 -I- -I- -I- -I- -I- .0009 -I- .00 -I- 2.10 -I- .43 -I- .88 .013 .00 .00 1- PIPE 1083.969 I I 80.503 2.014 I 82.517 I I 19.50 3.40 I .18 I 82.70 .00 I 1.35 I 3.46 I I 3.500 -I- I .000 .00 I 1 .0 -I- 3.108 -I- .0200 -I- -I- -I- -I- -I- .0010 -I- .00 -I- 2.01 -I- .47 -I- .88 .013 -I- .00 .00 1- PIPE 1087.077 I I 80.565 1.937 I 82.502 I I 19.50 3.57 I .20 I 82.70 .00 I 1.35 I 3.48 I 1 3.500 I .000 .00 I 1 .0 -I- 2.823 -I- .0200 -I- -I- -I- -I- -I- .0011 -I- .00 -I- 1.94 -I- .50 -I- .86 -I- .013 -I- .00 .00 1- PIPE 1089.900 I I 80.621 1.864 I 82.485 I I 19.50 3.74 I .22 I 82.70 -I- .00 I 1.35 I 3.49 -I- I I 3.500 -I- I .000 .00 I 1 .0 -I- 2.580 -I- .0200 -I- -I- -i- -I- -I- .0013 .00 -I- 1.86 -I- .54 .88 .013 -I- .00 .00 1- PIPE 1092.480 I I 80.673 1.794 I 82.467 I I 19.50 3.93 I .24 I 82.71 .00 I 1.35 I 3.50 1 3.500 I I .000 .00 I 1 .0 -I- 2.271 -I- .0200 -I- -I- -I- -I- -I- .0015 -I- .00 -I- 1.79 -I- .58 -I- .88 -I- .013 -I- .00 .00 1- PIPE 1094.751 I i 80.718 1.728 I 82.447 I I 19.50 4.12 I .26 I 62.71 .00 I 1.35 I 3.50 I 3.500 I I .000 .00 I 1 .0 -I- 2.001 -I- .0200 -I- -I- -I- -I- -I- .0017 -I- .00 -I- 1.73 -I- .62 -I- .88 -I- .013 -I- .00 .00 1- PIPE FILE: B3-9a.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-16-2005 Time: 4:36:51 Tract 17438 100 -YEAR HYDRAULICS Lateral B3-9 ( Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -I- I -I- I I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fall) ZR -I (Type Ch i I I 1096.752 I I 80.758 1.665 I 82.424 I I 19.50 4.32 I .29 82.71 .00 I 1.35 3.50 I 3.500 I .000 .00 I 1 .0 -I- 1.716 -I- .0200 -I- -I- -I- -I- -I- .0019 -I- .00 -I- 1.67 -I- .67 -I- .88 -I- .013 -I- .00 .00 1- PIPE 1098.468 I I 80.793 1.605 I 82.398 I I 19.50 4.53 I .32 I 82.72 .00 -I- I I 1.35 -I- 3.49 I I 3.500 I .000 .00 I 1 .0 -I- 1.410 -I- .0200 -I- -I- -I- -I- -I- .0022 -I- .00 1.61 .72 -I- .88 -I- .013 -I- .00 .00 1- PIPE 1099.878 I I 80.821 1.548 I 82.369 I I 19.50 4.75 I .35 I 82.72 .00 -I- I I 1.35 3.48 -I- I I 3.500 I .000 -I- .00 I 1 .0 -I- 1.139 -I- .0200 -I- -I- -I- -I- -I- .0025 -I- .00 1.55 -I- .77 .88 -I- .013 .00 .00 1- PIPE 1101.017 I I 80.844 1.493 I 82.337 I I 19.50 4.96 I .39 I 82.72 .00 -I- I 1.35 -I- I 3.46 I I 3.500 I .000 -i- .00 I 1 .0 -I- .813 -I- .0200 -I- -I- -I- -I- -I- .0028 -I- .00 1.49 .83 -I- .88 -i- .013 .00 .00 1- PIPE 1101.830 I I 80.860 1.442 I 82.302 I I 19.50 5.22 I .42 I 82.72 .00 I 1.35 i 3.45 I I 3.500 I .000 .00 I 1 .0 WALL ENTRANCE 1101.830 -I- I I 80.860 -I- 1.899 -I- I 82.759 -I- I I 19.50 -I- 2.57 -I- I .10 -I- I 82.86 -I- .00 -I- I .90 -I- I 4.00 -I- I I 4.500 -I- I 4.000 -I- .00 I 0 .0 I- FILE: B3-9a.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 9-16-2005 Time: 4:36:43 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN 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 3.500 CD 2 4 1 3.500 CD 3 2 0 .000 4.500 4.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO I IS - Tract 17438 HEADING LINE NO 2 IS - 100 -YEAR HYDRAULICS HEADING LINE NO 3 IS - Lateral B3-9 W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S EI.EV 1013.080 79.040 2 82..600 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1027.810 79.340 2 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN Ii 1038.540 79.590 2 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1045.830 79.740 2 .013 22.500 18.564 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1101.830 80.860 2 .013 .000 .000 .000 0 ELEMENT NO 6 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1101.830 80.860 3 .500 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1101.830 80.860 3 82..500 T1 Tract 17438 T2 100 -YEAR HYDRAULICS T3 Lateral B3-9 So 1013.080 79.040 2 R 1027.810 79.340 2 R 1038.540 79.590 2 R 1045.830 79.740 2 R 1101.830 80.860 2 WE 1101.830 80.860 3 SH 1101.830 80.860 3 CD 1 4 1 .000 3.500 CD 2 4 1 .000 3.500 CD 3 2 0 000 4.500 Q 19.500 .0 B3-9a.WSW 82.600 .013 .013 .013 .013 .500 82.500 .000 .000 .000 .00 .000 .000 .000 .00 4.000 .000 .000 .00 Page 1 0 .000 .000 0 .000 .000 0 18.564 .000 .000 0 FILE: B3-9.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-16-2005 Time:10: 5:41 Tract 17438 100 -YEAR HYDRAULICS Lateral B3-9 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -i- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X-Fa111 -I ZR (Type Ch 1 I I I 1013.080 I I 79.040 I 3.560 I 82.600 I 50.70 5.27 .43 83.03 .00 I 2.23 .00 I 3.500 I I .000 .00 1 .0 -I- 3.366 -I- .0204 -I- -I- -I- -I- -I- .0025 -I- .01 -I- 3.56 -I- .00 -I- 1.44 -I- .013 -I- .00 .00 1- PIPE 1016.446 I I 79.109 I 3.500 82.609 I I 50.70 5.27 I .43 I 83.04 .00 I I 2.23 .00 I 3.500 I I .000 .00 I 1 .0 -I- 11.364 -I- .0204 -I- -I- -I- -I- -I- .0023 -I- .03 -I- 3.50 -I- .00 -I- 1.44 -I- .013 -I- .00 .00 1- PIPE 1027.810 I I 79.340 I 3.269 82.609 I I 50.70 5.42 I .46 I 83.07 .00 I I 2.23 1.74 i 3.500 I I .000 .00 I 1 .0 -I- 7.859 -I- .0233 -I- -I- -I- -I- -I- .0023 -I- .02 -I- 3.27 -I- .41 -I- 1.38 -I- .013 -I- .00 .00 1- PIPE 1035.669 I I 79.523 I 3.057 82.580 I I 50.70 5.69 I .50 I 83.08 .00 I I 2.23 2.33 I 3.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 1035.669 I I 79.523 I 1.586 81.109 I I 50.70 11.96 I 2.22 I 83.33 .00 I I 2.23 3.48 I 3.500 I I .000 .00 I 1 .0 -I- 2.871 -I- .0233 -I- -I- -I- -I- -I- .0141 -I- .04 -I- 1.59 -I- 1.91 -I- 1.38 -I- .013 -I- .00 .00 1- PIPE 1038.540 I I 79.590 I 1.596 81.186 I I 50.70 11.87 I 2.19 I 83.37 .68 I I 2.23 3.49 I 3.500 -I- I I .000 .00 I 1 .0 -I- 7.290 -I- .0206 -I- -I- -I- -I- -I- .0137 -I- .10 -I- 2.27 -I- 1.89 -I- 1.43 .013 -I- .00 .00 1- PIPE 1045.830 I 79.740 I I 1.616 81.356 I I 50.70 11.67 I 2.12 -I- I 83.47 -I- .00 I I 2.23 3.49 -I- I 3.500 I I .000 .00 I 1 .0 -I- 6.049 -I- .0200 -I- -I- -I- -I- .0131 .08 -I- 1.62 -I- 1.84 1.44 -I- .013 -I- .00 .00 1- PIPE 1051.879 I I 79.861 I 1.634 81.495 I I 50.70 11.50 I 2.06 I 83.55 .00 I I 2.23 3.49 I 3.500 I I .000 .00 I 1 .0 -I- 15.744 -I- .0200 -I- -I- -I- -I- -I- .0121 -I- .19 -I- 1.63 -I- 1.80 -I- 1.44 -I- .013 -I- .00 .00 1- PIPE 1067.623 I 80.176 I I 1.696 81.872 i I 50.70 10.97 I 1.87 I 83.74 .00 I 2.23 I 3.50 I 3.500 I I .000 .00 I 1 .0 -I- 11.290 -I- .0200 -I- -I- -I- -I- -I- .0106 -I- .12 -I- 1.70 -i- 1.68 -I- 1.44 -I- .013 -I- .00 .00 1- PIPE • 1 1 atm -.�,. - vl� -erl . t FILE: B3-9.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-16-2005 Time:10: 5:41 Tract 17438 100 -YEAR HYDRAULICS Lateral B3-9 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/1Base Wtl INo Wth Station I Elev I (FT) I Elev -I- I (CFS) I (FPS) -I- Head I -I- Grd.E1.1 -I- Elev -I- I Depth -I- I Width -I- IDia.-FTIor -I- I.D.1 -i- ZL IPrs/Pip -I -1- L/Elem -I- ICh Slope I -I- I -I- I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I 1078.913 I I 80.402 I 1.760 82.162 I I 50.70 10.46 I 1.70 I 83.86 .00 2.23 3.50 3.500 .000 -I- .00 1 .0 -I- 8.119 -i- .0200 -I- -i- -I- -i- -I- .0094 -I- .08 -I- 1.76 -I- 1.57 -I- 1.44 -I- .013 .00 .00 1- PIPE 1087.031 i 80.564 I I 1.828 82.392 I I 50.70 9.97 I 1.54 -I- I 83.94 -I- .00 -I- I 2.23 -I- I 3.50 -I- I i 3.500 -I- I .000 -I- .00 I 1 .0 1- -I- 5.903 -I- .0200 -i- -I- -i- -I- .0082 .05 1.83 1.46 1.44 .013 .00 .00 PIPE 1092.934 I 80.682 I I 1.899 82.581 I I 50.70 9.51 i 1.40 I 83.98 -I- .00 -I- I 2.23 -I- I 3.49 -I- I I 3.500 -I- I .000 -I- .00 I 1 .0 1- -I- 4.135 -I- .0200 -I- -I- -I- -I- -I- .0073 .03 1.90 1.35 1.44 .013 .00 .00 PIPE 1097.069 I 80.765 I 1.974 I 82.739 I I 50.70 9.07 I 1.28 I 84.01 -I- .00 -i- I 2.23 -I- I 3.47 -I- I I 3.500 -I- I .000 -I- .00 I 1 .0 -I- 2.727 -I- .0200 -I- -I- -I- -I- -I- .0064 .02 1.97 1.26 1.44 .013 .00 .00 1- PIPE 1099.796 I 80.819 I 2.053 i 82.872 I I 50.70 8.64 I 1.16 I 84.03 -I- .00 -I- I 2.23 -I- I 3.45 -I- I 3.500 -I- I I .000 -I- .00 I 1 .0 -I- 1.569 -I- .0200 -I- -I- -I- -I- -I- .0057 .01 2.05 1.17 1.44 .013 .00 .00 1- PIPE 1101.365 I 80.851 I I 2.136 82.987 I I 50.70 8.24 I 1.05 I 84.04 .00 I 2.23 -I- I 3.41 -I- I I 3.500 -I- I .000 -I- .00 I 1 .0 -I- .465 -I- .0200 -I- -i- -I- -I- -I- .0050 -I- .00 -I- 2.14 1.08 1.44 .013 .00 .00 1- PIPE 1101.830 I 80.860 I 2.226 I 83.086 I I 50.70 7.85 I .96 I 84.04 .00 I 2.23 I 3.37 I 3.500 I I .000 .00 I 1 .0 WALL ENTRANCE 1101.830 -I- I 80.860 -I- I 3.218 -I- I 64.078 -I- I I 50.70 -I- 3.94 -I- I .24 -I- I 84.32 -I- .00 -I- I 1.71 -I- I 4.00 -I- I 4.500 -I- I I 4.000 -I- .00 I 0 .0 I- MOM FILE: B3-9.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 9-16-2005 Time:10: 5:33 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 3.500 CD 2 4 1 3.500 CD 3 2 0 .000 4.500 4.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - Tract 17438 HEADING LINE NO 2 IS - 100 -YEAR HYDRAULICS HEADING LINE NO 3 IS - Lateral B3-9 W S P G W 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 1013.080 79.040 2 82.600 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1027.810 79.340 2 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1038.540 79.590 2 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1045.830 79.740 2 .013 22.500 18.564 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1101.830 80.860 2 .013 .000 .000 .000 0 ELEMENT NO 6 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1101.830 80.860 3 .500 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1101.830 80.860 3 82.500 T1 Tract 17438 T2 100 -YEAR HYDRAULICS T3 Lateral B3-9 So 1013.080 79.040 2 R 1027.810 79.340 2 R 1038.540 79.590 2 R 1045.830 79.740 2 R 1101.830 80.860 2 WE 1101.830 80.860 3 SH 1101.830 80.860 3 CD 1 4 1 .000 3.500 CD 2 4 1 .000 3.500 CD 3 2 0 000 4.500 Q 50.700 .0 B3-9.WSW Page 1 0 .000 .000 0 .000 .000 0 18.564 .000 .000 0 82.600 .013 .013 .013 .013 .500 82.500 .000 .000 .000 .00 .000 .000 .000 .00 4.000 .000 .000 .00 Page 1 0 .000 .000 0 .000 .000 0 18.564 .000 .000 0 JIM! 41A Milli "Ing 44 FILE: A1.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-16-2005 Time: 1:31: 8 TRACT 17438 100 -YEAR HYDRAULICS LATERAL A-1 to Jn.126-1936 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICritical[Flow ToplHeight/IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width [Dia.-FTior I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I I I 1004.720 88.730 3.070 91.800 18.50 5.89 .54 92.34 .00 1.55 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 2.090 .2823 .0067 .01 3.07 .00 .53 .013 .00 .00 PIPE I I I I I I I I I I I I I 1006.810 89.320 2.494 91.814 18.50 5.89 .54 92.35 .00 1.55 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1006.810 89.320 3.295 92.615 18.50 .56 .00 92.62 .00 .47 10.00 4.500 10.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- I- LA, -F A -I FILE: A1.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 9-16-2005 Time: 1:31: 0 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN 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 2.000 CD 2 2 0 .000 4.500 10.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17438 HEADING LINE NO 2 IS - 100-YEAR HYDRAULICS HEADING LINE NO 3 IS - LATERAL A-1 to Jn.126-1936 W S P G W 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 1004.720 88.730 1 91.800 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1006.810 89.320 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1006.810 89.320 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1006.810 89.320 2 89.320 Al. WSW T1 TRACT 17438 0 T2 100-YEAR HYDRAULICS T3 LATERAL A-1 to )n.126-1936 So 1004.720 88.730 1 91.800 R 1006.810 89.320 1 .013 .000 .000 0 WE 1006.810 89.320 2 .500 SH 1006.810 89.320 2 89.320 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 4.500 10.000 .000 .000 .00 Q 18.500 .0 Page 1 FILE: A2.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-16-2005 Time: 1:40:42 TRACT 17438 100 -YEAR HYDRAULICS LATERAL A-2 to in. 126-1936 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev -I- I Depth I -I- Width -I- IDia.-FTIor I.D.1 -I- -I- ZL -I IPrs/Pip -I- -I- L/Elem ICh Slope I -I- -I- I I -I- I -I- -I- SF Avel -I- HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I 1004.730 88.840 I 4.260 I I 93.100 I 13.60 4.33 I .29 I 93.39 .00 -I- 1.33 -I- .00 -I- 2.000 .000 -I- -I- .00 1 .0 1- -I- -I- 3.070 .1694 -I- -I- -I- -i- -I- .0036 -I- .01 4.26 .00 .52 .013 .00 I I .00 PIPE I I 1007.800 89.360 I 3.751 I I 93.111 I 13.60 4.33 I .29 I 93.40 -I- .00 -I- I I 1.33 -I- .00 -I- I 2.000 .000 -I- -I- .00 1 .0 1- -I- -I- 12.000 .0050 -I- -I- -I- -I- -I- .0036 .04 3.75 .00 1.42 .013 .00 I .00 PIPE I I 1019.800 89.420 I 3.734 I 93.154 I I 13.60 4.33 I .29 I 93.45 .00 I I 1.33 .00 I I 2.000 .000 .00 1 .0 WALL ENTRANCE I 1 I I I 1019.800 89.420 -I- -I- I 4.171 -I- I 93.591 -I- I I 13.60 -I- .23 -I- I .00 -I- I 93.59 -I- .00 -I- I I .31 -I- 14.00 -I- 4.500 14.000 -I- -I- .00 0 .0 I- I -AT A z FILE: A2.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 9-16-2005 Time: 1:40:34 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 2.000 CD 2 2 0 .000 4.500 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17438 HEADING LINE NO 2 IS - 100 -YEAR HYDRAULICS HEADING LINE NO 3 IS - LATERAL A-2 to Jn. 126-1936 W S P G W 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 1004.730 88.840 1 93.100 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1007.800 89.360 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1019.800 89.420 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1019.800 89.420 2 .500 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1019.800 89.420 2 89.420 A2. WSW T1 TRACT 17438 0 T2 100 -YEAR HYDRAULICS T3 LATERAL A-2 to 7n. 126-1936 SO 1004.730 88.840 1 93.100 R 1007.800 89.360 1 .013 .000 .000 0 R 1019.800 89.420 1 .013 .000 .000 0 WE 1019.800 89.420 2 .500 SH 1019.800 89.420 2 89.420 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 4.500 14.000 .000 .000 .00 Q 13.600 .0 Page 1 FILE: A3.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-16-2005 Time: 1:47:14 TRACT 17438 100 -YEAR HYDRAULICS LATERAL A-3 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CES) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Up I "N" I X-Fa111 ZR (Type Ch I I I I I I I I I I I i I 1005.260 88.240 4.860 93.100 5.70 1.81 .05 93.15 .00 .84 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- 1- 39.760 .0395 .0006 .03 4.86 .00 .48 .013 .00 .00 PIPE I I I I I I I I I I I I I 1045.020 89.810 3.315 93.125 5.70 1.81 .05 93.18 .00 .84 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 1045.020 89.810 3.392 93.202 5.70 .12 .00 93.20 .00 .17 14.00 4.500 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I - Lai q"3 FILE: A3.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 9-16-2005 Time: 1:47: 6 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 2.000 CD 2 2 0 .000 4.500 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17438 HEADING LINE NO 2 IS - 100 -YEAR HYDRAULICS HEADING LINE NO 3 IS - LATERAL A-3 W S P G W 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 1005.260 88.240 1 93.100 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE A11G PT MAN H 1045.020 89.810 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1045.020 89.810 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1045.020 89.810 2 89.810 A3. WSW T1 TRACT 17438 0 T2 100 -YEAR HYDRAULICS T3 LATERAL A-3 So 1005.260 88.240 1 93.100 R 1045.020 89.810 1 .013 .000 .000 0 WE 1045.020 89.810 2 .500 SH 1045.020 89.810 2 89.810 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 4.500 14.000 .000 .000 .00 Q 5.700 .0 Page 1 �7 iliato. FILE: A4.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9-16-2005 Time: 1:48:59 TRACT 17438 100 -YEAR HYDRAULICS LATERAL A-4 to Jn. 126-1936 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticaliFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch *.*s��+�*I*s•���:**I***++*�+I�**���+**l:+**a*s�*I+�*�.��I*****+:I��**+�***I�****�.I++«�*�*+I***+++*+I**+**��Irts+�++*I*+*.+ I*:++**: I I I I I I I I I I I I I 1003.910 93.190 2.310 95.500 8.10 4.58 .33 95.83 .00 1.10 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- 1- 32.860 .0286 .0059 .20 2.31 .00 .71 .013 .00 .00 PIPE I I I I I I I I I I I I I 1036.770 94.130 1.565 95.695 8.10 4.58 .33 96.02 .00 1.10 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I 1 I I I I I i I 1036.770 94.130 2.054 96.184 8.10 .28 .00 96.18 .00 .22 14.00 4.500 14.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- �4T, f\ - 4- FILE: A4.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 9-16-2005 Time: 1:48:51 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/PIF WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 CD 2 2 0 .000 4.500 14.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 17438 HEADING LINE NO 2 IS - 100 -YEAR HYDRAULICS HEADING LINE NO 3 IS - LATERAL A-4 to in. 126-1936 W S P G W PAGE NO WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1003.910 93.190 1 95.500 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1036.770 94.130 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1036.770 94.130 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1036.770 94.130 2 94.130 a,M A4. WSW T1 TRACT 17438 0 T2 100 -YEAR HYDRAULICS T3 LATERAL A-4 to 7n. 126-1936 So 1003.910 93.190 1 95.500 R 1036.770 94.130 1 .013 .000 .000 0 WE 1036.770 94.130 2 .500 SH 1036.770 94.130 2 94.130 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 000 4.500 14.000 .000 .000 .00 Q 8.100 .0 Page 1 MADOLE & ASSOCIATES, INC. Civil Engineers -Land Surveyors -Planners 10601 Church Street suite 107 Rancho Cucamonga, CA 91730 (909)948-1311fax948-8464 HYDRAULIC SECTION FOR PIPE **1/2 Q=K(s) **2 S = (Q/K) PM28-19381@an"Mhonufc WcNydrauhc_a bonype.XL7 P-b.d: 9:58 AWSM 2005 Job DIAM. (in. Sheet No. of Calculated by: Date Checked by: Date 48 Scale Q (cfs) DIAM. (in. K sf 48 36 - 666.93811 0.005179781 48 30 410.14323 0.013696556 48 24 226.20846 0.045026148 32 36 666.93811 0.002302125 32 30 ;- 410.14323 0.006087358 --- 32 24 226.20846 0.020011621 16 24) 226.20846 0.005002905 .� 16 24 226.20846 0.005002905 16 24 226.20846 0.005002905 0 42 1006.0285 0 0 42 1006.0285 0 0 48 11436.3342 1 0 15tiro 12000 UW 2500 Lei 1500 rano 2000 2250 r5 so 200016 1750 21 rz5o 2s Nam ME30 FMKMwr"'. wm off; ®�m�...�.a�.�.��.....�� fro � v MADOLE AND ASSOCIATES, INC. (tt 760-A S. ROCHESTER ' ONTARIO, CA. 91761 PHONE (909) 937-9151 JOB -lr<t 11435 A. • IZ4- la3�) SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE 0 0 0 N E� Detention Basin Volume Tr. 17438 J.N 126-1936 [Contours Elevation Area (Sf) Depth (Ft) Volume (Cu. Ft) Volume (Ac. Ft) Total Volume (Ac -Ft) 86 10,412 1 11,103 0.25 g7 11,793 0.25 1 12,509 0.29 88 224 0.541 13,946 0.32 89 667 F113663",223 0.86 1 15,445 0.35 90 1.22 1 17,029 0.39 91 17,835 1.61 1 18,671 0.43 92 19,506 2.04 1 20,370 0.47 93 21,233 2.50 1 22,129 0.51 94 23,025 3.01 MADOLE & ASSOCIATES, INC. Civil Engineers -Land Surveyors -Planners 760-A S. Rochester Avenue (tt Ontario, CA 91761 (909)937-9151 fax937-9152 Job Tr. 17438 126.1936 Sheet No. of Calculated by: i Date 11n_ /2005 Checked by: Date Scale EMERGENCY SPILLWAY DESIGN CAPACITY =1,000 -YEAR PEAK FLOW RATE Q =1.35 X 0100 Q1oo= 50.7 DESIGN Q1000 = 68.4 C.F.S. Weir Discharge Equation Q = C L H "(3/2) Q = 68.445 C = 3.4 H = 0_8 L = 28 Feet (Trapezoidal w/3:1 upstream slope) .y. ,'a,,, ., ;„. ,,, .ri ,. /.. .;,, ,, uw., or.... ...s<..r i,,,x.x7i. ✓ds/ re's,/...aPorr/rw..wsse. /+csw„ .}mF ..,enoFi.o i. .osYA. rw�..e..,i nv ar.w ..., P:\126-1936\Drainage\spillway-calc-shtl .xis Printed: 9:29 AM -11/7/2005 1 of 1 MADOLE AND ASSOCIATES, INC. JOB TR, 17458 MAK, 760—A S. ROCHESTER SHEET NO. OF ONTARIO, CA. 91761 CALCULATED BY DATE PHONE (909) 937-9151 CHECKED BY DATE SCALE .... .... . .... ..... ...... .. .... . . . ......._.......A...._.....---.._.__. ... ..... ...... ...... . .... .. . ..... ... . ...... .. ..... . . ....... . ... ..... ...... .... . .. . ...... ....... — -- s —- ---- ...... .. .........._... — +............._ .......... .. ..... ... ... .... .. ... ... ... . .. ....... ...... . ........... ......... .. . .. .... ... .. . ..............3.1................ ..... . . . .......... .J. 1 . ... ... . A ... .. ........ . ... ..... ..... . . . ..... .... ..... ... . . ....... .... . .......... .. .. . ....... . ...... . ......... ........ ..... . . ........ .. . ... . ...... ...... ........ ... . . .. . ......... .. . ........ . . ................ ...... ....... ...... . . ................................. . . .. ... ... .... ... - . . . ........ .... 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WAX-: ------ ...... ....... . . ...... . . .... . . ......... . . ...... ............. ......... . . . ............. . 7---.....-..-..7 . ........ . ..... .. . ...... . ........ .. ................. .. . . .... . ........... . . . . . 7 . ..... -60 T =92'0 L ...... . . . .... . .... . .............. . ........... ....... ....... .... .... ... . .......... .. . . .......... ...... . ..... ..... . .. . .. . . .. . ....... ..... ..... . . . ...... ...... . ..... . ...... . ....... .. ... ....... .... . ..... .. .... .......... .. .. . .............. - ............. .......... . .. . ......... . . . .... .... ... . . . .. . ........ . . . . ........ ...... . . . ............. . ...... .... . . . .. ......... ........... ........ .. 7 . . . .......... . .. ............. ... . . .. ............ ... ........ ..... . . . . . ... . .... .............. .... ....... ...... .... ...... -.7 ......... . ... . . . ...... .... ... ......... . .......... . ...... . .. . ... .. . ...................... . .... ...... . ....... 6.0 6.0, .... .... . .... .. . ..... .... ... . ... . ......... ------- -- ................. .. .......... . . ........ . .... . ...... .. ....... . .. . . ....... ............. . . ..... — ... . ........... . ............ ....... .... ........ . . :. . . . ............... .. ..... ... ........ ... . ................ ...... ..... . ............ ---- ............. ...... ................ ... ......... ........... ............. 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TN X06 TR, 17�}'SY3 12 (0 — ! c13<0 MADOLE AND ASSOCIATES, INC. 760—A S. ROCHESTER SHEET N0. 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TN »»CHANNEL INPUT INFORMATION«« CHANNEL Z1(HORIZONTAL/VERTICAL) = 3.00 Z2(HORIZONTAL/VERTICAL) = 3.00 BASEWIDTH(FEET) = 28.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.010000 UNIFORM FLOW(CFS) = 50.70 MANNINGS FRICTION FACTOR = 0.0340 NORMAL -DEPTH FLOW INFORMATION: ` »»> NORMAL DEPTH(FEET) = 0.58 Are FLOW TOP-WIDTH(FEET) = 31.49 FLOW AREA(SQUARE FEET) = 17.30 HYDRAULIC DEPTH(FEET) = 0.55 4 FLOW AVERAGE VELOCITY(FEET/SEC.) = 2.93 -4— UNIFORM FROUDE NUMBER = 0.697 UNIFORM PRESSURE + MOMENTUM(POUNDS) = 595.80 AVERAGED VELOCITY HEAD(FEET) = 0.133 SPECIFIC ENERGY(FEET) = 0.715 CRITICAL -DEPTH FLOW INFORMATION: ` CRITICAL FLOW TOP-WIDTH(FEET) = 30.75 CRITICAL FLOW AREA(SQUARE FEET) = 13.48 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.44 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 3.76 CRITICAL DEPTH(FEET) = 0.46 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 559.51 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.220 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.679 L Ll d 26 24 22 2C 0 1 Z O U W w a: 1 Lu 0- 17 - Lu 1— w Lu u - Z } U O J W X w STONE WEIGHT, IN POUNDS 5 20 60 200 600 1000 2000 4000 1 in An inn 400 800 1500 3000 5000 0 1 2 3 4 EQUIVALENT SPHERICAL DIAMETER OF STONE, IN FEET FIGUREII-C-1. RIPRAP SIZE FOR USE DOWNSTREAM OF ENERGY DISSIPATORS FROM REFERENCE II -C-1. H DI d N A A I IN SECTION R REFERENCES & MAPS LLCLUE I I I I RTW I I wlttwl R6W 4W •I •� : , -aL�21 ' ...RIW `•'+ .eRIE R2EI I -- 4N I I — �a, — •— ' — — — — —I -�-• — — —f —' t— -� — j• -3�i- - �— -- — +— -- — 13�" f - -�- - — - — - —, — (— -» — 3 Iw• �!I 4— —4 — — I— •3� I i ,LLL► i i I I�� I I I I � �" � �, � p �. • I I I YIT I — _ ! s I � I 2 � •r — I � a I L - - �\I I � �• g NICELY I , � . ; ° . i I I •'_L ! — I — / J — - I RAT' E9R /T3 — — —A — i 21 1 22 , r' — — - — —if — -L _ T r ° ° 1 + 4T C 4— 1— —i 1 +— I �t 2.2 I \4 — °i —h -1 —_ 2• — ; 1. ARROWNLAO 4• ,J DI ` — 30 —_ i ie X51 I I � � i TL � — � - _ — — •LAII • I T I . �' f NL- — — — _ L IM ! � � _� — + — �, t "� 4 —r — - — t WINE — ) e,•`•" •• Ilvlu — � -I + f� .w°e • �4 .3' Iz — i I r I I- �A � ,4• ti � 2. rLln„ , 4 owl- - — —� I . ! — I / i .I l I �F ,ti . - ``� jl! 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' ' i I ���� • �� REDUCED DRAINING WHVtTAU 1 s I - — DAM :: --• -- - - -I i- - - - SCALE I"= 4 MILES Xi- 2� YEAR 6 HOUi� t �3J -- - - UAAC, -4 - - SAN BERNAR�INO COUNTY �i►� 1 )0 -c A Aiwaim r „T•S 1 FAFYf1e ! , ROW ! ! R7W ROW HYDROLOGY MANUAL ��iiiifi FLOW PANTM,w—p c.0 ISOLINES PRECIPITATION (INCHES) llo CA Ila •la 1!K r•aa ' yam- LISA lIISI.O! O� / -•,"#+, f�lmi + 4- / I 4w I ►.or AI AN IIT 70 .� I I ! R I I T_ I T_ ` y 1.4 I J IS +- -4 I I I I a I �Izl �, I I I I• wl,�� 'o� —I-rrt__p'- � T \ 8 10 2 .'h- � ►`� i � ..rte "I T I I --1/ � --1— }--may--- 7-- I _ MAI TOLESNI�1(E rll, d /--INT PL .� ZIFF. + 4- / I 4w I ►.or AI AN IIT 70 .� I I ! R I I T_ I T_ ` y 1.4 I J IS +- -4 I I I I a I �Izl �, I I I I• wl,�� 'o� —I-rrt__p'- � T \ 8 10 2 .'h- � ►`� i � ..rte "I T I I --1/ � --1— }--may--- 7-- I _ MAI TOLESNI�1(E rll, d /--INT PL .� ZIFF. � 1/ ,.� III ., •, r�� � a � i • I q I* r� 1 :.•.{ _ - I-: --F T 1 N &0 - - I il. ND: it 4 e'� . j a ^ l 1.• i I I`� I 1xAwrotp. + • V •+ r� ANA *ASN ' dl TIS r` - "ESI ONTO I -{ •x I I COLT ,rY ,.1•, r•,::!i - '- - S R • ARI _ _ i a 1 • ' . 1 —I I I • � o% I u s �:- .1 e••w Ara - ."°�, - D L N D � �` / is I 1 I 1 4 , - I _ M.,r. .- arc I L e �• - 1 . {{ � f _ � `: �- -. s� — t� e _♦ I I I I ! o I 1 �. i- TIICAI I s.o /I _ I ` -moi ' I i i � a��^. ' •NNA/l+a - � '•a.,,.,•a NI A,,. T[..A,.. ' y♦ ( ;,. .../ , y Y � / 1 T f I I ! I R2E 11 s \ 111 OOIIN,T r s.` •00' T2S - _ - -- - - - - - ? �- 1--' o_- / rt f--- - - --rt- -r- yfp -i- i 2.0 T•lis ♦rilar ,rs, ..T or R W I R2wFUM \. 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DAMON 9 w- -W - HYDROLOGY MANUAL LES } •••rump a Ce ISOLINES PRECIPITATION (INCHES) Om UNA raa 11a ta11a 110 INt r.a1a \IAO s w It a uxom + 10 R7w Tu— 1R2E Rupda A - - 1 , TL —1 3.0 +_ -7 41 j I°7, ,'" 4- 1_2 4-- 5. _T 0 6.5 �I.— + i r 9 2 T_ T so j 4- I- 1< J 6.01 I PAT SAN T L LAr f 4.Z __f_/ -1 — I — L4_ INV L t WIN Y, -4 N 011,111111M LAW L.4 OLL 77, I A f AL I k, T;;r— --r-— 4 e 0 4. FLA N 541 L -41 o 45-- -4c L _41 La kll� A LAND' A RIA �O iiI o L.A. .1 A., FONT AN 2.5 -4 Oki eon Qqywe -7' - 13 1.7 —11 opr ;'t"004 REDLAND I'S 's 3.0-1 fib ....... ...% 5.0 T coalol SMAJ TEFT V A;PA V X lk -4 —1- 0 1E I I I I RZE + 34-60' I ER IDE 3. 11 1 _T_ 4 -T A o.- 2w 1 R4W aNA%r l-_ t L -R5W PRADO VALLEY AREA L sAC0NT!0L,' REDUCED DRAWING ONTETALS SIN..% T SCALE I"= 4 MILES DA X3 - 100 YEAR 6 HOUR "m ON VA&c� m" NL" 2. on 7 �j 4- -4 SAN BERNARDINO COUNTY C 4A .7 So L R R6W I HYDROLOGY MANUAL C4.0 ISOLIKS INIMIPITATON (1111110M) mm Ion 0 -I'm Wok"s MEN[= 0 T;;r— --r-— 4 e 0 4. FLA N 541 L -41 o 45-- -4c L _41 La kll� A LAND' A RIA �O iiI o L.A. .1 A., FONT AN 2.5 -4 Oki eon Qqywe -7' - 13 1.7 —11 opr ;'t"004 REDLAND I'S 's 3.0-1 fib ....... ...% 5.0 T coalol SMAJ TEFT V A;PA V X lk -4 —1- 0 1E I I I I RZE + 34-60' I ER IDE 3. 11 1 _T_ 4 -T A o.- 2w 1 R4W aNA%r l-_ t L -R5W PRADO VALLEY AREA L sAC0NT!0L,' REDUCED DRAWING ONTETALS SIN..% T SCALE I"= 4 MILES DA X3 - 100 YEAR 6 HOUR "m ON VA&c� m" NL" 2. on 7 �j 4- -4 SAN BERNARDINO COUNTY C 4A .7 So L R R6W I HYDROLOGY MANUAL C4.0 ISOLIKS INIMIPITATON (1111110M) mm Ion 0 -I'm Wok"s Of - {— — — t -- -- T.LLer R8W I R7 R6 `.., I j .•i T•I.,0 I i I IR � � 4 � — � RI IW 4.. RI . 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C AAPPII si i -w- -- Rsw -" - HYDROLOGY MANUAL= .0190LINES PRECIPITATION (INCHES) a►Tc I SCALE, FILEN4 OR•R No. `,J Ii62 I"•goM1110-I 6 of 12 IS- 1A IrIA115! , 4-ya AyJ �Wi9k' r'Y % '="Vt SAN BERNARDINO COUNTY HYDROLOGY MANUAL A Ai7­ I. O C x 0 N E ti7 PL INDEX MAP /�A A I -Al -MM dA d A ANI 16 ---ul -------------- SOIL GROUP BOUNDARY A SCALE 1-48PW SOIL GROUP DESIGNATION —•—•— BOUNDARY OF INDICATED SOURCE FAR".. A -iii Y4 64.1 SCALE K=WW%iUW MY I/X HYDROLOGIC ROILS GROUP MAP FOR SOUTHWEST -A AREA C-2 SAN BERNARDINO COUNTY C-41 INDEX MAP /�A A I -Al -MM dA d A ANI 16 ---ul -------------- SOIL GROUP BOUNDARY A SCALE 1-48PW SOIL GROUP DESIGNATION —•—•— BOUNDARY OF INDICATED SOURCE FAR".. 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Fie .e:oac, +mom m�so�m�m�=8��s=a i.���: ass=Tm=veai��sm= :__.a:si_�a�mama�rzsa �. :.-.: a��-as�sacaaaac_.maamcam�ac:c•_:.s:xsaaamcccmc 'ce�Bo�acas�saass��mj� aFm �� �s� a� soa maz�ma���g��x�rc_m.�acamszc�a mama as caasasa.-a o�®aaaaa�ar�sffiaa®am:� abs���� s � �aSSSaa_ �ea=�� sfficfE-� •:=F2��r3a� ��� i� -��- c-Sass—irk—MEScME�•—r�r-r.=��i��t'6iEi�i==:c amsa.Taaca m tl¢za as asmm r�._ _ r_a� seem erx m:=>e es=reggae ®e-���-.�asenea>ame=ee M�s��---sa--a--e-ams-- miaa----- ME --- as ME--- —CSL— GiSS>a ra----a a- -I..' a-OirQCSSCCSn �maaaamassaa aes m®cac amams .. .. a,as area mammam saamas marcaamaa maaaaaz:aa-x-:-.a:_-c .!ezaesaasc mr,aaG���acaas�x,israassmaa�=�a��m�sams, 6o.r.aeu_.me rsr,msoo�c mffi cc—aa ma�aasaa¢¢m�aa _11 >smaaam= am��ssc ase�aasEREFRe SEES Sea:— MM! -M!!9 --M r•: c�z_.agiaaxmac�e aaaaa omr Awo � � � ' CTV OF FONANA, CALF0fiWjNA OF MWWW ae AGSWUMM W& STOW OMAN M MOYEENT RAA lVW LA 12MMM V . ago= or OCL L M1MMp !l/fN JA126-2013Mtom►Z".dwa. 7/16QW5 7.47:37 ease cccc zm m a� ssaacs WE REaI® SCSa aESEERE' memo Mae RRs=ER �s�a FILE: B3g.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 7- 6-2005 Time: 2:52:36 CITRUS AVE SD -LINE B3 Q100 FROM SUMMIT INTO Casa Grande JN 126-2013 wli b3g.wsw I Invert I Depth I Water I Q I Vel Vel I Energy I Super 1CriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I (CES) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope -I- I -I- I f -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X-Fa111 ZR -I IType Ch I I I I 2574.817 1666.392 4.793 I I 1671.185 I 692.20 26.39 10.81 1682.00 .00 I I 6.28 5.72 I I 6.500 I .000 .00 I 0 .0 -I- 141.723 -I- .0260 -I- -I- -I- -i- -1- .0207 -I- 2.93 -I- 4.79 -i- 2.17 4.47 -I- -I- .013 -I- .00 .00 1- PIPE 2716.540 I 1670.080 I 5.023 I I 1675.103 I 692.20 25.16 I 9.83 I 1684.93 .00 I I 6.28 5.45 I I 6.500 I .000 .00 I 0 .0 'JUN STRI .0253 .0276 .24 5.02 1.97 .015 .00 .00 PIPE '-27 `• I I I I I I I I I I I I .240 1670.300 4.672 1674.972 672.00 26.32 10.76 1685.73 .00 6.25 5.85 6.500 .000 .00 0 .0 -I- 94.083 -I- .0260 -1- -I- -i- -I- -I- .0212 -I- 2.00 -I- 4.67 -I- 2.22 -I- 4.38 -I- .013 -I- .00 .00 1- PIPE 2819.323 I 1672.747 I 4.793 I I 1677.540 I 672:00 25.62 I 10.19 i 1687.73 .00 I I 6.25 5.72 i I 6.500 I .000 .00 I 0 .0 -I- 107.560 -I- .0260 -I- -I- -I- -I- -I- .0195 -I- 2.10 -I- 4.79 -I- 2.11 -I- 4.38 -I- .013 -i- .00 .00 1- PIPE 2926.882 i 1675.544 I 5.022 I I 1680.566 I 672.00 24.43 i 9.26 I 1689.83 .00 I I 6.25 5.45 I I 6.500 I .000 .00 I 0 .0 -I- 69.848 -I- .0260 -I- -I- -I- -I- -I- .0176 -I- 1.23 -I- 5.02 -I- 1.92 -I- 4.38 -I- .013 -I- .00 .00 1- PIPE 2996.730 I 1677.360 I 5.277 I I 1682.637 I 672.00 23.29 I 8.42 I 1691.06 .00 I I 6.25 5.08 I I 6.500 1 .000 .00 I 0 .0 I- JUNCSTR .0238 .0243 .20 5.28 1.72 .015 .00 .00 PIPE -3 0 0�5 150 1677.560 4.696 1682.256 642.60 25.03 9.73 1691.99 .00 6.20 5.82 6.500 .000 .00 0 .0 -I- 64.150 -I- .0240 -I- -I- -I- -i- -I- .0193 -I- 1.24 -I- 4.70 -I- 2.10 -I- 4.36 -I- .013 -I- .00 .00 1- PIPE 3069.300 I 1679.100 I I 4.789 I 1683.689 I 642.60 24.52 I 9.34 I 1693.23 .00 I I 6.20 5.73 I I 6.500 I .000 .00 I 0 .0 NC STR .0300 I .0188 .04 4.79 2.02 .013 .00 .00 PIPE 3071.300 -I- 1679.160 -I- I I 4.796 I 1683.956 I 642.60 24.48 I 9.31 I 1693.26 .00 I I 6.20 5.72 I i 6.500 I .000 .00 I 0 .0 23.010 .0243 -I- -I- -I- -I- -I- .0186 -I- .43 -t- 4.80 -I- 2.01 -I- 4.34 -i- .013 -I- .00 .00 1- PIPE -P012Ttlp K OF XE FErCX4e 0 Wt,,e ON CIT�Z� y A lits , M P, 5,�, g3 4-r tsu I LU vv CURVE TABLE CURVE DELTA RADIUS Cl 19'16 45.00 C2 45'00'000 22.50 6 7 LINE TABLE ¢ tr UNE BEARING ►; Ll N46'2342'E Z 40 4 v g i L2 S86'21'48 T o Q L3 N89'42'S9'E o L4 N44'42'59'E m o am W L5 S52'18'17*E Z A L6 S44'42'59'W L7 N45' 17'01 'W - W ----- - - ONSTRUCTION S » » 4 ! 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A 97f2.f� t 9. g T7 3-4/AC -�yC �EG 12500' '''.'' h 1 y 0 �• 9. � �• k � 0 4r 4yh ,,.'Y iia .�`£ 6� � r iG �• e dca37 r�s3 t� � -�`�s 10' �.> 1cy x,20 \3'4G •c`r� i \h• �,�'„ 15•FG �\ t G 0, 7 \ FG � s 1 fG Fa t ' i G ,aY_ ��3�: . •+ :�, �:�44,�•� 0 0 UI fi r�1 1tY�s i4 J 'X �• $ c%j �6 N s r' ; ilr?� >•- '� p C q t o L r >L'Q ` . ik �;,' yf� . s ° ` +' r t g. ° ms, /�7��. �'� • •�� "� �� o•, t� �� o n E o tib �� �o ok9 9710. e E o\. a�� 12500 F �, FG 4 g ,q - a g90 59 5 40 1 4 =44 �,- o 46 Q 47 &9� 9899. 170 9 Of. FS 0.4 1703.��1704. 9704. 12AJ2' 38 = 1 4.0 = , INN. 2 � � ��w�::�_� ,, � � .. - ts¢ INV = 1689.0 3 4/AC Q 100 =17 2cf s 3- 4/AC a , Q1 00 = 33 4cf s Q2 =13.3cf s ��6, 1 - �9 19 1708. Q25 =25 8cfs a a � 6 �� o j 00 CB A-5 0\' G 0Gy E g1t g6'4G 9�' g��G EGbe w= � 4' gg. �Ffi 0 �' F 4 h Moo, 7200' 130,00' f 41 o B A-2 AF �� 9 ® 15+00 x 16+00 W 1+001INYM oo � 156 •,s r c I L=320 W= 14' L=- to 94. A-3 _ 20 1 .o- 0.00 yP. 80. g 8.00 oye Ba 7.45 36L c5.5 3' .4 63,40' $0.00 80.00 8.00 04 3v nA 9TE7✓r. L 1 FS =1716.5 INV = Q100= INITIAL Q25 = INITIAL 1MI BNDRY- Ir Ir 1.2 1.4G .39 30 _ r92�AC 28 2�` 2Ei 25 - 2,3 22 21 9699. g 3 g 1T0� 97p1 $ 1702. g f702 $ � 97 A� j�`��rRf1cT BNDRY.C��� C:\� g 1704. 970 r.f7a5 NODE DESCRIPTION N N N N � o� C C 1685 U G.6 I&M CoNC 169.' 1 16Sa6 + r , i i , NOTE ALL SOILS GROUP "A" EXCEPT AS DELINEATED GROUP "B". KEY SUBAREA DESCRIPTION LENGTH BETWEEN NODES FLOW ARROW DRAINAGE BOUNDARY . 1 FS = ---- INV = Q 1.00 = INITIAL ACREAG Q25 • = INITIAL DENSITY L=500' J:1126-19361storm\Dev-HvdroloavMaD.dwa. 9/20/2005 3:33:03 PM. Wendell. Wendell \ 6SiA 1 > 9 . ] 987 982 FG 982 FC 99.1 FG 9511 FG 99.9 FG 999 FG OD7 FG \ Oa7 FG 01.4 Al 01.4 F8 02 FG 02D fi; 31 RET 2 RET5 �5 T 029 FC RET 029 FG Od7 FG a3:7 FG 044 FG 1 RET 2 RET 24 RET RET 044 FG Oh8 FG �•8 i RET J:5 RET a9 FET 053 05.3 FG G t' 4 2 RET 1.5 . RET ao RET 27 • RE7 41 RET. 8 RET 20 RET 1.2B RET 20 RET 2-6, 28 RET. 3 5 RET PA nof 43l 00. 9�G ,\.. - • �,G • 0� �G . .. * ... _... �,G .- \ MW \ TRACT BNDRY. TR411TA4Y. 6 3 2 FS = FS = 1698.6 FS = 1701.9 INV = 1686.6 - INV = 1694.1 INV = o Q 100 = 50.7cfs /7l ,- ,-� r VTUF?r D-Fr--;j-jV-L-J-1-1OPI�W-L-JVT Q100 =11.3cfs Q100= 8.1 cfs °0) _ Q25 = 39.1 cf s 025 = 8.8cf s Q25- = 6.3cf s o� C C 1685 U G.6 I&M CoNC 169.' 1 16Sa6 + r , i i , NOTE ALL SOILS GROUP "A" EXCEPT AS DELINEATED GROUP "B". KEY SUBAREA DESCRIPTION LENGTH BETWEEN NODES FLOW ARROW DRAINAGE BOUNDARY . 1 FS = ---- INV = Q 1.00 = INITIAL ACREAG Q25 • = INITIAL DENSITY L=500' J:1126-19361storm\Dev-HvdroloavMaD.dwa. 9/20/2005 3:33:03 PM. Wendell. Wendell \ �i -- \ - --ti� \ -� `, \ 1725 \ \ �_ 1715 j \ I l ' \� '1� •` `-. ` \,�_ --•moi '�` ........... N -1720 X �7 1710 **NINR T •tet _ �.._. I .—._.----�-��.�; ,_.r--, i7 i � � �-""_ �---�_._' � � S � `�''`. ; � �\', `� � ��- r^\, �%- ♦ S \ Irv- •ww^r -rn^rr �-r�i'•r �'»•^r+; '-rv�^"'' �\ 0.1 J, 7FS 1/72-0 -.0000- Q to G_=_ I IAL — Q25 I f ITI& IZ ` ' { i J �'\` � \ j J/__.\ \ ! `� ,•`�.__-. � � \ '\ p �/ � _-.ice' �.� os 4_11 Y\ ,�,}J.t I �V1'Y'Y�t'T'1'T.y _-{_ _� ` `\ Y ',•' / \ iy "� l—_ \ '-,.�•�_ ."�- 1 f T t IN 7; ( ..00O. -L 5 , f \ BRUSH 11 ft ff ( j / j3 v� & BRUSH /01 Ir GRASS cc, /00", Jj r Ic - \ N � � �� � _ —� � \ Z� i � \! i X15 L -•-ti/ �' 1 �� !�\, s•+ ��•-� } '�., ry ..-•—•• f t � "� \ � rte/ .` + �� �� ZI 7� t \ \G O� USH #} t \ J .............. "RUSH 0 '2--,,,, 0 ul 1709 FS �. INV , — ,\ \ '--� ; -------- OD 7 " 5 .0 ;�jo \ ` '•(. /✓�. h,..vJ✓ .u%%•=.. .A.\M•4 J.N V.. .N,,.�.t,l Ji.T'- � •\ / /� / �- \\ � l � � \� \� \ � •��r''_ �/ � L/ N,1 Vic' -- 1700 ----- L=810 — ---------- _4 N\ 0. 3 ,7> 0 FS 1697, T, 0 `00 'INV s -000-25 3 Ul 5 c f s BRUSH j r --•� .,rte t t 4 � '; / •,� . St., -� ! , Y_� N N N l / 4 `� •� ,� .�� � \ �: \ � � � � � r / -, ^._r' `MM,. � \ •��_ \ !'V"'f'ti i c � �� � � / �� \�� r� „� � /--...\ if \ : f f - r \�_ \ _ f -- t BRUSH OR e -r -y-$ L'000 CoNc. 1.0 ? X69 Fi ! ` \ _ 1 1690 NIN Ifl0 v \ \ / �� / Z /00" BRLISarils!;4) 3 (7 % � \ .�, , � � � \ � s" / 76 /Z �, nil 3-o .BASS NOTE ALL SOILS GROUP "A" EXCEPT AS DELINEATED GROUP so -13". aga, l v c -. ( 7 q 3 vry NODE DESCRIPTION SUBAREA DESCRIPTION LENGTH BETWEEN NODES FLOW ARROW DRAINAGE -BOUNDARY v FS INV Q100= INITIAL �Ag c- �Rc Q25 =INITIAL 112E �SITY L=500' HYDROLOGIC DRAINAGE '- TRACT 17438 PRE—DEVELOPED HYDROLOGY X oc W, MADOLE AND ASSOCIATES, INC. 760—A S. ROCHESTER AVENUE JOB NUMBER V_ ONTARIO, CA 91761 126-1936 (909) 937-9151 SHEET OF J:\126-1936\storm\PreDev-HvdroloavMaD.dwa. 9/16/2005 4:07:06 PM. TN