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HomeMy WebLinkAboutTract 16724TRACT 16724 CITY OF FONTANA DRAINAGE STUDY August 15, 2005 Reference 692-1922 Madole & Associates, Inc. rrt 760-A SOUTH ROCHESTER AVENUE August 16, 2005 MADOLE & ASSOCIATES, INC. Consulting Civil Engineering Land Planning and Surveying ONTARIO, CA 91761 To: W]LLDAN Attn: James Troung, Plan Check Coordinator 27042 Towne Centre Drive, Suite 270 Foothill Ranch, CA 92610 Subject: Tract No. 16724 Fourth Submittal Reference No.: 14434-1045/01-310 Dear James, ?� bG4 TELEPHONE (909) 937-9151 FAX (909) 937-9152 J.N. 692-1915 This is in response to the Plan Check and redline comments dated July 20, 2005. We are confident that we have addressed all items as listed in the above- mentioned letter including redlines. Attached is an e-mail from Mr. Rico Garay at City of Fontana Engineering Department approving the Temporary Access Road. With regards to the Storm Drain point of connection at Citrus Avenue, this will all be a part of a temporary line to be removed at Developers expense as soon as Tract No. 17389 starts construction. Ultimate alignment and connection will go directly to Baseline Storm Drain. An easement is being processed by Young Homes at this point for Storm Drain purposes from Tract. No. 17389 through a vacant lot to Baseline Avenue. We would like to request the submittal of Mylars for your approval and if a meeting is necessary to clear up any other issues we will appreciate your time. Please give us a call if you have any questions or comments. Thank you very much for your consideration, Leo Pacis Project Manager LP:alh u L'i r« 760-A SOUTH ROCHESTER AVENUE August 16, 2005 MADOLE & ASSOCIATES, INC. Consulting Civil Engineering Land Planning and Surveying ONTARIO, CA 91761 To: WILLDAN Attn: James Troung, Plan Check Coordinator 27042 Towne Centre Drive, Suite 270 Foothill Ranch, CA 92610 O* Subject: Tract No. 16724 Fourth Submittal Reference No.: 14434-1045/01-310 r Dear James, TELEPHONE (909) 937-9151 FAX (909) 937-9152 J.N. 692-19+5- If-09- This y'zz This is in response to the Plan Check and redline comments dated July 20, 2005. We are confident that we have addressed all items as listed in the above- mentioned letter including redlines. Attached is an e-mail from Mr. Rico Garay at City of Fontana Engineering Department approving the Temporary Access Road. With regards to the Storm Drain point of connection at Citrus Avenue, this will all be a part of a temporary line to be removed at Developers expense as soon as Tract No. 17389 starts construction. Ultimate alignment and connection will go directly to Baseline Storm Drain. An easement is being processed by Young Homes at this point for Storm Drain purposes from Tract. No. 17389 through a vacant lot to Baseline Avenue. We would like to request the submittal of Mylars for your approval and if a meeting is necessary to clear up any other issues we will appreciate your time. Please give us a call if you have any questions or comments. Thank you very much for your consideration, Leo Pacis Project Manager r' J / LP:alh J r ZZI E 0 J J TRACT 16724 CITY OF FONTANA DRAINAGE STUDY September 12, 2005 11 Reference 692-1922 REVIEWED BY WILLDAN M�,,� THIS CIVIL ENGINEERING DOCUMENT HAS BEEN RENW Fo; , CENERA` L CONFORMANCE WITH APPLICABLE CITY STAl DAgDS. ACC =PTANCE BY THE REVIEWER 0� ELEMENTS 0 = 'i� ENGINEERING DOCUMENT DOES N COV" T i TUT: A WARRANTY AND DOES NOT RTUSVE THE I APFLICAN T Oil APPLICANT'S CONSULTANTS OF FULL RESPONSIBILITY FOR COMPLIANCE WITH CODES AND STANDARDS. 2�i14- - SIGNATURE to, _ DATE le & Associates, Inc. � S. Rochester Avenue Ontario, CA 91761 (909) 937-9151 Fax 937-9152 9422 Aaron kes Date R.C.E. 62183 xp.9/30/05 oQlv,.,, .,Jl *q �NOII�,s s `Fti m LU No. 62183 U' r Exp. 09- •30-05 `rjgTF C- NIL OF CALIF CONTENTS SECTION TITLE ❑ A DISCUSSION ❑ Vicinity Map ❑ QEX EXISTING HYDROLOGY (2, 5,10, 25 YEAR) ❑ Q DEVELOPED HYDROLOGY(2,10, 25,100 YEAR) ❑ QUH UNIT HYDROGRAPHAND FLOOD ROUTING (2,10,25, 100 YEAR) ❑ D STREET FLOW DEPTH & CATCH BASIN SIZING ❑ H STORM DRAIN HYDRAULICS ❑ Line A ❑ Line B & Laterals B-1 thru B4 ❑ R REFERENCES & MAPS ❑ Soils Map (from San Bernardino County Hydrology Manual) ❑ Isohyetal Map (from San Bernardino County Hydrology Manual) ❑ Drainage System Outlet Reference Drawings & Hydraulics ❑ Hydrology Map t a W ei F-1 tt( MADOLE 8r ASSOCIATES, INC. Civil Engineers -Land Surveyors -Planners 760-A Rochester Avenue Ontario, CA 91761 (909)937-9151 fax937-9152 Rainfafl Intensity Data Job TRACT 16724 Sheet No. of Calculated by: Date Checked by: Date Scale Slope of Intensity/Duration curve 0.8 Duration Return Period ear hr E 2 5 10 25 100 1 0.66 0.87 1.02 1.22 1.53 3 1.21 1.56 1.82 2.17 2.69 6 1.77 2.26 2.63 3.11 3.85 24 3.4 4.81 5.87 7.27 9.4 slope 0.55 0.53 0.53 0.52 0.52 -]=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 38531 nts �I DISCUSSION The purpose of this drainage study is to determine the drainage facility requirements and mitigation requirements for Tract 16724. Specifically, the subject tract is located south of Walnut Avenue, west of Citrus Avenue, north of Baseline Avenue, and east of Beech Avenue, in the City of Fontana, County of San Bernardino, California. The subject site will consist of 61 single-family residences, with an approximate area of 14.5 acres. Proposed drainage is overland and by street flow in generally a southwesterly direction. Off-site tributary area consists of 1.2 undeveloped acres, 1.0 industrial acre, 0.2 f" commercial acres and 0.6 single-family acres located northeast of Tract 16724. The off-site tributary drainage will continue to flow southerly across the northerly boundary line through weep holes provided in the perimeter block wall. The off-site drainage and the on-site drainage will flow on the street and will be intercepted by catch basins throughout the site. The combined flow will be discharged into a proposed interim detention basin from which will discharge via a 36 -inch RCP into an existing 60 -inch RCP located in Citrus Avenue. r im 0 H+ i The interim detention basin is configured to meet city developed flow mitigation criteria. Generally, runoff from the site must not exceed 90% of the existing condition which is demonstrated by results summarized in the following table: FLOW RATE SUMMARY TABLE F K M N P (M/F-100)M/K*100 Year Undev. Rainfall Intensity Year) Allowable Flow 90% Undev. (cfs) Total Dev. Flow (cfs) Total Mitigate Discharge cfs % Mitigated From Pro'. % Mitigated From Total Dev. Depth in Basin Peak W.S. Elev. 2 2 12.1 20.4 8.8 73.0 43.1 1.3 420.3 10 5 19.4 36.5 15.8 81.7 43.3 1.6 420.6 25 10 24.6 46.2 20.3 82.6 43.9 1.8 420.8 100 25 31.6 64 25.9 82.0 40.5 2.1 421.1 All streets are shown to contain flow under the top of curb elevation during a 100 storm event which meets and exceeds the requirements of both the San Bernardino County and City of Fontana criteria. A minimum of 0.5 foot of freeboard is maintained in all catch basins. The interim storm drain line from the detention basin to Citrus Avenue storm drain will be _! removed by developer at their expense and will be redesigned to ultimate alignment per proposed development tentative Tract No. 17389. (See references and map section for Citrus Avenue storm drain hydraulic calculations with additional Q from the detention basin). Note that development of the parcel to the south, on which the proposed basin is located, will incorporate mitigation for the subject tract in the form of a new basin. E F, v The rational method and synthetic unit hydrologic model as defined by Flood Control for San Bernardino County were followed in the determination of storm runoff. AES software was utilized for hydrology calculations, street flow depth analysis, and catch basin sizing. CivilDesign's WSPGW hydraulic Software program was used to validate pipe sizes. HN 11 0 E 0 0 E F] Q CERRITOS CT__j � g SCOTT DR SCADS DR WINCHESTER DR VICINITY MAP N. T.S. J:\692-1922\aradina\er0l.dwa. 8/13/2005 10:59:41 AAA. TN u dr EXISTING HYDROLOGY 0 d' E4 :- 1 06/28/05 QEX-1 *************************************************.*****....****ir****ir****ir.. 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 16724 * UNDEVELOPED HYDROLOGY * 2-YEAR ************************************************************************** ON FILE NAME: P:\692-1922\DRAINAGE\16724E02.DAT TIME/DATE OF STUDY: 07:58 06/14/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.6600 *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 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) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1441.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.655 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.270 06/28/05 QEX-2 0 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.00 0.98 0.10 32 7.66 NATURAL FAIR COVER "GRASS" A 1.20 0.82 1.00 50 17.78 COMMERCIAL A 0.20 0.98 0.10 32 7.66 RESIDENTIAL "2 DWELLINGS/ACRE" A 0.60 0.98 0.70 32 11.03 Ll SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA RUNOFF(CFS) = 4.77 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 4.77 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< -------------------------------- ------------------------------ r ELEVATION DATA: UPSTREAM(FEET) = 1441.00 DOWNSTREAM(FEET) = 1433.00 6 CHANNEL LENGTH THRU SUBAREA(FEET) = 410.00 CHANNEL SLOPE = 0.0195 CHANNEL FLOW THRU SUBAREA(CFS) = 4.77 FLOW VELOCITY(FEET/SEC) = 2.91 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.34 Tc(MIN.) = 10.00 L LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - --------------------- r MAINLINE Tc(MIN) = 10.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.934 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 "GRASS" A 6.10 0.82 1.00 50 oft SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 6.12 EFFECTIVE AREA(ACRES) = 9.10 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 9.98 BIW **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.00 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.934 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 "GRASS" A 8.20 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 8.22 EFFECTIVE AREA(ACRES) = 17.30 AREA -AVERAGED Fm(INCH/HR) = 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.93 TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = 18.20 06/28/05 QEX-3 Hv **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< --------------------- ELEVATION DATA: UPSTREAM(FEET) = 1433.00 DOWNSTREAM(FEET) = 1421.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = 0.0185 CHANNEL FLOW THRU SUBAREA(CFS) = 18.20 FLOW VELOCITY(FEET/SEC) = 3.98 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.60 Tc(MIN.) = 12.60 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1480.00 FEET. iw FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.60 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.684 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 "GRASS" A 3.50 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 2.72 EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR) = 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 18.20 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 20.80 TC(MIN.) = 12.60 EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR)= 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.94 PEAK FLOW RATE(CFS) = 18.20 END OF RATIONAL METHOD ANALYSIS i] Fl 06/28/05 QEX-4 **************************************************************************** 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 16724 * UNDEVELOPED HYDROLOGY * 10-YEAR ************************************************************************** FILE NAME: P:\692-1922\DRAINAGE\16724E10.DAT TIME/DATE OF STUDY: 08:19 06/14/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.8700 *ANTECEDENT MOISTURE CONDITION (AMC) II 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) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1441.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.655 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.993 06/28/05 QEX-5 *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) 1 30.0 ---(FT)-- 20.0 0.018/0.018/0.020 -(FT)- 0.67 -(FT) 2.00 -(FT)- - 0.0313 0.167 --(n)-- 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) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1441.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.655 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.993 06/28/05 QEX-5 HR SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.00 0.98 0.10 32 7.66 NATURAL FAIR COVER "GRASS" A 1.20 0.82 1.00 50 17.78 COMMERCIAL A 0.20 0.98 0.10 32 7.66 RESIDENTIAL "2 DWELLINGS/ACRE" A 0.60 0.98 0.70 32 11.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA RUNOFF(CFS) = 6.72 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 6.72 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 ------------------------------------------------------------ »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1441.00 DOWNSTREAM(FEET) = 1433.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 410.00 CHANNEL SLOPE = 0.0195 CHANNEL FLOW THRU SUBAREA(CFS) = 6.72 FLOW VELOCITY(FEET/SEC) = 3.16 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 9.82 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 860.00 FEET. **************************************************************************** FLOWPROCESS -FROM -NODE ------300-TO- NODE ------300-IS-CODE = 81 --- ------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.82 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.578 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 "GRASS" A 6.10 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 9.65 EFFECTIVE AREA(ACRES) = 9.10 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 15.25 **************************************************************************** FLOW PROCESS FROM NODE ---300-TO-NODE------300-IS-CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.82 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.578 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 "GRASS" A 8.20 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 12.97 EFFECTIVE AREA(ACRES) = 17.30 AREA -AVERAGED Fm(INCH/HR) = 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.93 TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = 28.22/ 06/28/05 QEX-6 F u **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1433.00 DOWNSTREAM(FEET) = 1421.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = 0.0185 CHANNEL FLOW THRU SUBAREA(CFS) = 28.22 FLOW VELOCITY(FEET/SEC) = 4.48 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.30 Tc(MIN.) = 12.12 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1480.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 --»»>ADDITION-OF- SUBAREA -TO- MAINLINE -PEAK -FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 12.12 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.271 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 1A NATURAL FAIR COVER "GRASS" A 3.50 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 4.57 EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR) = 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 28.22 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 20.80 TC(MIN.) = 12.12 EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR)= 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.94 PEAK FLOW RATE(CFS) = 28.22 END OF RATIONAL METHOD ANALYSIS H, IF n s J) 06/28/05 QEX-7 **************************************************************************** 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 16724 * UNDEVELOPED HYDROLOGY * 25-Year ************************************************************************** FILE NAME: P:\692-1922\DRAINAGE\16724E25.DAT TIME/DATE OF STUDY: 14:47 06/30/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- 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) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1441.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.655 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.508 3 06/30/05 QEX-8 USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.0200 *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 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) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1441.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.655 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.508 3 06/30/05 QEX-8 H u 0 f1 pl, SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.00 0.98 0.10 32 7.66 NATURAL FAIR COVER "GRASS" A 1.20 0.82 1.00 50 17.78 COMMERCIAL A 0.20 0.98 0.10 32 7.66 RESIDENTIAL "2 DWELLINGS/ACRE" A 0.60 0.98 0.70 32 11.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA RUNOFF(CFS) = 8.11 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 8.11 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1441.00 DOWNSTREAM(FEET) = 1433.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 410.00 CHANNEL SLOPE = 0.0195 CHANNEL FLOW THRU SUBAREA(CFS) = 8.11 FLOW VELOCITY(FEET/SEC) = 3.31 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.06 Tc(MIN.) = 9.72 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.72 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.041 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 "GRASS" A 6.10 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 12.19 EFFECTIVE AREA(ACRES) = 9.10 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 19.04 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.72 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.041 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 "GRASS" A 8.20 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 16.39 EFFECTIVE AREA(ACRES) = 17.30 AREA -AVERAGED Fm(INCH/HR) = 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.93 TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = 35.43. 3 06/30/05 QEX-9 e] **************************************************************************** FLOW PROCESS FROM NODE 3.3 00 TO NODE 4.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< --»»>TRAVELTIME-THRU -SUBAREA««<_________________________________________ ELEVATION DATA: UPSTREAM(FEET) = 1433.00 DOWNSTREAM(FEET) = 1421.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = 0.0185 CHANNEL FLOW THRU SUBAREA(CFS) = 35.43 6 FLOW VELOCITY(FEET/SEC) = 4.78 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 11.88 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1480.00 FEET. e= FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ------------------------------------------------------------ r »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.88 fpl * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.695 SUBAREA LOSS RATE DATA(AMC II): it DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER L` "GRASS" A 3.50 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 In SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 5.91 EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR) = 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 35.96 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 20.80 TC(MIN.) = 11.88 EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR)= 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.94 PEAK FLOW RATE(CFS) 35.96 00 END OF RATIONAL METHOD ANALYSIS a 6 €i No 06/30/05 QEX-10 **************************************************************************** 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. fto 760-A S. Rochester Avenue Ontario, Ca 91761 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16724 * EXISTING HYDROLOGY * 100 -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 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) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1441.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.655 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.196 ! 06/28/05 QEX-11 iirr FILE NAME: P:\692-1922\DRAINAGE\16724EOO.DAT € TIME/DATE OF STUDY: 13:35 06/28/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 t; 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) = 1.2200 *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 A NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 6 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 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) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1441.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.655 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.196 ! 06/28/05 QEX-11 iirr SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.00 0.98 0.10 32 7.66 NATURAL FAIR COVER r "GRASS" A 1.20 0.82 1.00 50 17.78 COMMERCIAL A 0.20 0.98 0.10 32 7.66 RESIDENTIAL "2 DWELLINGS/ACRE" A 0.60 0.98 0.70 32 11.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA RUNOFF(CFS) = 9.97 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 9.97 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< �* ELEVATION DATA: UPSTREAM(FEET) = 1441.00 DOWNSTREAM(FEET) = 1433.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 410.00 CHANNEL SLOPE = 0.0195 CHANNEL FLOW THRU SUBAREA(CFS) = 9.97 FLOW VELOCITY(FEET/SEC) = 3.49 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 9.61 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.61 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.660 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 "GRASS" A 6.10 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 15.59 EFFECTIVE AREA(ACRES) = 9.10 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 9.10 PEAK FLOW RATE(CFS) = 24.12 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 9.61 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.660 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 "GRASS" A 8.20 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 20.96 EFFECTIVE AREA(ACRES) = 17.30 AREA -AVERAGED Fm(INCH/HR) = 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.93 TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = 45.08,' 3 06/28/05 QEX-12 e' **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1433.00 DOWNSTREAM(FEET) = 1421.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = 0.0185 CHANNEL FLOW THRU SUBAREA(CFS) = 45.08 FLOW VELOCITY(FEET/SEC) = 5.12 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.02 Tc(MIN.) = 11.63 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 --»»>ADDITION-OF- SUBAREA -TO- MAINLINE -PEAK -FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 11.63 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.265 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 "GRASS" A 3.50 0.82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 7.70 EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR) = 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 46.62 on END OF STUDY SUMMARY: - TOTAL AREA(ACRES) - 20.80 TC(MIN.) = 11.63 EFFECTIVE AREA(ACRES) = 20.80 AREA -AVERAGED Fm(INCH/HR)= 0.77 !M AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.94 PEAK FLOW RATE(CFa) _ --46_62 END OF RATIONAL METHOD ANALYSIS r7 hI 06/28/05 QEX-13 H-1 dr 0 fl u �1 DEVELOPED HYDROLOGY 06/30/05 Q-1 4J **************************************************************************** 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 16724 �w * DEVELOPED HYDROLOGY * 2 -YEAR FILE NAME: P:\692-1922\DRAINAGE\16724D02.DAT ( TIME/DATE OF STUDY: 14:01 06/30/2005 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) = 0.6600 *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 32.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION -NOMOGRAPH FOR INITIAL -SUBAREA«--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1447.00 DOWNSTREAM(FEET) = 1429.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.633 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.864 3 06/30/05 Q-2 f1 �I SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.30 0.98 0.50 32 10.63 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 4.09 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 4.09 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.63 * 2 YEAR RAINFALL INTENSITY(INCH/HR) SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) = 4.20 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 5.20 / FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1425.00 DOWNSTREAM(FEET) = 1423.00 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.09 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.20 PIPE TRAVEL TIME(MIN.) = 2.08 Tc(MIN.) = 12.71 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM -FOR -CONFLUENCE<<<<< ------------------ -------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.71 RAINFALL INTENSITY(INCH/HR) = 1.67 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.20 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.20 **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE = 21 ---------------------------------------------------------------------------- 06/30/05 Q-3 D 0 r L 0 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1441.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.655 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.270 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.00 0.98 0.10 32 7.66 NATURAL FAIR COVER "GRASS" A 1.20 0.82 1.00 50 17.78 COMMERCIAL A 0.20 0.98 0.10 32 7.66 RESIDENTIAL "2 DWELLINGS/ACRE" A 0.60 0.98 0.70 32 11.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.87 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA RUNOFF(CFS) = 4.77 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 4.77 **************************************************************************** FLOW PROCESS FROM NODE 12.20 TO NODE 12.30 IS CODE = 61 ------ ----- ------- ----- ----- --------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1441.00 DOWNSTREAM ELEVATION(FEET) = 1433.50 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.28 STREET FLOW TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 9.46 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.999 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.98 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.36 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED FM(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = 0.89 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.99 06/30/05 Q-4 32 0.50 5.40 p, H4 A F F� FLOW VELOCITY(FEET/SEC.) = 3.47 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.30 = 830.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.30 TO NODE 12.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.46 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.999 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 4.08 EFFECTIVE AREA(ACRES) = 7.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 9.48 **************************************************************************** FLOW PROCESS FROM NODE 12.30 TO NODE 12.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1433.50 DOWNSTREAM ELEVATION(FEET) = 1432.10 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.39 STREET FLOW TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 10.45 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.884 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.16 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 9.48 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.89 FLOW VELOCITY(FEET/SEC.) = 2.86 DEPTH*VELOCITY(FT*FT/SEC.) = 1.38 1 06/30/05 Q-5 J H 0 [1 - LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.00 = 1000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.45 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.884 STREAM SUBAREA LOSS RATE DATA(AMC II): Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 12.71 "5-7 DWELLINGS/ACRE" A 3.30 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 1 18.09 10.45 1.884 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 13.9 12.10 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 4.15 EFFECTIVE AREA(ACRES) = 10.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 13.06 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< --»»>AND- COMPUTE -VARIOUS -CONFLUENCED- STREAM -VALUES<<<<< ---------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.45 RAINFALL INTENSITY(INCH/HR) = 1.88 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 10.40 TOTAL STREAM AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.06 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 5.20 12.71 2 13.06 10.45 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.675 0.98( 0.49) 1.884 0.94( 0.49) Ap Ae HEADWATER (ACRES) NODE 0.50 4.2 10.00 0.52 10.4 12.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 3 06/30/05 Q-6 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.09 10.45 1.884 0.95( 0.49) 0.51 13.9 12.10 2 16.31 12.71 1.675 0.95( 0.49) 0.51 14.6 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.09 Tc(MIN.) = 10.45 EFFECTIVE AREA(ACRES) = 13.85 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.95 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 14.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 3 06/30/05 Q-6 dl »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---- ------------ ELEVATION DATA: UPSTREAM(FEET) = 1423.00 DOWNSTREAM(FEET) = 1421.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.57 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.09 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 10.68 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1280.00 FEET. **************************************************************************** FLOWPROCESSFROM NODE-----1300-TO NODE 13.00 IS CODE = 81 ------------ --------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.68 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.859 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.86 EFFECTIVE AREA(ACRES) = 14.55 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.95 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 15.30 PEAK FLOW RATE(CFS) = 18.09 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE -1300-TO-NODE 13.00 IS CODE = 81 ------------ ---------- --------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.68 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.859 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 2.47 EFFECTIVE AREA(ACRES) = 16.55 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.95 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = 20.42 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ------------------------------------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1421.50 DOWNSTREAM(FEET) = 1420.40 FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.66 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.42 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.76 06/30/05 Q-7 Ci LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1334.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 52 ----------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1420.40 DOWNSTREAM(FEET) = 1410.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = 0.0160 CHANNEL FLOW THRU SUBAREA(CFS) = 20.42 FLOW VELOCITY(FEET/SEC) = 3.81 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 13.48 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 1954.00 FEET. **************************************************************************** on FLOW PROCESS FROM NODE --15 00-TO-NODE-----1500-IS CODE = 81 --------------- --------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.48 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.617 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 3.50 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 2.38 EFFECTIVE AREA(ACRES) = 20.05 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 20.42 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 20.80 TC(MIN.) = 13.48 EFFECTIVE AREA(ACRES) = 20.05 AREA -AVERAGED Fm(INCH/HR)= 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 20.42 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 20.42 13.48 1.617 0.93( 0.55) 0.60 20.1 12.10 2 18.19 15.84 1.468 0.93( 0.55) 0.59 20.8 10.00 END OF RATIONAL METHOD ANALYSIS d I H 0 1 06/30/05 Q-8 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) t (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 16724 * DEVELOPED HYDROLOGY * 10 -Year GLOBAL STREET FLOW -DEPTH CONSTRAINTS: WI 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) 3 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED krl J **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1447.00 DOWNSTREAM(FEET) = 1429.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.633 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.881 3 06/30/05 Q-9 FILE NAME: P:\692-1922\DRAINAGE\16724D10.DAT TIME/DATE OF STUDY: 14:07 06/30/2005 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) = 1.0200 *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 32.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: WI 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) 3 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED krl J **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1447.00 DOWNSTREAM(FEET) = 1429.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.633 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.881 3 06/30/05 Q-9 0 h_� 0 e SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.30 0.98 0.50 32 10.63 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 7.11 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 7.11 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- --»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.63 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.881 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.94 EFFECTIVE AREA(ACRES) = 4.20 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 9.05 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1425.00 DOWNSTREAM(FEET) = 1423.00 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.69 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.05 PIPE TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 12.45 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.45 RAINFALL INTENSITY(INCH/HR) = 2.62 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.20 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.05 FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE = 21 ---------------------------------------------------------------------------- 06/30/05 Q-10 D h �71 L 0 i] i] hl* »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -->>USE-TIME-OF-CONCENTRATION- NOMOGRAPH _FOR -INITIAL -SUBAREA«--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1441.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.655 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.508 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 1.00 0.98 NATURAL FAIR COVER "GRASS" A 1.20 0.82 COMMERCIAL A 0.20 0.98 RESIDENTIAL "2 DWELLINGS/ACRE" A 0.60 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA RUNOFF(CFS) = 8.11 Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 32 7.66 0.87 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 1.00 50 17.78 0.10 32 7.66 0.70 32 11.03 8. 11/ **************************************************************************** FLOW PROCESS FROM NODE 12.20 TO NODE 12.30 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1441.00 DOWNSTREAM ELEVATION(FEET) = 1433.50 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.68 STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 9.26 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.131 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.98 0.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.38 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = 0.89 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.01 3 06/30/05 Q-11 32 0.50 9.47 FLOW VELOCITY(FEET/SEC.) = 3.99 DEPTH*VELOCITY(FT*FT/SEC.) = 1.70 LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.30 = 830.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.30 TO NODE 12.30 IS CODE = 81 ---------- ------------ ----- --------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.26 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.131 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 7.14 EFFECTIVE AREA(ACRES) = 7.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 16.61 FLOW PROCESS FROM NODE 12.30 TO NODE 12.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1433.50 DOWNSTREAM ELEVATION(FEET) = 1432.10 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.74 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 2.88 SPLIT DEPTH(FEET) = 0.44 SPLIT FLOOD WIDTH(FEET) = 15.93 SPLIT FLOW(CFS) = 7.07 SPLIT VELOCITY(FEET/SEC.) = 2.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.40 STREET FLOW TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 10.24 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.947 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.26 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 16.61 3 06/30/05 Q-12 v D 0 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH -(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.88 DEPTH*VELOCITY(FT*FT/SEC.) = 1.40 LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.00 = 1000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.24 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.947 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.30 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 7.30 EFFECTIVE AREA(ACRES) = 10.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 23.01 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.24 RAINFALL INTENSITY(INCH/HR) = 2.95 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 10.40 TOTAL STREAM AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.01 06/30/05 Q-13 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.05 12.45 2.621 0.98( 0.49) 0.50 4.2 10.00 2 23.01 10.24 2.947 0.94( 0.49) 0.52 10.4 12.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 31.59 10.24 2.947 0.95( 0.49) 0.51 13.9 12.10 2 29.01 12.45 2.621 0.95( 0.49) 0.51 14.6 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 31.59 Tc(MIN.) = 10.24 EFFECTIVE AREA(ACRES) = 13.86 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.95 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 14.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1160.00 FEET. 06/30/05 Q-13 k, 4w FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- aI »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1423.00 DOWNSTREAM(FEET) = 1421.50 sA FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.7 INCHES 4/ PIPE -FLOW VELOCITY(FEET/SEC.) = 9.65 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 so PIPE-FLOW(CFS) = 31.59 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 10.45 ibo LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1280.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ow MAINLINE Tc(MIN) = 10.45 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.911 SUBAREA LOSS RATE DATA(AMC II): ww DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN so RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.98 0.50 32 an SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 No SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.53 EFFECTIVE AREA(ACRES) = 14.56 AREA -AVERAGED Fm(INCH/HR) = 0.49 1� AREA -AVERAGED Fp(INCH/HR) = 0.95 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 15.30 PEAK FLOW RATE(CFS) = 31.74 **************************************************************************** OR FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ___ ------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.45 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.911 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS on LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN i RESIDENTIAL 115-7 DWELLINGS/ACRE" A 2.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.36 EFFECTIVE AREA(ACRES) = 16.56 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.95 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = 36.11 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ------------------------------------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1421.50 DOWNSTREAM(FEET) = 1420.40 FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.14 06/30/05 Q-14 L u 4 A ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.11 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.52 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1334.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< --»»>TRAVELTIME-THRU -SUBAREA<<<<< -------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1420.40 DOWNSTREAM(FEET) = 1410.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = 0.0160 CHANNEL FLOW THRU SUBAREA(CFS) = 36.11 FLOW VELOCITY(FEET/SEC) = 4.46 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 12.84 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 1954.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.84 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.573 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 3.50 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 5.39 EFFECTIVE AREA(ACRES) = 20.06 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 36.45 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 20.80 TC(MIN.) = 12.84 EFFECTIVE AREA(ACRES) = 20.06 AREA -AVERAGED Fm(INCH/HR)= 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 36.45 H_ cl 06/30/05 Q-15 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 36.45 12.84 2.573 0.93( 0.55) 0.60 20.1 12.10 2 33.36 15.11 2.333 0.93( 0.55) 0.59 20.8 10.00 END OF RATIONAL METHOD ANALYSIS H_ cl 06/30/05 Q-15 E **************************************************************************** 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 16724 * DEVELOPED HYDROLOGY * 25-Year ************************************************************************** FILE NAME: P:\692-1922\DRAINAGE\16724D25.DAT TIME/DATE OF STUDY: 14:10 06/30/2005 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) = 1.2200 *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 32.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL -SUBAREA«--------------- ---------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1447.00 DOWNSTREAM(FEET) = 1429.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.633 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.446 06/30/05 Q-16 0 H7 'm 0 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.30 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 8.79 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 32 10.63 0.98 = 8.79 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.63 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.446 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.40 EFFECTIVE AREA(ACRES) = 4.20 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 11.18 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1425.00 DOWNSTREAM(FEET) = 1423.00 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.89 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.18 PIPE TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 12.37 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1160.00 FEET. pm **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM -FOR -CONFLUENCE<<<<< ------------------ ------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.37 RAINFALL INTENSITY(INCH/HR) = 3.15 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.20 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.18 FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 06/30/05 Q-17 >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1441.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.655 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.196 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.00 0.98 0.10 32 7.66 NATURAL FAIR COVER "GRASS" A 1.20 0.82 1.00 50 17.78 COMMERCIAL A 0.20 0.98 0.10 32 7.66 RESIDENTIAL "2 DWELLINGS/ACRE" A 0.60 0.98 0.70 32 11.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.87 cr SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA RUNOFF(CFS) = 9.97 pm TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 9.97 **************************************************************************** FLOW PROCESS FROM NODE 12.20 TO NODE 12.30 IS CODE = 61 ,}w ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< go UPSTREAM ELEVATION(FEET) = 1441.00 DOWNSTREAM ELEVATION(FEET) = 1433.50 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 � SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.88 STREET FLOW TRAVEL TIME(MIN.) = 1.52 Tc(MIN.) = 9.17 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.765 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.95 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.89 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 11.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.35 FLOW VELOCITY(FEET/SEC.) = 4.21 DEPTH*VELOCITY(FT*FT/SEC.) = 1.91 P 06/30/05 Q-18 L fl 0 LI n- 11 f LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.30 = 830.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.30 TO NODE 12.30 IS CODE = 81 -------- -------------------------------------------------------------------- --»»>ADDITION-OF-SUBAREA-TO-MAINLINE-PEAK-FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 9.17 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.765 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 8.85 EFFECTIVE AREA(ACRES) = 7.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 20.60 **************************************************************************** FLOW PROCESS FROM NODE 12.30 TO NODE 12.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< --------------------- UPSTREAM ELEVATION(FEET) = 1433.50 DOWNSTREAM ELEVATION(FEET) = 1432.10 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.76 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.47 STREET FLOW TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 10.13 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.547 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.31 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 20.60 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 2.96 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 06/30/05 Q-19 �I LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.00 = 1000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 --»»>ADDITION-OF- SUBAREA -TO- MAINLINE -PEAK -FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 10.13 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.547 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.30 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 9.09 EFFECTIVE AREA(ACRES) = 10.40 AREA-AVERAGED Fm(INCH/HR) = 0.49 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 28.63 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.13 RAINFALL INTENSITY(INCH/HR) = 3.55 AREA-AVERAGED Fm(INCH/HR) = 0.49 AREA-AVERAGED Fp(INCH/HR) = 0.94 AREA-AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 10.40 TOTAL STREAM AREA(ACRES) = 10.40 po PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.63 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.18 12.37 3.147 0.98( 0.49) 0.50 4.2 10.00 2 28.63 10.13 3.547 0.94( 0.49) 0.52 10.4 12.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 39.17 10.13 3.547 0.95( 0.49) 0.51 13.8 12.10 2 36.06 12.37 3.147 0.95( 0.49) 0.51 14.6 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.17 Tc(MIN.) = 10.13 EFFECTIVE AREA(ACRES) = 13.84 AREA-AVERAGED Fm(INCH/HR) = 0.49 AREA-AVERAGED Fp(INCH/HR) = 0.95 AREA-AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 14.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 06/30/05 Q-20 r H_ F dl fl »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1423.00 DOWNSTREAM(FEET) = 1421.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.27 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.17 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 10.32 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 10.32 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.507 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.70 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.90 EFFECTIVE AREA(ACRES) = 16.54 EFFECTIVE AREA(ACRES) = 14.54 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.95 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 17.30 TOTAL AREA(ACRES) = 15.30 PEAK FLOW RATE(CFS) = 39.50 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.32 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.507 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.44 EFFECTIVE AREA(ACRES) = 16.54 AREA -AVERAGED Fm(INCH/HR) = 0.49 .AREA -AVERAGED Fp(INCH/HR) = 0.95 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = 44.94 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1421.50 DOWNSTREAM(FEET) = 1420.40 FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.88 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.94 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.39 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1334.00 FEET. 06/30/05 Q-21 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< -- ----------- - ELEVATION DATA: UPSTREAM(FEET) = 1420.40 DOWNSTREAM(FEET) = 1410.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = 0.0160 CHANNEL FLOW THRU SUBAREA(CFS) = 44.94 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.18 Tc(MIN.) = 12.57 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 1954.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.57 H E' u 1 06/30/05 Q-22 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.116 PR 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 3.50 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 7.11 EFFECTIVE AREA(ACRES) = 20.04 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 46.22 END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 20.80 TC(MIN.) = 12.57 EFFECTIVE AREA(ACRES) = 20.04 AREA -AVERAGED Fm(INCH/HR)= 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 46.22 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 46.22 12.57 3.116 0.93( 0.55) 0.60 20.0 12.10 2 42.42 14.88 2.817 0.93( 0.55) 0.59 20.8 10.00 ------------ END OF RATIONAL METHOD ANALYSIS H E' u 1 06/30/05 Q-22 n **************************************************************************** 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 16724 * DEVELOPED HYDROLOGY * 100-YEAR ************************************************************************** ro FILE NAME: P:\692-1922\DRAINAGE\16724DOO.DAT TIME/DATE OF STUDY: 13:51 06/28/2005 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) = 1.5300 pe *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* L*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 32.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 OR 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 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- --»» >RATIONAL-METHOD-INITIAL-SUBAREA-ANALYSIS«AL SUBA »-------------------- USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1447.00 DOWNSTREAM(FEET) = 1429.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.633 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.321 z' 06/30/05 Q-23 D 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 "5-7 DWELLINGS/ACRE" A 3.30 0.80 0.50 52 10.63 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 11.65 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 11.65 FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 81 ------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.321 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 0.90 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 pit SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.18 EFFECTIVE AREA(ACRES) = 4.20 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 14.83 ******************:F***fir...___.ir*ir*:F******************ir********** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1425.00 DOWNSTREAM(FEET) = 1423.00 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.26 on ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.83 PIPE TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 12.25 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1160.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM -FOR -CONFLUENCE<<<<< ------------------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.25 RAINFALL INTENSITY(INCH/HR) = 3.97 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 4.20 TOTAL STREAM AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.83 *****ir**is*** k*ir.....I.,.*********ir....*********************************ir*** FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE = 21 --------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 06/30/05 Q-24 C L i1 H_ >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL -SUBAREA«--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00 ELEVATION DATA: UPSTREAM(FEET) = 1450.00 DOWNSTREAM(FEET) = 1441.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.655 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.263 SUBAREA Tc AND LOSS RATE DATA(AMC III): 52 DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 1.00 0.80 NATURAL FAIR COVER 11.03 0.63 "GRASS" A 1.20 0.55 COMMERCIAL A 0.20 0.80 RESIDENTIAL "2 DWELLINGS/ACRE" A 0.60 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA RUNOFF(CFS) = 13.23 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 52 7.66 1.00 70 17.78 0.10 52 7.66 0.70 52 11.03 0.63 = 13.23 **************************************************************************** FLOW PROCESS FROM NODE 12.20 TO NODE 12.30 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1441.00 DOWNSTREAM ELEVATION(FEET) = 1433.50 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.19 ***STREET FLOW SPLITS OVER STREET -CROWN*** FULL DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) = 18.00 FULL HALF -STREET VELOCITY(FEET/SEC.) = 4.46 SPLIT DEPTH(FEET) = 0.16 SPLIT FLOOD WIDTH(FEET) = 1.53 SPLIT FLOW(CFS) = 0.22 SPLIT VELOCITY(FEET/SEC.) = 1.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.17 STREET FLOW TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 9.08 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.752 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.92 EFFECTIVE AREA(ACRES) = 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.66 AREA -AVERAGED Ap = 0.56 06/30/05 Q-25 v TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 15.77 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.46 DEPTH*VELOCITY(FT*FT/SEC.) = 2.17 LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.30 = 830.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE --1230-TO-NODE-----1230-IS CODE = 81 --------------- --------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.08 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.752 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.00 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 11.75 EFFECTIVE AREA(ACRES) = 7.00 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 27.52 **************************************************************************** FLOW PROCESS FROM NODE 12.30 TO NODE 12.00 IS CODE = 61 -------------- ------- ----- ------- ----- ----- --------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< 66 »>>>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1433.50 DOWNSTREAM ELEVATION(FEET) = 1432.10 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 pq ki SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFFri = 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) = 27.72 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 19.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.31 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.76 STREET FLOW TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 9.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.502 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.40 EFFECTIVE AREA(ACRES) = 7.10 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 27.52 06/30/05 Q-26 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 19.54 FLOW VELOCITY(FEET/SEC.) = 3.29 DEPTH*VELOCITY(FT*FT/SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.00 = 1000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.502 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.30 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 12.19 EFFECTIVE AREA(ACRES) = 10.40 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) = 38.53 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ----------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ho »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.93 RAINFALL INTENSITY(INCH/HR) = 4.50 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.74 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 10.40 TOTAL STREAM AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.53 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.83 12.25 3.970 0.80( 0.40) 0.50 4.2 10.00 2 38.53 9.93 4.502 0.74( 0.38) 0.52 10.4 12.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 52.35 9.93 4.502 0.75( 0.39) 0.51 13.8 12.10 2 48.38 12.25 3.970 0.76( 0.39) 0.51 14.6 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 52.35 Tc(MIN.) = 9.93 EFFECTIVE AREA(ACRES) = 13.81 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 14.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1160.00 FEET. El 06/30/05 Q-27 u **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 --------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING- COMPUTER -ESTIMATED -PIPESIZE-(NON-PRESSURE-FLOW)<<<<<-_------ ELEVATION DATA: UPSTREAM(FEET) = 1423.00 DOWNSTREAM(FEET) = 1421.50 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.99 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.35 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 10.11 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO-NODE-----1300-IS CODE = 81 ------------------------------------- --------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINETc(MIN) = 10.11_________________________________________________ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.453 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 0.70 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.55 EFFECTIVE AREA(ACRES) = 14.51 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.76 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 15.30 PEAK FLOW RATE(CFS) = 53.06 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE 81 »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< on MAINLINE Tc(MIN) = 10.11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.453 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.00 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 7.30 EFFECTIVE AREA(ACRES) = 16.51 AREA -AVERAGED Fm(INCH/HR) = 0.39 AREA -AVERAGED Fp(INCH/HR) = 0.76 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = 60.36 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA:=UPSTREAM(FEET) = 1421.50 DOWNSTREAM(FEET) = 1420.40 FLOW LENGTH(FEET) = 54.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.82 06/30/05 Q-28 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.36 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.18 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1334.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< -------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1420.40 DOWNSTREAM(FEET) = 1410.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = 0.0160 CHANNEL FLOW THRU SUBAREA(CFS) = 60.36 FLOW VELOCITY(FEET/SEC) = 5.17 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 12.18 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 1954.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.18 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.983 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 3.50 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 10.61 EFFECTIVE AREA(ACRES) = 20.01 AREA -AVERAGED Fm(INCH/HR) = 0.43 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 63.99 ENDOF STUDY SUMMARY:=====-=============================================== TOTAL AREA(ACRES) = 20.80 TC(MIN.) = 12.18 EFFECTIVE AREA(ACRES) = 20.01 AREA -AVERAGED Fm(INCH/HR)= 0.43 AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) 63.99 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 63.99 12.18 3.983 0.72( 0.43) 0.60 20.0 12.10 2 59.00 14.55 3.579 0.72( 0.43) 0.59 20.8 10.00 END OF RATIONAL METHOD ANALYSIS 06/30/05 Q-29 03/04/05 UNIT HYDRO GRAH AND FLOOD ROUTING CALCULATIONS QUH-1 LossesData Set Number 1 2 3 4 5 Description Developed -100 Developed -25 Developed -10 n/a Developed -2 Tc 10.2 10.2 10.3 10.6 Land use desc below Acres below Acres below Acres below Acres below Acres below 5-7 du/ac 14.3 14.3 14.3 14.3 Grass 1.2 1.2 1.2 1.2 2 du/ac 0.6 0.6 0.6 0.6 Commercial 1 1.2 1.2 1.2 1.2 . <-- Enter Set Description Here <-- Enter Set Tc here <-- and Acres in "B" thru T" P:\692-1922\Drainage\Drainage-UHinput.xls 6/28/2005 in U71 i° -I t"I"l lel FA f-] VI Detention Basin Outlet Hydraulics tt( 16724 692-1922 8/15/2005 C= 7.85 1.25 f 16 " spacing Standpipe Standpipe Orifice C 3.3 weir C 3.3 weir C 0.6 (orifice) C 0.62 (orifice) Dia 2.5 ft Dia 0.25 ft Orifice Control Count 5 ea Rim EL 1 ft n/a Bottom EL 0.4 ft C= 7.85 1.25 f 16 " spacing P:\692-1922\Drainage\FloodRouting100.xls 8/15/2005 Standpipe Upper Weir Summary Elevation Head Weir Orifice Control Head Weir Orifice Control Elevation Weir Outflow Standpipe Outflow Total Outflow Volume ft ft cfs cfs cfs ft cfs cfs cfs ft cfs cfs ac -ft 0 0 0.0 n/a 0.0 0 0.0 0 0.0 0 0.0 0.0 0.0 0.0 1 0 0.0 n/a 0.0 0.6 1.9 0.8 0.8 1 0.0 0.0 0.8 0.35 2 1 25.9 n/a 25.9 1.6 n/a 1.5 1.5 2 0.0 25.9 27.4 1.29 3 2 n/a 33.4 33.4 2.6 n/a 1.9 1.9 3 0.0 33.4 35.3 2.72 4 3 n/a 40.9 40.9 3.6 n/a 2.3 2.3 4 0.0 40.9 43.2 4.51 5 4 n/a 47.3 47.3 4.6 n/a 2.6 2.6 5 0.0 47.3 49.9 6.50 6 5 n/a 52.9 52.9 5.6 n/a 2.9 2.9 6 0.0 52.9 55.7 8.62 P:\692-1922\Drainage\FloodRouting100.xls 8/15/2005 TRACT 16724 692-1922 6/28/2005 Low Loss Fraction & Maximum Loss Rate T .. 00 in 2 3.4 100 9.4 100 9.4 17.3 17.3 P-24= 9.40 in Return Period 100 AMC Type III (I,II or III) Lag Time Tc = 10.2 min from Rational Method Study Lag = 8.16 min Run: Lag = 0.14 hr I Tributary area m= Est Vol = 9 ac -ft Low Loss Fraction,Y-bar = 0.353 24 -hr Rainfall other than 100 T I r in 2 3.4 100 9.4 100 9.4 Drainage-UHinput.xls 6/28/2005 0- Project: Engineer: Notes: TRACT 16724 0 Developed -100 Set #1 Date: 6/28/2005 1 st-24hr 692-1922 2nd-24hr 1 Design Storm yr 100 2 Catchment Lag time hrs 0.14 3 Catchment Area acres 17.3 4 Base flow cfs/sq mi 0 5 S -graph valley 6 Maximum loss rate, Fm in/hr 0.33 7 Low loss fraction, Y -bar 0.35 8 Watershed area -averaged 5 -minute point rainfall inches 0.48 0.17 Watershed area -averaged 30 -minute point rainfall inches 1.10 0.40 Watershed area -averaged 1 -hour point rainfall inches 1.53 0.55 Watershed area -averaged 3 -hour point rainfall inches 2.69 0.97 Watershed area -averaged 6 -hour point rainfall inches 3.85 1.39 Watershed area -averaged 24 -hour point rainfall inches 9.40 3.38 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 Drainage-UHinput. As 6/28/2005 VI 7 " tai ". TRACT 16724 6921922 6/28/2005 Low Loss Fraction & Maximum Loss Rate T I r in 2 3.4 100 .. .. . 7.27 R, Mal ...:;. iods)l :.. it 'I 17.3 P-24= 7.27 in Return Period 25 AMC Type II (I,II or III) Lag Time Tributary area s _1 Tc = 10.2 min from Rational Method Study Lag = 8.16 min Run: Lag = 0.14 hr ,r•a;'. a.#'1�z+,`3°,) �i� a�l`^'.�'F�u+iliY'� �. �eTF`V�r� � .:.:'r"t+a:n 0.51 Fm= Est Vol = 5 ac -ft Low Loss Fraction,Y-bar = 0.489 24 -hr Rainfall other than 100 yr T I r in 2 3.4 100 9.4 25 7.27 Drainage-UHinput.xls 6/28/2005 ifr+ L fm L p" 11r A* L Drainage-UHinput.xls 1 -hr 3 -hr 6 -hr 24 -hr 6/28/2005 TRACT 16724 692-1922 6/28/2005 Low Loss Fraction & Maximum Loss Rate in Developed -I i (in) 2 3.4 100 9.4 10 5.87 Kelm 5-7 du/ac Grass •_ 1• i i 1. 8 0 ®®� 1 1 .�� 1' 9, IM 17.3 17.3 Y= 0.49FL.-._ P-24= 5.87 in Est Vol = 4 ac -ft Low Loss Fraction,Y-bar = 0.512 Return Period 10 AMC Type II (I,II or III) Lag Time Tc = 10.3 min from Rational Method Study Lag= 8.24 min Run: Lag = 0.14 hr Tributary area 24 -hr Rainfall other than 100 T I r (in) 2 3.4 100 9.4 10 5.87 Drainage-UHinput.xls 6/28/2005 Project: Engineer: Notes: TRACT 16724 0 Developed -10 Set #3 Date: 6/28/2005 1 st-24hr 692-1922 2nd-24hr 1 Design Storm yr 10 2 Catchment Lag time hrs 0.14 3 Catchment Area acres 17.3 4 Base flow cfs/sq mi 0 5 S -graph valley 6 Maximum loss rate, Fm in/hr 0.09 7 Low loss fraction, Y -bar 0.51 8 Watershed area -averaged 5 -minute point rainfall inches 0.32 0.11 Watershed area -averaged 30 -minute point rainfall inches 0.74 0.27 Watershed area -averaged 1 -hour point rainfall inches 1.02 0.37 Watershed area -averaged 3 -hour point rainfall inches 1.82 0.66 Watershed area -averaged 6 -hour point rainfall inches 2.63 0.95 Watershed area -averaged 24 -hour point rainfall inches 5.87 2.11 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 Drainage-UHinput.xls 6/28/2005 TRACT 16724 692-1922 6/28/2005 Low Loss Fraction & Maximum Loss Rate T Developed -2 in 2 Set # 100 9.4 2 3.4 • - YY f • • - € ®® • • MaeAAv�Fdt� llR la�f1t�y� • •A FiS�ia. du/ac5-7 t g�.yE.�3}BI WIN Commercial 0.46 1 1• P-24= 3.40 in Return Period 2 AMC Type II (I,II or III) Lag Time Tc = 10.6 min from Rational Method Study Lag = 8.48 min Run. Lag 0.14 hr Tributary area Est Vol = 2 ac -ft Low Loss Fraction,Y-bar = 0.540 24 -hr Rainfall other than 100 r T I r in 2 3.4 100 9.4 2 3.4 Drainage-UHinput.xls 6/28/2005 Project: TRACT 16724 Date: 6/28/2005 692-1922 Engineer: 0 Notes: Developed -2 Set #5 1 st-24hr 2nd-24hr 1 Design Storm yr 2 2 Catchment Lag time hrs 0.14 3 Catchment Area acres 17.3 4 Base flow cfs/sq mi 0 5 S -graph valley 6 Maximum loss rate, Fm in/hr 0.09 7 Low loss fraction, Y -bar 0.54 8 Watershed area -averaged 5 -minute point rainfall inches 0.21 0.07 Watershed area -averaged 30 -minute point rainfall inches 0.48 0.17 Watershed area -averaged 1 -hour point rainfall inches 0.66 0.24 Watershed area -averaged 3 -hour point rainfall inches 1.21 0.44 Watershed area -averaged 6 -hour point rainfall inches 1.77 0.64 Watershed area -averaged 24 -hour point rainfall inches 3.40 1.22 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 Drainage-UHinput.xls 6/28/2005 A L e 0, 0 0 Detention Basin Volume Tr. 16724 J . N 692-1922 Date 8/13/2005 Contours Elevation Area (Sf) Depth (Ft) Volume (Cu. Ft) Volume (Ac. Ft) Total Volume (Ac -Ft) 419 6,464 0.5 4,966 0.11 419.5 13,401 0.11 0.5 10,241 0.24 420 27, 564 0.35 0.5 17,104 0.39 420.5 40,851 0.74 0.5 23,669 0.54 421 53,826 1.29 0.5 28,996 0.67 421.5 62,159 1.95 0.5 33,535 0.77 422 71,980 2.72 1 78,021 1.79 423 84,061 4.51 1 86,669 1.99 424 89,276 6.50 1 92,113 2.11 425 94,950 8.62 M, r L n 0 E 0 e D p.l UNDEVELOPED CONDITION G A B C D E F H -G K -J g -q) Offsite Node 12.2 cfs (D -C) 0.9" C Year Undev. Rainfall Intensity Year) Offsite Node 2 (cfs) Total Flow Node 3cfs Contributary Flow from Project cfs Node 4 Total Undev. Flow cfs Offsite Contribution cfs 90% of Existing Flow From Project 2 2 4.8 18.2 13.4 18.2 4.8 12.1 10 5 6.7 28.2 21.5 28.2 6.7 19.4 25 10 8.1 35.4 27.3 35.9 8.6 24.6 100 25 10 45.1. 35.08 46.6 11.52 31.6 DEVELOPED CONDITION G H J K L H -G K -J Year Offsite Node 12.2 cfs Node 14 cfs Contributary Discharge from Tr. 16724 cfs) Node 15 Total Dev. Flow (cfs) Offsite Contribution (cfs 2 4.8 20.4 15.6 20.4 4.8 10 8.1 36.1 28 36.5 8.5 25 10 44.9 34.9 46.2 11.3 100 13.2 60.4 47.2 64.0 16.8 FLOW RATE SUMMARY TABLE F K M N P MIF*100MIK"100 Year Undev. Rainfall Intensity (Year) Allowable Flow 90% Undev. cfs) Total Dev. Flow (cfs) Total Mitigate Discharge I (cfs % I Mitigated From Pro'. % Mitigated From Total Dev. Depth in Basin Peak W.S. Elev. 2 2 12.1 20.4 8.8 73.0 43.1 1.3 420.3 10 5 19.4 36.5 15.8 81.7 43.3 1.6 420.6 25 10 24.6 46.2 20.3 82.6 43.9 1.8 420.8 100 25 31.6 64 25.9 82.0 1 40.5 J 2.1 421.1 i_1 h **************************************************************************** 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 16724 UNIT HYDROGRAPH 100 -YEAR -- ------------------------------------------------------------------------ RATIONAL METHOD CALIBRATION COEFFICIENT = 1.00 TOTAL CATCHMENT AREA(ACRES) = 17.30 VOLUME SOIL -LOSS RATE, Fm,(INCH/HR) = 0.330 0. 17.5 35.0 52.5 70.0 LOW LOSS FRACTION = 0.350 TIME OF CONCENTRATION(MIN.) = 10.20 ------------------------------------------------- SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED 0.0000 RETURN FREQUENCY(YEARS) = 100 Q 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.48 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 1.10 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.53 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.69 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.85 24-HOUR POINT RAINFALL VALUE(INCHES) = 9.40 ------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 9.08 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 4.47 TIME VOLUME Q 0. 17.5 35.0 52.5 70.0 ------------------------------------------------- -(HOURS)----(AF)------(CFS) 0.02 0.0000 0.00 Q 0.19 0.0200 2.84 Q 0.36 0.0599 2.85 Q 0.53 0.1000 2.86 Q 0.70 0.1403 2.87 Q 0.87 0.1807 2.89 Q 1.04 0.2213 2.89 Q 1.21 0.2621 2.91 Q 1.38 0.3030 2.92 Q 1.55 0.3441 2.93 Q 1.72 0.3853 2.94 Q 1.89 0.4268 2.96 Q 2.06 0.4684 2.97 Q 2.23 0.5102 2.98 Q 2.40 0.5521 2.99 Q 2.57 0.5943 3.01 Q 2.74 0.6367 3.02 Q 2.91 0.6792 3.04 Q 3.08 0.7219 3.05 Q 3.25 0.7648 3.07 Q 3.42 0.8080 3.07 Q 3.59 0.8513 3.09 Q 3.76 0.8949 3.10 Q 3.93 0.9386 3.13 Q 4.10 0.9826 3.14 Q 4.27 1.0268 3.16 Q 4.44 1.0712 3.17 Q 4.61 1.1159 3.19 Q 4.78 1.1608 3.20 Q 4.95 1.2059 3.22 Q 5.12 1.2513 3.24 Q 5.29 1.2969 3.26 Q 5.46 1.3428 3.27 Q 5.63 1.3889 3.30 Q 5.80 1.4353 3.31 Q 5.97 1.4820 3.34 Q 6.14 1.5290 3.35 Q 6.31 1.5762 3.38 Q 6.48 1.6237 3.39 Q 6.65 1.6716 3.42 Q 6.82 1.7197 3.43 Q 6.99 1.7682 3.46 Q 7.16 1.8170 3.48 Q 7.33 1.8661 3.51 Q 7.50 1.9155 3.53 Q 7.67 1.9653 3.56 Q 7.84 2.0154 3.58 Q 8.01 2.0660 3.61 Q 8.18 2.1169 3.63 Q 8.35 2.1681 3.67 Q 8.52 2.2198 3.69 Q 8.69 2.2719 3.73 Q 8.86 2.3244 3.75 Q 9.03 2.3774 3.79 Q 9.20 2.4308 3.81 Q 9.37 2.4847 3.86 Q 9.54 2.5391 3.88 Q 9.71 2.5939 3.93 Q 9.88 2.6493 3.95 Q 10.05 2.7052 4.01 Q 10.22 2.7617 4.03 Q 10.39 2.8188 4.09 Q 10.56 2.8764 4.12 Q 10.73 2.9347 4.18 Q 10.90 2.9937 4.21 Q 11.07 3.0533 4.28 Q 11.24 3.1137 4.31 Q 11.41 3.1748 4.39 Q 11.58 3.2367 4.42 Q 11.75 3.2994 4.50 Q 11.92 3.3630 4.55 Q 12.09 3.4256 4.37 Q 12.26 3.4828 3.77 Q 12.43 3.5366 3.88 Q 12.60 3.5916 3.94 Q 12.77 3.6478 4.07 Q 12.94 3.7055 4.14 Q 13.11 3.7647 4.29 Q 13.28 3.8255 4.37 Q 13.45 3.8880 4.54 Q 13.62 3.9525 4.64 Q 13.79 4.0192 4.85 Q 13.96 4.0882 4.97 Q 14.13 4.1597 5.21 Q 14.30 4.2340 5.35 Q 14.47 4.3116 5.70 Q 0 E 14.64 4.3931 5.90 Q Il 14.81 4.4793 6.38 Q 14.98 4.5710 6.67 Q 15.15 4.6698 7.39 Q 15.32 4.7769 7.86 Q 15.49 4.8923 8.57 Q 15.66 5.0188 9.44 Q 15.83 5.1810 13.65 Q 16.00 5.4173 19.99 Q 16.17 5.9949 62.23 Q 16.34 6.5085 10.88 Q 16.51 6.6441 8.42 Q 16.68 6.7524 7.00 Q 16.85 6.8446 6.13 Q 17.02 6.9264 5.52 Q 17.19 17.36 7.0010 7.0701 5.10 4.74 Q Q 17.53 7.1347 4.45 Q 17.70 7.1955 4.21 Q 17.87 7.2532 4.00 Q 18.04 7.3083 3.83 Q 18.21 7.3674 4.59 Q 18.38 7.4310 4.46 Q 18.55 7.4929 4.35 Q an 18.72 7.5533 4.24 Q 18.89 7.6122 4.15 Q 19.06 7.6699 4.06 Q 19.23 7.7264 3.98 Q 19.40 7.7818 3.90 Q 19.57 7.8362 3.83 Q 19.74 7.8896 3.77 Q 19.91 7.9421 3.71 Q * 20.08 7.9938 3.65 Q 20.25 8.0447 3.60 Q �i 20.42 8.0949 3.54 Q 20.59 8.1443 3.50 Q 20.76 20.93 8.1931 8.2412 3.45 3.40 Q Q 21.10 8.2888 3.36 Q 21.27 8.3357 3.32 Q 21.44 8.3821 3.28 Q 21.61 8.4280 3.25 Q 21.78 8.4734 3.21 Q 21.95 8.5183 3.18 Q 22.12 8.5627 3.15 Q 22.29 8.6067 3.11 Q 22.46 8.6502 3.08 Q 22.63 8.6934 3.06 Q 22.80 8.7361 3.03 Q 22.97 8.7785 3.00 Q 23.14 8.8204 2.97 Q 23.31 8.8620 2.95 Q 23.48 8.9033 2.92 Q 23.65 8.9442 2.90 Q 23.82 8.9848 2.88 Q 23.99 9.0251 2.86 Q 24.16 9.0651 2.84 Q 24.33------9_0850------0_00 Q Problem Descriptions: TRACT 16724 UNIT HYDROGRAPH 100 -YEAR Il H ­ FLOW -THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 10.200 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 ------------- I (and volume) I I I I I detention I I....V............. basin I< -->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 = 7 *BASIN -DEPTH STORAGE OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * 0.000 0.000 0.000** 1.000 0.350 0.800* * 2.000 1.290 27.400** 3.000 2.720 35.300* * 4.000 4.510 43.200** 5.000 6.500 49.900* * 6.000 -------------------- -------- ----8_620-----55_700**--------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S-O*DT/2} {S+0*DT/2} NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 1.00 0.34438 0.35562 3 2.00 1.09752 1.48248 4 3.00 2.47202 2.96798 5 4.00 4.20653 4.81347 6 5.00 6.14946 6.85054 7 6.00 8.22872 9.01128 -----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 AVERAGE INFLOW DURING THE RECENT HYDROGRAPH REPRESENT THE UNIT INTERVAL. TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT)(CFS)---VOLUME(AF) 0.020 0.000 0.00 --- 0.00 0.00 0.000 -------- 0.190 0.000 2.84 0.11 0.04 0.039 0.360 0.000 2.85 0.22 0.13 0.077 0.530 0.000 2.86 0.33 0.22 0.115 0.700 0.000 2.87 0.43 0.30 0.151 0.870 0.000 2.89 0.53 0.38 0.186 1.040 0.000 2.89 0.63 0.46 0.220 1.210 0.000 2.91 0.72 0.54 0.253 1.380 0.000 2.92 0.82 0.62 0.285 1.550 0.000 2.93 0.91 0.69 0.317 1.720 0.000 2.94 0.99 0.76 0.348 1.890 0.000 2.96 1.02 1.13 0.373 2.060 0.000 2.97 1.04 1.71 0.391 2.230 0.000 2.98 1.06 2.13 0.403 2.400 0.000 2.99 1.06 2.41 0.411 2.570 0.000 3.01 1.07 2.61 0.417 2.740 0.000 3.02 1.08 2.74 0.421 2.910 0.000 3.04 1.08 2.84 0.423 3.080 0.000 3.05 1.08 2.91 0.425 3.250 0.000 3.07 1.08 2.95 0.427 3.420 0.000 3.07 1.08 2.99 0.428 3.590 0.000 3.09 1.08 3.02 0.429 3.760 0.000 3.10 1.08 3.05 0.430 3.930 0.000 3.13 1.09 3.07 0.431 4.100 0.000 3.14 1.09 3.09 0.431 4.270 0.000 3.16 1.09 3.11 0.432 4.440 0.000 3.17 1.09 3.13 0.432 4.610 0.000 3.19 1.09 3.14 0.433 4.780 0.000 3.20 1.09 3.16 0.434 4.950 0.000 3.22 1.09 3.18 0.434 5.120 0.000 3.24 1.09 3.19 0.435 5.290 0.000 3.26 1.09 3.21 0.436 5.460 0.000 3.27 1.09 3.23 0.436 5.630 0.000 3.30 1.09 3.25 0.437 5.800 0.000 3.31 1.09 3.27 0.437 5.970 0.000 3.34 1.09 3.28 0.438 6.140 0.000 3.35 1.09 3.30 0.439 6.310 0.000 3.38 1.10 3.32 0.440 6.480 0.000 3.39 1.10 3.34 0.440 6.650 0.000 3.42 1.10 3.36 0.441 PR 6.820 0.000 3.43 1.10 3.38 0.442 6.990 0.000 3.46 1.10 3.41 0.442 7.160 0.000 3.48 1.10 3.43 0.443 7.330 0.000 3.51 1.10 3.45 0.444 7.500 0.000 3.53 1.10 3.47 0.445 mpt 7.670 0.000 3.56 1.10 3.50 0.446 7.840 0.000 3.58 1.10 3.52 0.447 8.010 0.000 3.61 1.10 3.55 0.448 8.180 0.000 3.63 1.10 3.57 0.448 Ift 8.350 0.000 3.67 1.11 3.60 0.449 Itl 8.520 0.000 3.69 1.11 3.62 0.450 8.690 0.000 3.73 1.11 3.65 0.451 8.860 0.000 3.75 1.11 3.68 0.452 9.030 0.000 3.79 1.11 3.71 0.453 9.200 0.000 3.81 1.11 3.74 0.454 9.370 0.000 3.86 1.11 3.77 0.456 9.540 0.000 3.88 1.11 3.80 0.457 MIN 9.710 0.000 3.93 1.11 3.84 0.458 9.880 0.000 3.95 1.12 3.87 0.459 10.050 0.000 4.01 1.12 3.91 0.461 10.220 0.000 4.03 1.12 3.95 0.462 10.390 0.000 4.09 1.12 3.98 0.463 10.560 0.000 4.12 1.12 4.02 0.465 10.730 0.000 4.18 1.12 4.07 0.466 10.900 0.000 4.21 1.13 4.11 0.468 11.070 0.000 4.28 1.13 4.15 0.469 11.240 11.410 0.000 0.000 4.31 4.39 1.13 1.13 4.20 4.25 0.471 0.473 11.580 0.000 4.42 1.13 4.30 0.475 11.750 0.000 4.50 1.13 4.36 0.477 11.920 0.000 0.000 4.55 4.37 1.14 1.14 4.41 4.43 0.479 0.478 12.090 12.260 0.000 3.77 1.13 4.31 0.470 12.430 0.000 3.88 1.12 4.15 0.467 12.600 0.000 3.94 1.12 4.07 0.465 12.770 0.000 4.07 1.12 4.05 0.465 12.940 0.000 4.14 1.12 4.07 0.466 13.110 0.000 4.29 1.13 4.12 0.468 13.280 0.000 4.37 1.13 4.19 0.471 r1 13.450 0.000 4.54 1.13 4.27 0.475 13.620 0.000 4.64 1.14 4.38 0.478 13.790 0.000 4.83 1.14 4.50 0.483 13.960 0.000 4.37 1.15 4.64 0.488 14.130 0.000 5.21 1.15 4.79 0.494 14.300 0.000 5.35 1.16 4.95 0.500 14.470 0.000 5.70 1.17 5.14 0.507 14.640 0.000 5.90 1.18 5.36 0.515 14.810 0.000 6.38 1.19 5.62 0.526 14.980 0.000 6.67 1.20 5.92 0.536 15.150 0.000 7.39 1.21 6.29 0.552 15.320 0.000 7.86 1.23 6.73 0.567 15.490 0.000 8.57 1.25 7.22 0.586 15.660 0.000 9.44 1.28 7.81 0.609 15.830 0.000 13.65 1.34 9.05 0.674 16.000 0.000 19.99 1.47 11.63 0.791 16.170 16.340 0.000 0.000 6223 10.88 2.06 1.87 20.58 25.88 1.377 1.166 16.510 0.000 8.42 1.68 21.32 0.985 16.680 0.000 7.00 1.53 16.81 0.847 16.850 0.000 6.13 1.42 13.41 0.744 17.020 0.000 5.52 1.34 10.89 0.669 17.190 0.000 5.10 1.28 9.04 0.614 17.360 0.000 4.74 1.24 7.67 0.572 17.530 0.000 4.45 1.20 6.65 0.541 17.700 0.000 4.21 1.18 5.88 0.518 17.870 0.000 4.00 1.16 5.29 0.500 18.040 0.000 3.83 1.14 4.84 0.486 18.210 0.000 4.59 1.14 4.63 0.485 18.380 0.000 4.46 1.14 4.60 0.483 18.550 0.000 4.35 1.14 4.53 0.481 18.720 0.000 4.24 1.14 4.45 0.478 18.890 19.060 0.000 0.000 4.15 4.06 1.13 1.13 4.37 4.28 0.475 0.471 19.230 0.000 3.98 1.13 4.19 0.468 19.400 0.000 3.90 1.12 4.11 0.466 19.570 0.000 3.83 1.12 4.03 0.463 19.740 0.000 3.77 1.12 3.96 0.460 19.910 0.000 3.71 1.11 3.88 0.458 20.080 0.000 3.65 1.11 3.82 0.455 20.250 0.000 3.60 1.11 3.75 0.453 20.420 0.000 3.54 1.11 3.69 0.451 20.590 0.000 3.50 1.11 3.63 0.449 20.760 0.000 3.45 1.10 3.58 0.447 20.930 0.000 3.40 1.10 3.53 0.446 21.100 0.000 3.36 1.10 3.48 0.444 21.270 0.000 3.32 1.10 3.44 0.442 21.440 0.000 3.28 1.10 3.39 0.441 21.610 0.000 3.25 1.10 3.35 0.439 21.780 0.000 3.21 1.09 3.31 0.438 21.950 0.000 3.18 1.09 3.27 0.437 22.120 0.000 3.15 1.09 3.24 0.435 22.290 0.000 3.11 1.09 3.20 0.434 22.460 0.000 3.08 1.09 3.17 0.433 22.630 0.000 3.06 1.09 3.13 0.432 22.800 0.000 3.03 1.09 3.10 0.431 22.970 0.000 3.00 1.08 3.07 0.430 23.140 0.000 2.97 1.08 3.05 0.429 23.310 0.000 2.95 1.08 3.02 0.428 23.480 0.000 2.92 1.08 2.99 0.427 23.650 0.000 2.90 1.08 2.96 0.426 23.820 0.000 2.88 1.08 2.94 0.425 23.990 0.000 2.86 1.08 2.92 0.424 24.160 0.000 2.84 1.08 2.89 0.424 24.330 0.000 0.00 1.04 2.40 0.390 F; ....................... 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 16724 UNIT HYDROGRAPH so -----YEAR --------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.85 TOTAL CATCHMENT AREA(ACRES) = 17.30 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.090 LOW LOSS FRACTION = 0.490 TIME OF CONCENTRATION(MIN.) = 1Q.20 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 25 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.38 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.88 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.22 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.17 6 -HOUR POINT RAINFALL VALUE(INCHES) = 3.11 go 24-HOUR POINT RAINFALL VALUE(INCHES) = 7.27 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 6.23 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 4.25 an TIME VOLUME Q 0. 12.5 25.0 37.5 50.0 L (HOURS) (AF) ----------- (CFS) ------------------------------------------------- -------- -------- 0.02 0.0000 0.00 Q 0.19 0.0099 1.41 Q 0.36 0.0298 1.42 Q 0.53 0.0498 1.43 Q 0.70 0.0700 1.44 Q 0.87 1.04 0.0903 0.1109 1.46 1.46 Q Q 1.21 0.1316 1.48 Q 1.38 0.1524 1.49 Q 1.55 0.1735 1.51 Q 1.72 0.1947 1.51 Q 1.89 0.2161 1.53 Q 2.06 0.2377 1.54 Q 2.23 0.2595 1.56 Q 2.40 0.2814 1.57 Q 2.57 0.3036 1.59 Q 2.74 0.3260 1.60 Q 2.91 0.3485 1.62 Q 3.08 0.3713 1.63 Q aaaaaaaaaaaaaaaaaaaaaaaaa aaaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa LO 10 0 m1 i N Vr ui O d> ri M N l0 O1 O M Lo 00 61 N V' r- w N V• 1` T M LO 61 ri L0 1- N Vr 61 N r- m Ln 0 V• r- V' 1- V 0 10 0 01 V' M 0 m k.0 m 10 N O 61 01 N V lO M O lO IO IO �.o r- r- r- r r 1` OO N m N m 61 61 61 61 61 0 0 0 0 H --I r- -i N N N M M M .11, zzp V. 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M M M M M V' cM Vr Q• Vr V' N to iO to l0 10 l0 !` t` [� rg OD 0 0 CO 17 W O1 0l O1 01 01 01 O O O O O O ri r� ri r -i ri 1- N N N N N N M M M M M M 4 4 V' 1-1 1-1 1-1 ri 1-1 ri ri 1-1 r-1 ri r -i ri r -I r-1 ri r -i .-1 r -I ri -1 ri -1 r -i ri ri r -i r -i H 0 0, 0 Ci C�' 2.060 0.000 1.54 0.59 0.46 0.207 2.230 0.000 1.56 0.63 0.49 0.222 2.400 0.000 1.57 0.68 0.52 0.237 2.570 0.000 1.59 0.72 0.56 0.251 2.740 0.000 1.60 0.76 0.59 0.265 2.910 0.000 1.62 0.80 0.62 0.279 3.080 0.000 1.63 0.84 0.65 0.293 3.250 0.000 1.65 0.88 0.68 0.306 3.420 0.000 1.66 0.91 0.72 0.320 3.590 0.000 1.68 0.95 0.75 0.333 3.760 0.000 1.69 0.99 0.77 0.345 3.930 0.000 1.71 1.01 0.89 0.357 4.100 0.000 1.72 1.02 1.12 0.365 4.270 0.000 1.74 1.02 1.32 0.371 4.440 0.000 1.75 1.03 1.46 0.375 4.610 0.000 1.78 1.03 1.56 0.378 4.780 0.000 1.79 1.03 1.64 0.381 4.950 0.000 1.81 1.03 1.69 0.382 5.120 0.000 1.83 1.04 1.73 0.384 5.290 0.000 1.85 1.04 1.77 0.385 5.460 0.000 1.86 1.04 1.80 0.386 5.630 0.000 1.89 1.04 1.82 0.387 5.800 0.000 1.90 1.04 1.85 0.387 5.970 0.000 1.93 1.04 1.87 0.388 6.140 0.000 1.95 1.04 1.89 0.389 6.310 0.000 1.98 1.04 1.92 0.390 6.480 0.000 1.99 1.04 1.94 0.391 6.650 0.000 2.02 1.04 1.96 0.391 6.820 0.000 2.04 1.04 1.98 0.392 6.990 0.000 2.07 1.05 2.01 0.393 7.160 0.000 2.08 1.05 2.03 0.394 7.330 0.000 2.12 1.05 2.05 0.395 7.500 0.000 2.14 1.05 2.08 0.396 7.670 0.000 2.17 1.05 2.10 0.397 7.840 0.000 2.19 1.05 2.13 0.397 8.010 0.000 2.23 1.05 2.16 0.398 8.180 0.000 2.25 1.05 2.18 0.399 8.350 0.000 2.29 1.05 2.21 0.400 8.520 0.000 2.31 1.05 2.24 0.401 8.690 0.000 2.35 1.06 2.27 0.402 8.860 0.000 2.37 1.06 2.30 0.404 9.030 0.000 2.42 1.06 2.33 0.405 9.200 0.000 2.44 1.06 2.36 0.406 9.370 0.000 2.49 1.06 2.40 0.407 9.540 0.000 2.52 1.06 2.43 0.408 9.710 0.000 2.57 1.06 2.47 0.410 9.880 0.000 2.59 1.06 2.51 0.411 10.050 0.000 2.65 1.07 2.54 0.412 10.220 0.000 2.68 1.07 2.58 0.414 10.390 0.000 2.74 1.07 2.63 0.415 10.560 0.000 2.77 1.07 2.67 0.417 10.730 0.000 2.84 1.07 2.71 0.419 10.900 0.000 2.87 1.07 2.76 0.420 11.070 0.000 2.94 1.08 2.81 0.422 11.240 0.000 2.98 1.08 2.86 0.424 11.410 0.000 3.06 1.08 2.91 0.426 11.580 0.000 3.10 1.08 2.97 0.428 11.750 0.000 3.19 1.08 3.03 0.430 11.920 0.000 3.24 1.09 3.09 0.432 12.090 0.000 3.13 1.09 3.12 0.432 12.260 0.000 2.68 1.08 3.05 0.427 12.430 0.000 2.79 1.08 2.94 0.425 12.600 0.000 2.86 1.08 2.90 0.424 12.770 0.000 2.99 1.08 2.91 0.425 12.940 0.000 3.06 1.08 2.95 0.427 13.110 0.000 3.22 1.08 3.01 0.430 13.280 0.000 3.30 1.09 3.10 0.433 HP 13.450 0.000 3.49 1.09 3.20 0.437 13.620 0.000 3.59 1.10 3.31 0.441 13.790 0.000- 3.82 1.10 3.44 0.446 13.960 0.000 3.94 1.11 3.59 0.451 14.130 0.000 4.26 1.11 3.76 0.458 14.300 0.000 4.43 1.12 3.95 0.465 14.470 0.000 4.80 1.13 4.17 0.474 14.640 0.000 5.01 1.14 4.41 0.482 14.810 0.000 5.51 1.15 4.70 0.493 14.980 0.000 5.82 1.16 5.02 0.505 15.150 0.000 6.57 1.18 5.41 0.521 15.320 0.000 7.06 1.20 5.87 0.538 15.490 0.000 7.56 1.22 6.35 0.555 15.660 0.000 8.43 1.24 6.90 0.576 15.830 0.000 11.98 1.30 7.99 0.632 16.000 0.000 16.30 1.39 10.03 0.720 !M 16.170 0.000 44.59 1.81 16.80 1.111 to 16.340 0.000 9.83 1.65 20.25 0.964 16.510 0.000 7.65 1.52 16.44 0.841 16.680 0.000 6.17 1.42 13.28 0.741 10 16.850 0.000 5.25 1.33 10.77 0.663 17.020 0.000 4.61 1.27 8.83 0.604 v 17.190 0.000 4.08 1.22 7.34 0.558 17.360 0.000 3.70 1.18 6.20 0.523 17.530 0.000 3.39 1.16 5.32 0.496 17.700 0.000 3.14 1.13 4.64 0.475 17.870 0.000 2.92 1.12 4.10 0.458 18.040 0.000 2.73 1.10 3.68 0.445 18.210 0.000 3.28 1.10 3.46 0.443 18.380 0.000 3.15 1.10 3.38 0.439 18.550 0.000 3.02 1.09 3.28 0.436 18.720 0.000 2.91 1.09 3.18 0.432 18.890 0.000 2.80 1.08 3.07 0.428 19.060 0.000 2.71 1.08 2.97 0.425 L 19.230 0.000 2.62 1.08 2.87 0.421 19.400 0.000 2.54 1.07 2.77 0.418 19.570 0.000 2.47 1.07 2.68 0.415 19.740 0.000 2.39 1.07 2.60 0.412 19.910 0.000 2.33 1.06 2.52 0.409 20.080 0.000 2.27 1.06 2.45 0.407 20.250 0.000 2.21 1.06 2.38 0.405 20.420 0.000 2.15 1.06 2.31 0.402 20.590 0.000 2.10 1.05 2.25 0.400 20.760 0.000 2.05 1.05 2.19 0.398 20.930 0.000 2.01 1.05 2.14 0.396 21.100 0.000 1.96 1.05 2.09 0.395 21.270 0.000 1.92 1.05 2.04 0.393 21.440 0.000 1.88 1.04 1.99 0.391 21.610 0.000 1.84 1.04 1.95 0.390 21.780 0.000 1.80 1.04 1.90 0.388 21.950 0.000 1.77 1.04 1.86 0.387 22.120 0.000 1.73 1.04 1.83 0.386 22.290 0.000 1.70 1.04 1.79 0.384 22.460 0.000 1.67 1.04 1.75 0.383 22.630 0.000 1.64 1.03 1.72 0.382 22.800 0.000 1.61 1.03 1.69 0.381 22.970 0.000 1.58 1.03 1.66 0.380 23.140 0.000 1.55 1.03 1.62 0.379 23.310 0.000 1.52 1.03 1.60 0.378 23.480 0.000 1.50 1.03 1.57 0.377 23.650 0.000 1.47 1.03 1.54 0.376 23.820 0.000 1.45 1.03 1.51 0.375 23.990 0.000 1.43 1.03 1.49 0.374 24.160 0.000 1.41 1.02 1.46 0.373 24.330 0.000 0.00 1.01 1.21 0.356 E SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2004 Advanced Engineering Software (aes) 6 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 16724 UNIT HYDROGRAPH r 10-YEAR ---------------------------------------------------------------------------- L� RATIONAL METHOD CALIBRATION COEFFICIENT = 0.80 TOTAL CATCHMENT AREA(ACRES) = 17.30 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.090 LOW LOSS FRACTION = 0.510 TIME OF CONCENTRATION(MIN.) = 10.30 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) = 0.32 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.74 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.02 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.82 6 -HOUR POINT RAINFALL VALUE(INCHES) = 2.63 A 24-HOUR POINT RAINFALL VALUE(INCHES) = 5.87 IM ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 4.36 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 4.11 TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) (CFS) ------------------------------------------------------------ -------- -------- 0.03 0.0000 0.00 Q 0.21 0.0068 0.96 Q 0.38 0.0205 0.97 Q 0.55 0.0343 0.97 Q 0.72 0.0481 0.98 Q 0.89 0.0619 0.98 Q 1.06 0.0759 0.99 Q 1.24 0.0899 0.99 Q 1.41 0.1040 1.00 Q 1.58 0.1181 1.00 Q 1.75 0.1323 1.01 Q 1.92 0.1466 1.01 Q 2.09 0.1610 1.02 Q 2.27 0.1754 1.02 Q 2.44 0.1899 1.03 Q 2.61 0.2045 1.03 Q 2.78 0.2192 1.04 Q 2.95 0.2339 1.04 Q 3.12 0.2487 1.05 Q L� S aaaaaaaaaaaaaaaa aaaa aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa ................................................................... 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M. c 4 4 . cT r -I ri r -I .-I ri ri ri ri r1 H ri ri H ri H H .-i ri ri ri 1-1 H .--I r -I -A ri r-1 - ----------- FLOW-THROUGH DETENTION BASIN MODEL 14.80 1.9182 4.15 Q 14.97 1.9787 4.39 Q 15.14 2.0452 4.98 Q I 15.31 2.1185 5.36 Q 15.48 2.1967 5.66 Q 15.66 2.2813 6.27 Q 15.83 2.3911 9.20 Q• 16.00 2.5458 12.61 Q 16.17 2.8831 34.93 Q irl 16.34 3.1832 7.37 Q 16.52 3.2768 5.82 Q 16.69 3.3512 4.66 Q 16.86 3.4122 3.94 Q �r 17.03 3.4645 3.44 Q 17.20 3.5109 3.10 Q 17.37 3.5527 2.80 Q 17.55 3.5908 2.56 Q 17.72 3.6257 2.36 Q 17.89 3.6579 2.19 Q 18.06 3.6880 2.04 Q 18.23 3.7181 2.20 Q 18.40 3.7485 2.09 Q 18.58 3.7775 1.99 Q 18.75 3.8051 1.90 Q 18.92 3.8314 1.82 Q 19.09 3.8566 1.74 Q 19.26 3.8808 1.67 Q 19.43 3.9040 1.60 Q �., 19.61 3.9264 1.54 Q 19.78 3.9479 1.49 Q 19.95 3.9686 1.43 Q 20.12 3.9886 1.39 Q 20.29 4.0079 1.34 Q 20.46 4.0266 1.30 Q 20.64 4.0447 1.25 Q 20.81 4.0622 1.21 Q 20.98 4.0792 1.19 Q PM 21.15 4.0959 1.17 Q 21.32 4.1124 1.15 Q 21.49 4.1287 1.14 Q- 21.67 4.1447 1.12 Q 21.84 4.1605 1.11 Q 22.01 4.1762 1.09 Q 22.18 4.1916 1.08 Q 22.35 4.2069 1.07 Q 22.52 4.2219 1.06 Q 22.69 4.2368 1.04 Q 22.87 4.2516 1.03 Q 23.04 4.2662 1.02 Q 23.21 4.2806 1.01 Q 23.38 4.2949 1.00 Q 23.55 4.3090 0.99 Q 23.73 4.3231 0.98 Q 23.90 24.07 4.3369 4.3507 0.97 0.96 Q Q 24.24 ---------------------------------------------------------------------------- 4.3575 0.00 Q Problem Descriptions: TRACT 16724 UNIT HYDROGRAPH 10 -YEAR - ----------- FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 10.300 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW I I i V effective depth ------------- j (and volume) I I I I detention I I....V............. basin i< -->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 = 7 *BASIN -DEPTH STORAGE OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) 0.000 0.000 0.000** 1.000 0.350 0.800* * 2.000 1.290 27.400** 3.000 2.720 35.300* * 4.000 4.510 43.200** 5.000 6.500 49.900* * 6.000 8.620 55.700** ---------------------------------------------------------------------------- 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 0.34433 0.35567 3 2.00 1.09563 1.48437 4 3.00 2.46959 2.97041 5 4.00 4.20355 4.81645 6 5.00 6.14603 6.85397 7 6.00 8.22488 9.01512 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. TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.035 0.000 0.00 0.00 0.00 0.000 0.207 0.000 0.96 0.04 0.02 0.013 0.378 0.000 0.97 0.08 0.05 0.027 0.550 0.000 0.97 0.11 0.08 0.039 0.722 0.000 0.98 0.15 0.10 0.052 0.893 0.000 0.98 0.18 0.13 0.064 1.065 0.000 0.99 0.22 0.16 0.075 1.237 0.000 0.99 0.25 0.19 0.087 1.408 0.000 1.00 0.28 0.21 0.098 1.580 0.000 1.00 0.31 0.24 0.109 1.752 0.000 1.01 0.34 0.26 0.119 1.923 0.000 1.01 0.37 0.28 0.130 2.095 0.000 1.02 0.40 0.31 0.140 2.267 0.000 1.02 0.43 0.33 0.149 P H! 2.438 0.000 1.03 0.45 0.35 0.159 2.610 0.000 1.03 0.48 0.37 0.168 2.782 0.000 1.04 0.51 0.39 0.177 2.953 0.000 1.04 0.53 0.42 0.186 3.125 0.000 1.05 0.56 0.44 0.195 3.297 0.000 1.05 0.58 0.46 0.203 3.468 0.000 1.06 0.60 0.47 0.212 3.640 0.000 1.06 0.63 0.49 0.220 3.812 0.000 1.07 0.65 0.51 0.228 3.983 0.000 1.08 0.67 0.53 0.236 4.155 0.000 1.09 0.69 0.55 0.243 4.327 0.000 1.09 0.72 0.56 0.251 4.498 0.000 1.10 0.74 0.58 0.258 4.670 0.000 1.10 0.76 0.60 0.265 4.842 0.000 1.11 0.78 0.61 0.272 5.013 0.000 1.12 0.80 0.63 0.279 5.185 0.000 1.13 0.82 0.65 0.286 5.357 0.000 1.13 0.84 0.66 0.293 5.528 0.000 1.14 0.86 0.68 0.299 5.700 0.000 1.15 0.87 0.69 0.306 5.872 0.000 1.16 0.89 0.71 0.312 6.043 0.000 1.16 0.91 0.72 0.319 6.215 0.000 1.18 0.93 0.74 0.325 6.387 0.000 1.18 0.95 0.75 0.331 6.558 0.000 1.19 0.96 0.76 0.337 6.730 0.000 1.20 0.98 0.78 0.343 6.902 0.000 1.23 1.00 0.79 0.349 7.073 0.000 1.24 1.00 0.86 0.355 7.245 7.417 0.000 0.000 1.27 1.28 1.01 1.01 0.99 1.08 0.359 0.361 7.588 0.000 1.31 1.01 1.15 0.364 7.760 0.000 1.32 1.02 1.21 0.365 7.932 0.000 1.35 1.02 1.25 0.367 t; 8.103 0.000 1.37 1.02 1.29 0.368 y 8.275 0.000 1.40 1.02 1.32 0.369 8.447 0.000 1.42 1.02 1.35 0.370 8.618 0.000 1.45 1.02 1.38 0.371 8.790 0.000 1.47 1.02 1.41 0.372 8.962 0.000 1.51 1.02 1.43 0.373 9.133 0.000 1.52 1.03 1.46 0.374 9.305 0.000 1.56 1.03 1.49 0.375 I� 9.477 0.000 1.58 1.03 1.52 0.376 9.648 0.000 1.62 1.03 1.55 0.377 9.820 0.000 1.65 1.03 1.58 0.378 9.992 0.000 1.69 1.03 1.61 0.379 10.163 0.000 1.71 1.03 1.64 0.380 10.335 0.000 1.76 1.03 1.67 0.381 10.507 0.000 1.79 1.03 1.71 0.383 10.678 0.000 1.84 1.04 1.74 0.384 10.850 0.000 1.87 1.04 1.78 0.385 11.022 0.000 1.93 1.04 1.82 0.387 11.193 0.000 1.96 1.04 1.86 0.388 11.365 0.000 2.02 1.04 1.90 0.390 11.537 0.000 2.06 1.04 1.95 0.391 11.708 0.000 2.13 1.05 2.00 0.393 11.880 0.000 2.17 1.05 2.05 0.395 12.052 0.000 2.24 1.05 2.10 0.397 12.223 0.000 2.01 1.05 2.11 0.396 12.395 0.000 2.09 1.05 2.09 0.396 12.567 0.000 2.14 1.05 2.10 0.396 12.738 0.000 2.24 1.05 2.13 0.398 12.910 0.000 2.30 1.05 2.18 0.400 13.082 0.000 2.42 1.06 2.24 0.402 13.253 0.000 2.49 1.06 2.31 0.405 13.425 0.000 2.64 1.06 2.40 0.408 13.597 0.000 2.72 1.07 2.49 0.411 13.768 0.000 2.89 1.07 2.59 0.416 H! FOR, 13.940 0.000 2.99 1.07 2.71 0.420 0.425 14.112 0.000 3.20 1.08 2.84 14.283 0.000 3.30 1.08 2.98 0.429 pol 14.455 0.000 3.59 1.09 3.13 0.436 14.627 0.000 3.76 1.10 3.31 0.442 14.798 0.000 4.15 1.11 3.53 0.451 14.970 0.000 4.39 1.12 3.77 0.459 15.142 0.000 4.98 1.13 4.08 0.472 15.313 0.000 5.36 5.66 1.14 1.16 4.44 4.80 0.485 0.497 15.485 15.657 0.000 0.000 6.27 1.17 5.19 0.513 15.828 0.000 9.20 1.22 6.04 0.558 16.000 0.000 12.61 1.30 7.67 0.628 16.172 0.000 34.93 1.63 13.05 0.938 16.343 0.000 7.37 1.50 15.76 0.819 16.515 0.000 5.82 1.40 12.70 0.722 16.687 0.000 4.66 1.31 10.20 0.643 16.858 0.000 3.94 1.25 8.23 0.582 17.030 0.000 3.44 1.20 6.71 0.536 17.202 0.000 3.10 1.16 5.56 0.501 r* 17.373 0.000 2.80 1.13 4.69 0.474 17.545 0.000 2.56 1.11 4.02 0.453 17.717 0.000 2.36 1.09 3.50 0.437 17.888 0.000 2.19 1.08 3.09 0.424 18.060 0.000 2.04 1.07 2.76 0.414 18.232 0.000 2.20 1.06 2.55 0.409 18.403 0.000 2.09 1.06 2.41 0.405 18.575 0.000 1.99 1.05 2.29 0.401 18.747 0.000 1.90 1.05 2.17 0.397 18.918 0.000 1.82 1.74 1.05 1.04 2.07 1.97 0.393 0.390 19.090 19.262 0.000 0.000 1.67 1.04 1.88 0.387 19.433 0.000 1.60 1.04 1.80 0.384 19.605 0.000 1.54 1.03 1.72 0.381 19.777 0.000 1.49 1.03 1.65 0.379 19.948 0.000 1.43 1.03 1.59 0.377 20.120 0.000 1.39 1.03 1.53 0.375 20.292 0.000 1.34 1.02 1.47 0.373 20.463 0.000 1.30 1.02 1.42 0.371 20.635 0.000 1.25 1.02 1.37 0.369 20.807 0.000 1.21 1.02 1.33 0.368 20.978 0.000 1.19 1.02 1.28 0.366 21.150 0.000 1.17 1.02 1.25 0.365 21.322 0.000 1.15 1.02 1.22 0.364 21.493 0.000 1.14 1.01 1.20 0.364 21.665 0.000 1.12 1.01 1.17 0.363 21.837 0.000 1.11 1.01 1.01 1.15 1.14 0.362 0.362 22.008 0.000 1.09 22.180 0.000 1.08 1.01 1.12 0.361 22.352 0.000 1.07 1.01 1.11 0.361 22.523 0.000 1.06 1.04 1.01 1.01 1.09 1.08 0.360 0.360 22.695 22.867 0.000 0.000 1.03 1.01 1.06 0.359 23.038 0.000 1.02 1.01 1.05 0.359 23.210 0.000 0.000 1.01 1.00 1.01 1.01 1.04 1.03 0.358 0.358 23.382 23.553 0.000 0.99 1.01 1.02 0.358 23.725 0.000 0.98 1.01 1.01 0.357 23.897 0.000 0.97 1.01 1.00 0.357 24.068 0.000 0.96 1.01 0.99 0.356 24.240 0.000 0.00 0.98 0.88 0.344 --------------------------------------------------------------- J -0 �I u 0 D in 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 16724 UNIT HYDROGRAPH 2 -YEAR ------------------------------------------------------ RATIONAL METHOD CALIBRATION COEFFICIENT = 0.72 TOTAL CATCHMENT AREA(ACRES) = 17.30 Q SOIL -LOSS RATE, Fm,(INCH/HR) = 0.090 (HOURS) LOW LOSS FRACTION = 0.540 (CFS) TIME OF CONCENTRATION(MIN.) = 10.60 ---------------------------------------------------------------------------- 0.10 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED Q RETURN FREQUENCY(YEARS) = 2 0.0028 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.21 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.48 1 -HOUR POINT RAINFALL VALUE(INCHES) = 0.66 3 -HOUR POINT RAINFALL VALUE(INCHES) = 1.21 6 -HOUR POINT RAINFALL VALUE(INCHES) = 1.77 24-HOUR POINT RAINFALL VALUE(INCHES) = 3.40 ----------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 2.04 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 2.86 **************************************************************************** TIME VOLUME Q 0. 5.0 10.0 15.0 20.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.10 0.0000 0.00 Q 0.28 0.0028 0.38 Q 0.45 0.0084 0.39 Q 0.63 0.0141 0.39 Q 0.81 0.0198 0.39 Q 0.98 0.0255 0.39 Q 1.16 0.0313 0.40 Q 1.34 0.0370 0.40 Q 1.51 0.0429 0.40 Q 1.69 0.0488 0.40 Q 1.87 0.0547 0.41 Q 2.04 0.0606 0.41 Q 2.22 0.0666 0.41 Q 2.40 0.0726 0.41 Q 2.57 0.0787 0.42 Q 2.75 0.0848 0.42 Q 2.93 0.0909 0.42 Q 3.10 0.0971 0.43 Q 3.28 0.1034 0.43 Q 3.46 0.1097 0.43 Q 3.63 0.1160 0.43 Q 3.81 0.1224 0.44 Q 3.99 0.1288 0.44 Q 4.16 0.1353 0.45 Q 4.34 0.1418 0.45 Q 4.52 0.1484 0.45 Q 4.69 0.1550 0.46 Q 4.87 0.1617 0.46 Q 5.05 0.1685 0.46 Q 5.22 0.1753 0.47 Q 5.40 5.58 0.1821 0.1890 0.47 0.48 Q Q 5.75 0.1960 0.48 Q 5.93 0.2Q31 0.49 Q 6.11 0.2102 0.49 Q 6.28 0.2173 0.49 Q 6.46 0.2246 0.50 Q 6.64 0.2319 0.50 Q 6.81 0.2393 0.51 Q 6.99 0.2467 0.51 Q 7.17 0.2543 0.52 Q 7.34 0.2619 0.53 Q 7.52 0.2696 0.53 Q F" 7.70 0.2774 0.54 Q 7.87 0.2852 0.54 Q 8.05 0.2932 0.55 Q 8.23 0.3013 0.55 Q 8.40 0.3094 0.56 Q 8.58 0.3176 0.57 Q 8.76 0.3260 0.58 Q 8.93 0.3344 0.58 Q 9.11 0.3430 0.59 Q 9.29 0.3517 0.60 Q 9.46 0.3605 0.61 Q 9.64 0.3694 0.61 Q 9.82 0.3784 0.63 Q 9.99 0.3876 0.63 Q 10.17 0.3970 0.65 Q 10.35 0.4064 0.65 Q 10.52 0.4160 0.67 Q 10.70 0.4258 0.67 Q 10.88 0.4358 0.69 Q 11.05 0.4459 0.70 Q 11.23 0.4562 0.72 Q 11.41 0.4668 0.73 Q 11.58 0.4775 0.74 Q 11.76 0.4885 0.76 Q 11.94 0.4996 0.78 Q 12.11 0.5111 0.79 Q 12.29 0.5238 0.95 Q 12.47 0.5377 0.97 Q 12.64 0.5523 1.03 Q 12.82 13.00 0.5675 0.5835 1.06 1.13 Q Q 13.17 0.6004 1.17 Q 13.35 0.6181 1.26 Q 13.53 0.6369 1.31 Q 13.70 0.6567 1.41 Q 13.88 0.6778 1.47 Q 14.06 0.7002 1.60 Q 14.23 0.7241 1.69 Q 14.41 0.7500 1.85 Q 14.59 0.7778 1.95 Q 14.76 0.8080 2.18 Q 14.94 0.8408 2.32 Q 15.12 0.8771 2.66 Q n FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 10.600 DEAD STORAGE(AF) = 0.00 15.29 0.9176 2.88 Q 15.47 0.9603 2.98 Q 15.65 1.0051 3.16 Q 15.82 1.0633 4.81 Q. 16.00 1.1478 6.77 Q 16.18 1.3420 19.82 Q• 16.35 1.5143 3.79 Q 16.53 16.71 1.5650 1.6060 3.14 2.48 Q Q 16.88 1.6391 2.06 Q 17.06 1.6670 1.77 Q 17.24 1.6911 1.53 Q 17.41 1.7122 1.36 Q 17.59 1.7310 1.22 Q 17.77 1.7479 1.10 Q 17.94 1.7632 1.00 Q 18.12 1.7772 0.93 Q 18.30 1.7896 0.77 Q 18.47 1.8005 0.73 Q 18.65 1.8111 0.71 Q 18.83 1.8212 0.68 Q 19.00 1.8310 0.66 Q 19.18 1.8405 0.64 Q 19.36 1.8496 0.62 Q P% 19.53 1.8586 0.60 Q 19.71 1.8672 0.59 Q 19.89 1.8757 0.57 Q 20.06 1.8839 0.56 Q 20.24 20.42 1.8920 1.8999 0.54 0.53 Q Q 20.59 1.9076 0.52 Q 20.77 1.9151 0.51 Q 20.95 1.9225 0.50 Q 21.12 1.9297 0.49 Q 21.30 1.9368 0.48 Q 21.48 1.9438 0.47 Q 21.65 1.9507 0.47 Q 21.83 1.9574 0.46 Q 22.01 1.9641 0.45 •Q 22.18 1.9706 0.44 Q 22.36 1.9770 0.44 Q 22.54 1.9833 0.43 Q 22.71 1.9896 0.42 Q 22.89 1.9957 0.42 Q 23.07 2.0018 0.41 Q 23.24 2.0078 0.41 Q 23.42 2.0137 0.40 Q 23.60 2.0195 0.40 Q 23.77 2.0253 0.39 Q 23.95 24.13 2.0310 2.0366 0.39 0.38 Q Q 24.30 ---------------------------------------------------------------------------- 2.0394 0.00 Q Problem Descriptions: TRACT 16724 UNIT HYDROGRAPH 2 -YEAR FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 10.600 DEAD STORAGE(AF) = 0.00 f7 0 r^ L w Ll f] u 1 0 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 \ I I storage I basin outlet V----------- OUTFLOW DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 7 *BASIN -DEPTH STORAGE OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * 0.000 0.000 0.000** 1.000 0.350 0.800* * 2.000 1.290 27.400** 3.000 2.720 35.300* * 4.000 4.510 43.200** 5.000 6.500 49.900* * 6.000 8.620 55.700** ---------------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S-0*DT/2} {S+O*DT/2} NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 1.00 0.34416 0.35584 3 2.00 1.08997 1.49003 4 3.00 2.46230 2.97770 5 4.00 4.19463 4.82537 6 5.00 6.13572 6.86428 7 6.00 8.21337 9.02663 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. TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.100 0.000 0.00 0.00 0.00 0.000 0.277 0.000 0.38 0.02 0.01 0.006 0.453 0.000 0.39 0.03 0.02 0.011 0.630 0.000 0.39 0.05 0.03 0.016 0.807 0.000 0.39 0.06 0.04 0.021 0.983 0.000 0.39 0.07 0.05 0.026 1.160 0.000 0.40 0.09 0.07 0.031 1.337 0.000 0.40 0.10 0.08 0.036 1.513 0.000 0.40 0.11 0.09 0.040 1.690 0.000 0.40 0.13 0.10 0.045 1.867 0.000 0.41 0.14 0.11 0.049 2.043 0.000 0.41 0.15 0.12 0.053 2.220 0.000 0.41 0.16 0.13 0.057 2.397 0.000 0.41 0.18 0.14 0.062 2.573 0.000 0.42 0.19 0.15 0.066 2.750 0.000 0.42 0.20 0.15 0.069 2.927 0.000 0.42 0.21 0.16 0.073 3.103 0.000 0.43 0.22 0.17 0.077 u L8£'0 TL'T VO'T Z£'Z 000'0 OV6'VT 8L£'O £V'T £0'T 8T'Z 000'0 £9L'bT L9£'0 99£'O TT'T 98'0 ZO'T 00'T 96'T 98'T 000'0 000'0 L8S'VT OTV'VT OV£'0 9L'O L6'0 69'T 000'0 ££Z'bT LZ£'0 £L'0 £6'0 09'T 000'0 LSO'bT VT£'0 OL'0 06'0 LV'T 000'0 088'£T £0£'0 89'0 98'0 Tb'T 000'0 £OL'£T Z6Z'0 99'0 £8'0 TUT 000'0 LZ9'£T £8Z'0 V9'0 T8'0 9Z'T 000'0 09£'£T £LZ'0 Z9'0 8L'0 LT'T 000'0 £LT'£T 99Z'0 09'0 9L'0 £T'T 000'0 L66'ZT LSZ'0 89'0 bL'O 90'T 000'0 OZ8'ZT OSZ'O 99'0 ZL'0 £O'T 000'0 £V9'ZT VVZ'0 SS'O OL'0 L6'0 000'0 L9V'ZT 8£Z'O b9'0 89'0 S6'0 000'0 06Z'ZT Z£Z'0 ZS'0 99'0 6L'O 000'0 £TT'ZT 8ZZ'O Z9'0 99'0 8L'O 000'0 L£6'TT VZZ'O TS'O V9'0 9L'0 000'0 09L'TT OZZ'O OS'O £9'0 PCO 000'0 £89'TT LTZ'O 6b'0 Z9'0 £L'0 000'0 LOV'TT £TZ'0 8b'0 T9'0 ZL'0 000'0 0£Z'TT OTZ'0 8b'0 09'0 OL'O 000'0 £90'TT LOZ'0 Lb'O 69'0 69'0 000'0 LL8'OT £OZ'O 9V'0 89'0 L9'0 000'0 OOL'OT OOZ'O 9V'0 LS'0 L9'0 000'0 £ZS'OT L6T'0 9b'0 99'0 S9'0 000'0 Lb£'OT V6T'O VV'0 99'0 99'0 000'0 OLT'OT T6T'O £V'0 99'0 £9'0 000'0 £66'6 88T'0 £b'0 b9'0 £9'0 000'0 LT8'6 98T'0 Zb'0 £S'0 T9'0 000'0 Ob9'6 £8T'0 TV'0 Z9'0 T9'0 000'0 £9b'6 08T'O Tb'O TS'0 09'0 000'0 L8Z'6 LLT'O OV'0 T9'0 69'0 000'0 OTT'6 bLT'0 Ob'0 OS'O 89'0 000'0 ££6'8 ZLT'O 6£'0 6V'0 813'0 000'0 L9L'8 69T'0 8£'0 8b'0 LS'O 000'0 089'8 99T'O 8£'0 LV'0 99'0 000'0 cot, '8 £9T'O L£'0 LV'O 99'0 000'0 LZZ'8 T9T'0 9£'0 96'0 99'0 000'0 090'8 89T'0 9£'0 9V'0 b9'0 000'0 £L8'L 99T'O S£'0 bb'0 bS'O 000'0 L69'L £9T'0 9£'0 bV'0 £9'0 000'0 OZS'L OST'0 V£'0 £b'0 £S'0 000'0 £b£'L LbT'O SVT'O ££'0 ££'0 ZV'0 Tb'0 Z13'0 T9'0 000'0 000'0 L9T'L 066'9 ZbT'0 Z£'0 Tb'O T9'0 000'0 £T8'9 6£T'0 T£'0 OV'O 09'0 000'0 L£9'9 9£T'0 T£'0 6£'0 OS'0 000'0 09V'9 b£T'O 0£'0 8£'0 6b'0 000'0 £8Z'9 T£T'O 0£'0 L£'0 6b'O 000'0 LOT'9 8ZT'0 6Z'0 L£'0 6V'0 000'0 0£6'9 9ZT'0 8Z'0 9£'0 8b'0 000'0 £SL'S ZZT'0 8Z'0 S£'0 8b'0 000'0 LL13'S 6TT'O LZ'O V£'0 LV'0 000'0 OOV'9 9TT'0 9Z'0 ££'0 Lb'0 000'0 £ZZ'S £TT'0 9Z'O Z£'0 9V'0 000'0 Lb0'9 OTT'0 SZ'O Z£'0 9b'0 000'0 OL8'b LOT'0 VZ'0 T£'0 9V'0 000'0 £69'V VOT'0 £Z'0 0£'0 9V'0 000'0 LT9'b 111rrrsss TOT'O £Z'0 6Z'0 9b'0 000'0 Ob£'b 860'0 ZZ'0 8Z'0 9b'0 000'0 £9T'b V60'0 TZ'0 LZ'O Vb'O 000'0 L86'£ T60'0 OZ'0 9Z'0 bb'0 000'0 OTB'£ 880'0 OZ'0 9Z'0 £b'0 000'0 ££9'£ b80'0 T80'0 6T'O 8T'0 bZ'0 £Z'O £V'0 £V'0 000'0 000'0 LSV'£ 08Z'£ u fl �I IV 15.117 0.000 2.66 1.05 1.98 0.397 15.293 0.000 2.88 1.06 2.25 0.406 15.470 0.000 2.98 1.07 2.48 0.413 15.647 0.000 3.16 1.07 2.68 0.420 15.823 0.000 4.81 1.10 3.13 0.445 16.000 0.000 6.77 1.14 4.04 0.484 16.177 0. 0009,_82 1_ .34 7.21 0.669 16.353 16.530 0.000 0.000 3.79 3.14 1.26 1.20 8.78 6.96 0.596 0.540 16.707 0.000 2.48 1.15 5.54 0.495 16.883 0.000 2.06 1.12 4.42 0.461 17.060 0.000 1.77 1.09 3.56 0.434 17.237 0.000 1.53 1.07 2.91 0.414 17.413 0.000 1.36 1.05 2.41 0.399 17.590 0.000 1.22 1.04 2.02 0.387 17.767 0.000 1.10 1.03 1.73 0.378 17.943 0.000 1.00 1.02 1.49 0.371 ' 18.120 0.000 0.93 1.02 1.31 0.365 18.297 0.000 0.77 1.01 1.15 0.360 18.473 0.000 0.73 1.01 1.01 0.356 18.650 0.000 0.71 1.00 0.91 0.353 18.827 0.000 0.68 1.00 0.84 0.350 19.003 0.000 0.66 0.99 0.80 0.348 19.180 0.000 0.64 0.99 0.79 0.346 19.357 0.000 0.62 0.98 0.79 0.343 19.533 0.000 0.60 0.97 0.78 0.341 19.710 0.000 0.59 0.97 0.78 0.338 19.887 0.000 0.57 0.96 0.77 0.335 20.063 0.000 0.56 0.95 0.76 0.332 20.240 0.000 0.54 0.94 0.76 0.329 20.417 0.000 0.53 0.93 0.75 0.326 20.593 0.000 0.52 0.92 0.74 0.323 20.770 0.000 0.51 0.91 0.73 0.319 20.947 0.000 0.50 0.90 0.73 0.316 21.123 0.000 0.49 0.,89 0.72 0.313 21.300 0.000 0.48 0.88 0.71 0.310 21.477 0.000 0.47 0.87 0.70 0.306 P1" 21.653 0.000 0.47 0.87 0.70 0.303 21.830 0.000 0.46 0.86 0.69 0.299 22.007 0.000 0.45 0.85 0.68 0.296 22.183 0.000 0.44 0.84 0.67 0.293 22.360 0.000 0.44 0.83 0.67 0.289 22.537 0.000 0.43 0.82 0.66 0.286 22.713 0.000 0.42 0.81 0.65 0.283 22.890 0.000 0.42 0.80 0.64 0.280 23.067 0.000 0.41 0.79 0.64 0.276 23.243 0.000 0.41 0.78 0.63 0.273 23.420 0.000 0.40 0.77 0.62 0.270 23.597 0.000 0.40 0.76 0.61 0.267 23.773 0.000 0.39 0.75 0.61 0.264 23.950 0.000 0.39 0.74 0.60 0.260 24.127 0.000 0.38 0.74 0.59 0.257 24.303 0.000 0.00 0.71 0.58 0.249 �I IV STREET FLOW DEPTH CATCH BASIN SIZING CALCULATIONS 06/30/05 D-1 S�-;) �-O� t -A t A L-A LA LA LA CA UA t A g -A rm �i 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: 10:39 06/30/2005 Problem Descriptions: TRACT 16724 CB SIZING CALCULATION CB #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) = 11.70 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.60 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 8.15 06/30/05 D-2 :!- *****************:..............****** ***********i.... it HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 €t Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ------------------------------------------------------------- --TIME/DATE-OF-STUDY:-10:41-06/30/2005 1!� Problem Descriptions: TRACT 16724 CB SIZING CALCULATION CB #2 (W=41) »»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) = 3.20 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.60 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.23 0 d OM I i 60 06/30/05 D-3 -3 F HYDRAULIC ELEMENTS - I PROGRAM PACKAGE I� (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. �f 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------- TIME/DATE OF STUDY: 09:10 08/15/2005 ---------------------------------------------- Problem Descriptions: TRACT 16724 CATCH BASIN SIZING CALCULATIONS CB #3 (W=211) »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of L Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 38.50 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 18.02 6Y L E 0 e 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: 11:02 06/30/2005 Problem Descriptions:______________________________________________________ TRACT 16724 CB SIZING CALCULATION CB #4 (W=101) »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.023000 CONSTANT STREET FLOW(CFS) = 2.60 A 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: ---- ---------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.00 PRODUCT OF DEPTH&VELOCITY = 0.85 R H &. r 06/30/05 D-5 Ilr Problem Descriptions: TRACT 16724 CB SIZING CALCULATION CB #4 (W=10') »» 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) = 2.60 GUTTER FLOWDEPTH(FEET) = 0.28 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.99 0.36 1.00 0.36 1.50 0.54 2.00 0.71 2.50 0.88 3.00 1.04 3.50 1.21 4.00 1.35 4.50 1.48 5.00 1.62 5.50 1.74 6.00 1.87 6.50 1.97 7.00 2.07 7.50 2.16 8.00 2.26 8.50 2.35 9.00 2.44 9.50 2.53 9.89 2.60 06/30/05 Me, M 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 ---------------------------------------------------------------------------- 60 TIME/DATE OF STUDY: 10:59 06/30/2005 }�* Problem Descriptions: TRACT 16724 CB SIZING CALCULATION CB #5 (W=211) »»STREETFLOW MODEL INPUT INFORMATION«« 6 ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.023000 A CONSTANT STREET FLOW(CFS) = 7.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 ko 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 6W CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: --------------------------------7-------------------------------- STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 13.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.87 PRODUCT OF DEPTH&VELOCITY = 1.46 0 ��i 06/30/05 D-7 �7- 6, PM ko A A 6r 6o P" 6w 4 irr h1 Problem Descriptions: TRACT 16724 CB SIZING CALCULATION CB #5 (W=211) »»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) = 7.30 GUTTER FLOWDEPTH(FEET) = 0.38 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 2.01 1.08 2.50 1.32 3.00 1.57 3.50 1.82 4.00 2.07 4.50 2.32 5.00 2.56 5.50 2.80 6.00 3.05 6.50 3.28 7.00 3.50 7.50 3.70 8.00 3.89 8.50 4.08 9.00 4.27 9.50 4.45 10.00 4.64 10.50 4.82 11.00 4.99 11.50 5.17 12.00 5.33 12.50 5.48 13.00 5.62 13.50 5.76 14.00 5.89 14.50 6.02 15.00 6.14 15.50 6.27 16.00 6.39 16.50 6.51 17.00 6.62 17.50 6.74 18.00 6.85 18.50 6.96 19.00 7.07 19.50 7.17 20.00 7.27 20.13 7.30 06/30/05 D-8 x ! ...,� LA LA l..:sxc:ti t—j U,A t_—j tom- 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- 6-2005 Time: 3:21:25 TRACT 16724 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 Elev I Depth I Width IDia.-FTIor I.D.I 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 Dp -I- -I- I "N" -I- I X -Fall) ZR -I (Type Ch I I 1007.580 I 1408.080 I 4.120 1412.200 I 25.90 3.66 I .21 I 1412.41 .00 I 1.64 I .00 I 3.000 I I .000 .00 I 1 .0 -I- 22.430 -I- .0049 -I- -I- -I- -I- -I- .0015 -I- .03 -I- 4.12 -I- .00 1.60 -I- -I- .013 -I- .00 .00 1- PIPE 1030.010 -I- I I 1408.190 -I- I 4.044 1412.234 -I- I I 25.90 3.66 I .21 I 1412.44 .00 I 1.64 I .00 I 3.000 I I .000 .00 I 1 .0 70.690 .0050 -I- -I- -I- -I- .0015 -I- .11 -I- .00 -I- .00 1.59 -I- -I- .013 -I- .00 .00 1- PIPE 1100.700 I I 1408.540 I 3.830 1412.370 I I 25.90 3.66 I .21 I 1412.58 .00 I 1.64 I .00 I 3.000 I I .000 .00 I 1 .0 -I- 239.275 -I- .0050 -I- -I- -I- -I- -I- .0015 -I- .36 -I- 3.83 -I- .00 1.59 -I- -I- .013 -I- .00 .00 1- PIPE 1339.975 I 1409.736 I I 3.000 1412.736 I I 25.90 3.66 I .21 I 1412.94 .00 I 1.64 I .00 I 3.000 I i .000 .00 I 1 .0 -I- 71.475 -I- .0050 -I- -I- -I- -I- -I- .0014 -I- .10 -I- 3.00 -I- .00 1.59 -I- -I- .013 -I- .00 .00 1- PIPE 1411.451 I 1410.093 I I 2.721 1412.814 I I 25.90 3.84 I .23 I 1413.04 .00 I 1.64 I 1.74 I 3.000 I I .000 .00 I 1 .0 -I- 38.004 -I- .0050 -I- -I- -I- -I- -I- .0014 -I- .05 -I- 2.72 -I- .34 1.59 -I- -I- .013 -I- .00 .00 1- PIPE 1449.454 I 1410.283 I I 2.560 1412.843 I I 25.90 4.03 I .25 I 1413.10 .00 I 1.64 I 2.12 I 3.000 I I .000 .00 I 1 .0 -I- 30.616 -I- .0050 -I- -I- -I- -I- -I- .0015 -I- .05 -I- 2.56 -I- .41 1.59 -I- -I- .013 -I- .00 .00 1- PIPE 1480.071 I 1410.436 I I 2.427 1412.863 I I 25.90 4.23 I .28 I 1413.14 .00 I 1.64 I 2.36 I 3.000 I I .000 .00 I 1 .0 -I- 26.467 -I- .0050 -I- -I- -I- -I- -I- .0016 -I- .04 -I- 2.43 -I- .46 1.59 -I- -I- .013 -I- .00 .00 1- PIPE 1506.538 I 1410.568 I 2.310 I 1412.879 I I 25.90 4.43 I .31 I 1413.18 .00 I 1.64 I 2.52 I 3.000 I I .000 .00 I 1 .0 -I- 23.320 -I- .0050 -I- -I- -I- -I- -I- .0018 -I- .04 -I- 2.31 -I- .51 1.59 -I- -I- .013 -I- .00 .00 1- PIPE 1529.858 I 1410.685 I 2.205 I 1412.890 I I 25.90 4.65 I .34 I 1413.23 .00 I 1.64 I 2.65 I 3.000 I I .000 .00 I 1 .0 -I- 20.917 -I- .0050 -I- -I- -I- -I- -I- .0020 -I- .04 -I- 2.21 -I- .57 1.59 -I- -I- .013 -I- .00 .00 1- PIPE 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- 6-2005 Time: 3:21:25 TRACT 16724 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 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- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Fall) -I ZR (Type Ch I 1550.775 -I- I 1410.790 -I- 2.109 I 1412.899 I I 25.90 4.88 I .37 I 1413.27 .00 I 1.64 I 2.74 I 3.000 I I .000 .00 I 1 .0 18.988 .0050 -I- -I- -I- -I- -I- .0023 -I- .04 -I- 2.11 -I- .62 1.59 -I- -I- .013 -I- .00 .00 1- PIPE 1569.763 -I- I I 1410.884 -I- 2.020 -I- I 1412.905 -I- I I 25.90 -I- 5.12 I .41 I 1413.31 .00 I 1.64 I 2.81 I 3.000 I I .000 .00 I 1 .0 1.117 .0050 -I- -I- .0024 -I- .00 -I- 2.02 -I- .67 1.59 -I- -I- .013 -I- .00 .00 1- PIPE 1570.880 I I 1410.890 -I- 2.015 I 1412.905 I I 25.90 5.13 I .41 I 1413.31 .03 I 1.64 I 2.82 I 3.000 I I .000 .00 I 1 .0 -I- 16.488 .0051 -I- -I- -I- -I- -I- .0026 -I- .04 -I- 2.04 -I- .68 1.58 -I- -I- .013 -I- .00 .00 1- PIPE 1587.368 -I- I I 1410.974 -i- 1.932 I 1412.906 I I 25.90 5.38 I .45 I 1413.36 .03 I 1.64 I 2.87 I 3.000 I I .000 .00 I 1 .0 14.911 .0051 -I- -I- -I- -I- -I- .0029 -I- .04 -I- 1.96 -I- .73 1.58 -I- -I- .013 -I- .00 .00 1- PIPE 1602.279 I I 1411.050 1.854 I 1412.904 I I 25.90 5.64 I .49 I 1413.40 .03 I 1.64 I 2.92 I 3.000 I I .000 .00 I 1 .0 -I- 12.214 -I- .0051 -I- -I- -I- -I- -I- .0032 -I- .04 -I- 1.89 -I- .79 1.58 -I- -I- .013 -I- .00 .00 1- PIPE 1614.493 -I- I I 1411.112 -I- 1.782 -I- I 1412.894 -I- I I 25.90 5.92 I .54 I 1413.44 .04 I 1.64 I 2.95 I I 3.000 I .000 .00 I 1 .0 10.263 .0051 -I- -I- -I- .0037 -I- .04 -I- 1.82 -I- .86 1.58 -I- -I- .013 -I- .00 .00 1- PIPE 1624.756 I I 1411.164 1.713 I 1412.878 I I 25.90 6.21 I .60 I 1413.48 .04 I 1.64 i 2.97 I I 3.000 I .000 .00 I 1 .0 1.185 .0051 .0042 .00 1.75 .92 1.58 .013 .00 .00 1- PIPE 1625.941 I I 1411.170 1.648 I 1412.818 I I 25.90 6.51 I .66 I 1413.48 .04 I 1.64 I 2.99 I I 3.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 1625.941 -I- I I 1411.170 -I- 1.578 -I- I 1412.748 -I- I I 25.90 6.88 I .73 I 1413.48 .05 I 1.64 I 3.00 I I 3.000 I .000 .00 I 1 .0 15.629 .0051 -I- -I- -I- .0050 -I- .08 -I- 1.63 -I- 1.08 -I- 1.58 -I- .013 -I- .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- 6-2005 Time: 3:21:25 TRACT 16724 100 -YEAR HYDRAULICS LINE A 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 (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I 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 1641.570 I 1411.250 I I 1.589 1412.839 I I 25.90 6.81 I .72 I 1413.56 .00 I 1.64 -I- I 2.99 I 3.000 I I .000 .00 I 1 .0 -I- 42.321 -I- .0050 -I- -I- -I- -I- -I- .0050 -I- .21 -I- 1.59 1.07 -I- 1.59 -I- .013 -I- .00 .00 1- PIPE 1683.891 I 1411.460 I I 1.589 1413.050 I I 25.90 6.81 I .72 I 1413.77 .00 I 1.64 I 2.99 I 3.000 I 1 .000 .00 1 1 .0 -I- 14.029 -I- .0050 -I- -I- -I- -I- -I- .0047 -1- .07 -1- 1.59 -1- 1.07 -1- 1.59 -1- .013 -1- .00 .00 1- PIPE WALL ENTRANCE 1697.920 -I- I 1411.530 -I- I I 1.644 1413.174 -I- -I- I I 25.90 -I- 6.53 -I- I .66 -I- I 1413.84 -I- .00 -I- I 1.64 -I- I 2.99 -I- I 3.000 -I- I 1 .000 -I- .00 1 0 .0 I- FILE: A.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 9- 6-2005 Time: 3:21:17 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 3.000 CD 2 4 1 3.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16724 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 1007.580 1408.080 1 1412.200 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1030.010 1408.190 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 1100.700 1408.540 1 .013 89.999 -45.003 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1570.880 1410.890 1 .013 .000 .000 .000 1 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1641.570 1411.250 1 .013 89.999 45.003 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1697.920 1411.530 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1697.920 1411.530 2 .500 ELEMENT NO 8 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1697.920 1411.530 2 1411.530 Page 1 A. WSW Tl TRACT 16724 0 T2 100 -YEAR HYDRAULICS T3 LINE A So 1007.5801408.080 1 1412.200 R 1030.0101408.190 1 .013 .000 .000 0 R 1100.7001408.540 1 .013 -45.003 .000 0 R 1570.8801410.890 1 .013 .000 .000 1 R 1641.5701411.250 1 .013 45.003 .000 0 R 1697.9201411.530 1 .013 .000 .000 0 WE 1697.9201411.530 2 .500 SH 1697.9201411.530 2 1411.530 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 000 3.000 .000 .000 .000 .00 Q 25.900 .0 Page 1 FILE: B.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8-15-2005 Time: 9:47:19 TRACT 16724 100 -YEAR HYDRAULICS LINE B 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.E1.I Elev I Depth I Width IDia.-FTIor I.D.I 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- I "N" I X -Fall) ZR -I (Type Ch 1000.000 I I 1422.510 I 2.508 I 1425.018 I 60.36 9.56 I 1.42 i 1426.44 .00 I 2.51 I 2.22 I I 3.000 I .000 .00 I 1 .0 -I- 5.339 -I- .0041 -I- -I- -I- -I- -I- .0076 -I- .04 -I- 2.51 -i- 1.00 -I- 3.00 -I- .013 -I- .00 .00 1- PIPE 1005.339 I I 1422.532 I 2.656 1425.188 I I 60.36 9.12 I 1.29 I 1426.48 .00 I 2.51 I 1.91 I I 3.000 I .000 .00 I 1 .0 -I- 25.917 -I- .0041 -I- -I- -I- -I- -I- .0072 -I- .19 -I- 2.66 -I- .86 -I- 3.00 -I- .013 -I- .00 .00 1- PIPE 1031.255 I I 1422.637 I 2.855 1425.492 I I 60.36 8.69 I 1.17 I 1426.67 .00 I 2.51 I 1.29 I I 3.000 I .000 .00 I 1 .0 -I- 22.965 -I- .0041 -I- -I- -I- -I- -I- .0073 -I- .17 -I- 2.86 -I- .66 -I- 3.Q0 -I- .013 -I- .00 .00 1- PIPE 1 + 1054.220 1 1 1422.730 1 2.967 1425.697 1 1 60.36 8.56 1 1.14 1 1426.83 .00 1 2.51 1 .63 1 1 3.000 1 .000 .00 1 1 .0 JUNCT STR .0045 .0068 .05 2.97 .45 .013 .00 .00 PIPE B-ZI I I I I I I I I I I 1060.880 1422.760 3.436 1426.196 52.35 7.41 .85 1427.05 .00 2.35 .00 3.000 .000 .00 1 .0 -I- 23.660 -I- .0038 -I- -I- -I- -I- -I- .0062 -I- .15 -I- 3.44 -I- .00 -I- 3.00 -I- .013 -I- .00 .00 1- PIPE 1084.540 I I 1422.850 3.492 I 1426.342 I I 52.35 7.41 I .85 I 1427.19 .00 I 2.35 I .00 I i 3.000 I .000 .00 I 1 .0 -I- 34.950 -I- .0040 -I- -I- -I- -I- -I- .0062 -I- .22 -I- .00 -I- .00 -I- 3.00 -I- .013 -I- .00 .00 1- PIPE 1119.490 I I 1422.990 3.689 I 1426.679 I i 52.35 7.41 I .85 I 1427.53 .00 I 2.35 I .00 i I 3.000 I .000 .00 I 1 .0 �--3 JUNCT STR .0038 .0037 .03 .00 .00 .013 .00 .00 PIPE 1127.390 f I 1423.020 4.676 I 1427.697 I I 14.90 3.04 I .14 I 1427.84 .00 I 1.30 I .00 i I 2.500 I .000 .00 I 1 .0 -I- 27.840 -I- .0040 -I- -i- -I- -I- -I- .0013 -I- .04 -I- .00 -I- .00 -I- 1.36 -I- .013 -I- .00 .00 1- PIPE 1155.230 I I 1423.130 4.621 I 1427.751 I I 14.90 3.04 I .14 I 1427.89 .00 i 1.30 I .00 I I 2.500 I .000 .00 I 1 .0 -I- 191.440 -I- .0040 -I- -I- -I- -I- -I- .0013 -I- .25 -I- 4.62 -I- .00 -I- 1.36 -I- .013 -I- .00 .00 1- PIPE FILE: B.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 8-15-2005 Time: 9:47:19 TRACT 16724 100 _YEAR HYDRAULICS LINE B 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 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- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" -1- I X -Fall) ZR -1 IType Ch I I I I 1346.670 -I- 1423.900 4.104 1428.004 I 14.90 -I- 3.04 I .14 I 1428.15 .00 I 1.30 I .00 I 2.500 I I .000 .00 I 1 .0 4.670 -I- .0043 -I- -I- -I- -I- .0013 -I- .01 -I- 4.10 .00 -I- 1.33 -I- -I- .013 -I- .00 .00 1- PIPE 1351.340 I i 1423.920 I 4.090 1428.010 I I 14.90 3.04 I .14 I 1428.15 .00 I 1.30 I .00 I 2.500 I I .000 .00 I 1 .0 -I- 206.060 -I- .0040 -I- -I- -I- -I- -I- .0013 -I- .27 -I- 4.09 .00 -I- 1.36 -I- -I- .013 -I- .00 .00 1- PIPE 1557.400 I I 1424.740 I 3.549 I 1428.289 I 14.90 3.04 I .14 I 1428.43 .00 I 1.30 I .00 I 2.500 I I .000 .00 I 1 .0 -I- 14.970 -I- .0040 -I- -I- -I- -I- -I- .0013 -I- .02 -I- .00 .00 -I- 1.36 -I- -I- .013 -I- .00 .00 1- PIPE 1572.370 I 1424.800 I I 3.522 1428.322 I I 14.90 3.04 I .14 I 1428.47 .00 I 1.30 I .00 I 2.500 I I .000 .00 I 1 .0 '� -I- JUNCT STR -i- .0043 -I- -I- -I- -I- -I- .0020 -I- .01 -I- .00 .00 -I- -I- -I- .013 -I- .00 .00 I- PIPE 1577.040 1424.820 3.489 1428.309 11.70 3.72 .22 1428.52 .00 1.23 .00 2.000 .000 .00 1 .0 -I- 29.850 -I- .0040 -I- -i- -I- -I- -I- .0027 -i- .08 -I- .00 .00 -I- -I- 1.37 -I- .013 -I- .00 .00 1- PIPE 1606.890 I 1424.940 I I 3.477 1428.417 i I 11.70 3.72 I .22 I 1428.63 .00 I 1.23 I .00 I 2.000 I I .000 .00 I 1 .0 -I- 14.090 -I- .0043 -I- -i- -I- -I- -I- .0027 -I- .04 -I- 3.48 .00 -I- 1.34 -I- -I- .013 -I- .00 .00 1- PIPE 1620.980 I 1425.000 I I 3.454 1428.454 I I 11.70 3.72 I .22 I 1428.67 .00 I 1.23 I .00 i 2.000 I I .000 .00 I 1 .0 WALL ENTRANCE 1620.980 -I- I 1425.000 -I- I I 3.776 -I- 1428.776 -I- I I 11.70 -I- .31 -I- I .00 -I- I 1428.78 -I- .00 -I- I .35 I 10.00 -I- I 4.000 -I- -I- I I 10.000 -I- .00 I 0 .0 I- m " " " " " " " " " " " " m m m m m LA. FILE: B.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 8-15-2005 Time: 9:47:11 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 3.000 CD 2 4 1 1.500 CD 3 4 1 2.500 CD 4 2 0 .000 4.000 10.000 .00 CD 5 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16724 HEADING LINE NO 2 IS - 100 -YEAR HYDRAULICS HEADING LINE NO 3 IS - LINE B 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 1000.000 1422.510 1 1421.100 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1054.220 1422.730 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 1060.880 1422.760 1 2 2 .013 7.300 .710 1423.860 1423.690 33.000 50.000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1084.540 1422.850 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1119.490 1422.990 1 .013 43.532 -46.000 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1127.390 1423.020 3 1 0 .013 37.450 .000 1424.440 .000 40.000 .000 RADIUS ANGLE 45.115 -10.033 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1155.230 1423.130 3 .013 43.942 -36.300 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1346.670 1423.900 3 .013 .000 .000 .000 0 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1351.340 1423.920 3 .013 .000 .000 .000 0 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1557.400 1424.740 3 .013 .000 .000 .000 1 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1572.370 1424.800 3 .013 45.143 19.000 .000 0 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1577.040 1424.820 5 2 0 .013 3.200 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 1606.890 1424.940 5 .013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 1620.980 1425.000 5 .013 ELEMENT NO 15 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1620.980 1425.000 4 .500 ELEMENT NO 16 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1620.980 1425.000 4 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1425.070 .000 -38.000 .000 RADIUS ANGLE 43.423 6.162 RADIUS ANGLE ANG PT MAN H 45.007 38.000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W SELEV 1425.000 Page 1 B. WSW T1 TRACT 16724 0 T2 100 -YEAR HYDRAULICS T3 LINE B SO 1000.0001422.510 1 1421.100 R 1054.2201422.730 1 .013 .000 .000 0 3x 1060.8801422.760 1 2 2.013 7.300 0.7101423.8601423.690 33.0 50.0 .000 R 1084.5401422.850 1 .013 .000 .000 0 R 1119.4901422.990 1 .013 -46.000 .000 0 7x 1127.3901423.020 3 1 .013 37.450 1424.440 40.0 -10.033 R 1155.2301423.130 3 .013 -36.300 .000 0 R 1346.6701423.900 3 .013 .000 .000 0 R 1351.3401423.920 3 .013 .000 .000 0 R 1557.4001424.740 3 .013 .000 .000 1 R 1572.3701424.800 3 .013 19.000 .000 0 7x 1577.0401424.820 5 2 .013 3.200 1425.070 -38.0 6.162 R 1606.8901424.940 5 .013 38.000 .000 0 R 1620.9801425.000 5 .013 .000 .000 0 WE 1620.9801425.000 4 .500 SH 1620.9801425.000 4 1425.000 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 2.500 .000 .000 .000 .00 CD 4 2 0 .000 4.000 10.000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 Q 11.700 .0 Page 1 FILE: B1.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 6-30-2005 Time:10: 3: 4 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 CD 2 2 0 .000 6.500 21.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16724 HEADING LINE NO 2 IS - 100 -YEAR HYRAULICS HEADING LINE NO 3 IS - LATERAL B-1 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 106.580 1423.860 1 1425.950 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 126.550 1425.000 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 126.550 1425.000 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 126.550 1425.000 2 1425.000 06/30/05 H-10 FILE: B1.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2005 Time:10: 3:12 TRACT 16724 100 -YEAR HYRAULICS LATERAL B-1 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 Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -I- I -I- I I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- -I- I "N" I X -Fall) ZR -I (Type Ch I I I I 106.580 -I- 1423.860 -I- 2.090 -I- 1425.950 -I- I 7.30 4.13 I .26 I 1426.21 .00 I 1.05 I .00 I I 1.500 I .000 .00 I 1 .0 11.290 .0571 -I- -I- -I- .0048 -I- .05 -I- 2.09 -I- .00 .55 -I- -I- .013 -I- .00 .00 1- PIPE 117.870 -I- I I 1424.505 -I- 1.500 -I- I 1426.005 -I- I I 7.30 4.13 I .26 I 1426.27 .00 I 1.05 I .00 I I 1.500 I .000 .00 I 1 .0 .688 .0571 -I- -I- -I- .0045 -I- .00 -I- 1.50 -i- .00 .55 -I- -I- .013 -I- .00 .00 1- PIPE 118.558 I I 1424.544 1.460 I 1426.003 I I 7.30 4.16 I .27 I 1426.27 .00 I 1.05 I .49 I I 1.500 I .000 .00 I 1 .0 HYDRAULIC JUMP 118.558 -I- I I 1424.544 .731 I 1425.275 I I 7.30 8.54 I 1.13 I 1426.41 .00 I 1.05 I 1.50 I I 1.500 I .000 .00 I 1 .0 1.956 -I- .0571 -I- -I- -I- -I- -I- .0198 -I- .04 -I- .73 -I- 1.99 .55 -I- -I- .013 -I- .00 .00 1- PIPE 120.514 -I- I I 1424.655 .759 I 1425.414 I I 7.30 8.13 I 1.03 I 1426.44 .00 I 1.05 I 1.50 I I 1.500 i .000 .00 I 1 .0 1.618 -I- .0571 -I- -I- -I- -I- -I- .0174 -I- .03 -I- .76 -I- 1.85 -I- .55 -I- .013 -I- .00 .00 1- PIPE 122.132 -I- I I 1424.748 .788 I 1425.536 -I- I I 7.30 7.75 I .93 I 1426.47 .00 I 1.05 I 1.50 I I 1.500 I .000 .00 I 1 .0 1.287 -I- .0571 -I- -I- -I- -I- .0153 -I- .02 -I- .79 -I- 1.72 .55 -I- -I- .013 -I- .00 .00 1- PIPE 123.419 -I- I I 1424.821 .819 I 1425.640 -I- I I 7.30 7.39 I .85 I 1426.49 .00 I 1.05 I 1.49 I I 1.500 I .000 .00 I 1 .0 1.012 -I- .0571 -I- -I- -I- -I- .0135 -I- .01 -I- .82 -I- 1.60 -I- .55 -I- .013 -I- .00 .00 1- PIPE 124.431 -I- I I 1424.879 -I- .852 I 1425.731 -I- I I 7.30 7.04 I .77 I 1426.50 .00 I I 1.05 1.49 I I 1.500 I .000 .00 I 1 .0 .799 .0571 -I- -I- -I- -I- .0120 -I- .01 -I- .85 -I- 1.49 -I- .55 -I- .013 -I- .00 .00 1- PIPE 125.230 -I- I I 1424.925 -I- .886 -I- I 1425.811 -I- I I 7.30 -I- 6.72 I .70 I 1426.51 .00 I 1.05 I 1.48 I I 1.500 I .000 .00 I 1 .0 .595 .0571 -I- -I- .0106 -I- .01 -I- .89 -I- 1.38 -I- .55 -I- .013 -I- .00 .00 1- PIPE 06/30/05 H-11 FILE: B1.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2005 Time:10: 3:12 TRACT 16724 100 -YEAR HYRAULICS LATERAL B-1 Invert I Depth IWater I Q I Vel Vel I Energy I Super ICritical)Flow 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.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope -I- -I- I I -t- I I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- -I- NINorm Dp -I- -I- I "N" I X -Fall) ZR -I (Type Ch I 125.825 -I- I 1424.958 -I- I .922 1425.881 -I- -I- I I 7.30 6.40 I .64 I 1426.52 .00 I 1.05 I 1.46 I I I 1.500 .000 .00 I 1 .0 .417 .0571 -I- -I- -I- .0094 -I- .00 -I- .92 1.28 -I- -I- .55 -I- -I- .013 .00 .00 1- PIPE 126.242 -I- I 1424.982 I I .960 1425.942 -I- I i 7.30 6.11 I .58 I 1426.52 .00 I 1.05 I 1.44 I I I 1.500 .000 .00 I 1 .0 .239 -I- .0571 -I- -I- -I- -I- .0083 -I- .00 -I- .96 1.18 -I- -I- .55 -I- -I- .013 .00 .00 1- PIPE 126.480 I 1424.996 I I I 1.001 1425.997 I 7.30 5.82 I .53 I 1426.52 .00 I 1.05 I 1.41 I I i 1.500 .000 .00 I 1 .0 -I- .070 -I- .0571 -I- -I- -I- -I- -I- .0074 -I- .00 -I- 1.00 1.09 -I- -I- .55 -I- -I- .013 .00 .00 1- PIPE 126.550 I 1425.000 I I 1.046 1426.047 I I 7.30 5.55 I .48 I 1426.52 .00 I 1.05 I 1.38 I I I 1.500 .000 .00 I 1 .0 WALL ENTRANCE 126.550 -I- I 1425.000 -I- I I 1.804 1426.804 -I- -I- I I 7.30 -I- .19 -I- I .00 -I- I 1426.81 -I- .00 -I- I .16 I 21.00 -I- -I- I I I 6.500 21.000 -I- -I- .00 I 0 .0 I- 06/30/05 H-12 FILE: B2.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 6-30-2005 Time:10: 3:35 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 CD 2 2 0 .000 6.500 10.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16724 HEADING LINE NO 2 IS - 100 -YEAR HYRAULICS HEADING LINE NO 3 IS - LATERAL B-2 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 104.780 1423.690 1 1425.950 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 134.590 1425.000 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 134.590 1425.000 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 134.590 1425.000 2 1425.000 06/30/05 H-13 FILE: B2.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2005 Time:10: 3:43 TRACT 16724 100 -YEAR HYRAULICS LATERAL B-2 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.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 ZR -I (Type Ch I I I 104.780 1423.690 2.260 I 1425.950 I 2.60 1.47 I .03 I 1425.98 .00 I .61 I .00 I 1.500 I I .000 .00 I 1 .0 -I- 17.538 -I- .0439 -I- -I- -I- -I- -I- .0006 -I- .01 -I- 2.26 -I- .00 -I- .35 -I- .013 -I- .00 .00 1- PIPE 122.318 I I 1424.461 1.500 I I 1425.961 I 2.60 1.47 I .03 I 1425.99 .00 I .61 I .00 I 1.500 I I .000 .00 I 1 .0 -I- 3.124 -I- .0439 -I- -i- -I- -I- -I- .0006 -I- .00 -I- 1.50 -I- .00 -I- .35 -I- .013 -I- .00 .00 1- PIPE 125.443 -I- I 1424.598 -I- I 1.360 -I- I I 1425.958 -I- I 2.60 1.54 -I- I .04 I 1426.00 .00 I .61 I .87 I 1.500 I I .000 .00 I 1 .0 1.758 .0439 -I- -I- .0006 -I- .00 -I- 1.36 -I- .20 -I- .35 -I- .013 -I- .00 .00 1- PIPE 127.201 I 1424.675 I 1.280 I I 1425.955 I 2.60 1.62 I .04 I 1426.00 .00 I .61 I 1.06 I 1.500 i I .000 .00 I 1 .0 -I- 1.452 -I- .0439 -I- -I- -I- -I- -I- .0006 -I- .00 -t- 1.28 -I- .23 -I- .35 -I- .013 -I- .00 .00 1- PIPE 128.653 I 1424.739 I 1.213 I I 1425.952 I 2.60 1.70 I .04 I 1426.00 .00 I .61 I 1.18 I 1.500 I I .000 .00 I 1 .0 -I- 1.237 -I- .0439 -I- -I- -I- -I- -I- .0007 -I- .00 -I- 1.21 -I- .26 -I- .35 -I- .013 -I- .00 .00 1- PIPE 129.890 I I 1424.793 1.155 I I 1425.949 I 2.60 1.78 I .05 I 1426.00 .00 I .61 I 1.26 I 1.500 I I .000 .00 I 1 .0 -I- 1.113 -I- .0439 -I- -I- -I- -I- -I- .0007 -I- .00 -i- 1.16 -I- .29 -I- .35 -I- .013 -I- .00 .00 1- PIPE 131.002 I 1424.842 I 1.102 I I 1425.944 I 2.60 1.87 I .05 I 1426.00 .00 I .61 I 1.32 I 1.500 I I .000 .00 I 1 .0 -I- .987 -I- .0439 -I- -I- -I- -I- -I- .0008 -I- .00 -I- 1.10 -I- .32 -I- .35 -I- .013 -I- .00 .00 1- PIPE 131.990 I 1424.886 I 1.054 I I 1425.940 i 2.60 1.96 I .06 I 1426.00 .00 I .61 I 1.37 I 1.500 i I .000 .00 I 1 .0 -I- .884 -I- .0439 -I- -I- -I- -I- -I- .0009 -I- .00 -I- 1.05 -I- .35 -I- .35 -I- .013 -I- .00 .00 1- PIPE 132.874 -I- I 1424.925 -I- I 1.010 -I- I I 1425.935 -I- I 2.60 -I- 2.05 -I- I .07 t 1426.00 .00 I .61 I 1.41 I 1.500 I I .000 .00 I 1 .0 .826 .0439 -I- .0010 -I- .00 -I- 1.01 -I- .38 -I- .35 -I- .013 -I- .00 .00 1- PIPE 06/30/05 H-14 FILE: B2.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2005 Time:10: 3:43 TRACT 16724 100 -YEAR HYRAULICS LATERAL B-2 I Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/1Base Wtl INo Wth Station I Elev I (FT) 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- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- -I- I "N" I X -Fall) ZR -I (Type Ch I I 133.700 I 1424.961 .968 I 1425.929 I 2.60 2.15 I .07 I 1426.00 .00 I I .61 1.44 I I I 1.500 .000 .00 I 1 .0 -I- .743 -I- .0439 -I- -I- -I- -I- -I- .0012 -I- .00 -I- .97 -I- .41 -I- .35 -I- -I- .013 .00 .00 1- PIPE 134.443 I I 1424.994 .929 I I 1425.923 I 2.60 2.26 I .08 I 1426.00 .00 I I .61 1.46 I I I 1.500 .000 .00 I 1 .0 -I- .147 -I- .0439 -I- -I- -I- -I- -I- .0012 -I- .00 -I- .93 -I- .45 -I- .35 -I- -I- .013 .00 .00 1- PIPE 134.590 I I 1425.000 .921 I I 1425.922 I 2.60 2.28 I .08 I 1426.00 .00 I I .61 1.46 I I I 1.500 .000 .00 I 1 .0 WALL ENTRANCE 134.590 -I- I I 1425.000 -I- 1.068 -I- I I 1426.068 -I- I 2.60 -I- .24 -I- I .00 -I- I 1426.07 -I- .00 -I- I I .13 -I- 10.00 -I- I I i 6.500 10.000 -I- -I- .00 I 0 .0 I- 06/30/05 H-15 FILE: B3.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 6-30-2005 Time:10: 4: 7 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 3.000 CD 2 2 0 .000 4.300 21.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16724 HEADING LINE NO 2 IS - 100 -YEAR HYRAULICS HEADING LINE NO 3 IS - LATERAL B-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 106.180 1424.440 1 1427.200 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 118.000 1427.230 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 147.540 1427.350 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 147.540 1427.350 2 .500 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 147.540 1427.350 2 1427.350 06/30/05 H-16 FILE: B3.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2005 Time:10: 4:15 TRACT 16724 100 -YEAR HYRAULICS LATERAL B-3 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 -I- (FT) -I- I Elev -I- (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip L/Elem 1Ch Slope 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 106.180 I I 1424.440 1.108 I I 1425.548 I 39.80 16.77 I 4.37 I 1429.92 .00 I I 2.05 2.90 i 3.000 i I .000 .00 I 1 .0 -I- .519 -I- .2360 -I- -I- -I- -I- -I- .0413 -I- .02 -I- 1.11 -I- 3.26 -I- .71 -I- .013 -I- .00 .00 1- PIPE 106.699 I I 1424.562 1.119 I I 1425.682 -I- I 39.80 -I- 16.55 I 4.25 I 1429.93 .00 I I 2.05 2.90 I 3.000 I I .000 .00 I 1 .0 -I- 1.751 -i- .2360 -I- -I- -I- .0380 -I- .07 -I- 1.12 -I- 3.20 -I- .71 -I- .013 -I- .00 .00 1- PIPE 108.450 I I 1424.976 1.159 I I 1426.135 I 39.80 15.78 I 3.87 I 1430.00 .00 I I 2.05 2.92 I 3.000 I I .000 .00 I 1 .0 -I- 1.527 -I- .2360 -I- -I- -I- -I- -I- .0334 -I- .05 -I- 1.16 -I- 2.99 -I- .71 -I- .013 -I- .00 .00 1- PIPE 109.977 I I 1425.336 1.201 I I 1426.537 I 39.80 15.05 I 3.52 I 1430.05 .00 I 2.05 I 2.94 I 3.000 I I .000 .00 I 1 .0 -I- 1.333 -I- .2360 -I- -I- -I- -I- -I- .0293 -I- .04 -I- 1.20 -I- 2.80 -I- .71 -I- .013 -I- .00 .00 1- PIPE 111.310 I I 1425.651 1.245 I I 1426.896 I 39.80 14.35 I 3.20 I 1430.09 .00 I I 2.05 2.96 I 3.000 I I .000 .00 I 1 .0 -I- 1.162 -I- .2360 -I- -I- -I- -I- -I- .0257 -I- .03 -I- 1.25 -I- 2.61 -I- .71 -I- .013 -i- .00 .00 1- PIPE 112.472 I I 1425.925 1.291 I I 1427.216 I 39.80 13.68 I 2.91 I 1430.12 .00 I I 2.05 2.97 I 3.000 I I .000 .00 1 1 .0 -I- 1.017 -I- .2360 -I- -I- -I- -I- -I- .0226 -I- .02 -I- 1.29 -I- 2.44 -I- .71 -I- .013 -I- .00 .00 1- PIPE 113.489 I I 1426.165 1.338 I I 1427.503 I 39.80 13.04 I 2.64 I 1430.14 .00 I I 2.05 2.98 I 3.000 I I .000 .00 I 1 .0 -I- .879 -I- .2360 -I- -I- -I- -I- -I- .0198 -I- .02 -I- 1.34 -I- 2.27 -I- .71 -i- .013 -I- .00 .00 1- PIPE 114.368 I I 1426.373 1.386 I I 1427.761 I 39.80 12.43 I 2.40 I 1430.16 .00 I I 2.05 2.99 I 3.000 I I .000 .00 I 1 .0 -I- .761 -I- .2360 -I- -I- -I- -I- -I- .0175 -I- .01 -I- 1.39 -I- 2.12 -I- .71 -I- .013 -I- .00 .00 1- PIPE 115.129 I I 1426.552 1.440 I I 1427.992 I 39.80 11.86 I 2.18 I 1430.17 .00 I I 2.05 3.00 I 3.000 I I .000 .00 I 1 .0 -I- .650 -I- .2360 -I- -I- -I- -I- -I- .0154 -I- .01 -I- 1.44 -I- 1.97 -I- .71 -I- .013 -I- .00 .00 1- PIPE 06/30/05 H-17 FILE: B3.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2005 Time:10: 4:15 TRACT 16724 100 -YEAR HYRAULICS LATERAL B-3 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/)Base Wt) 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.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -I- I -I- I I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X -Falls ZR -I (Type Ch I I 115.779 I 1426.706 1.495 I 1428.201 I 39.80 11.30 I 1.98 I 1430.18 .00 I 2.05 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- .554 -I- .2360 -I- -I- -I- -I- -I- .0135 -I- .01 -I- 1.50 -I- 1.84 .71 -I- -I- .013 -I- .00 .00 1- PIPE 116.333 I I 1426.837 1.552 I 1428.389 I I 39.80 10.78 I 1.80 I 1430.19 .00 I 2.05 I 3.00 I 3.000 I I .000 .00 I 1 .0 -I- .459 -I- .2360 -I- -I- -I- -I- -I- .0119 -I- .01 -I- 1.55 -I- 1.71 .71 -I- -I- .013 -I- .00 .00 1- PIPE 116.793 I I 1426.945 1.613 I 1426.558 I I 39.80 10.28 I 1.64 I 1430.20 .00 I 2.05 I 2.99 I 3.000 I I .000 .00 I 1 .0 -I- .382 -I- .2360 -I- -I- -I- -I- -I- .0105 -I- .00 -I- 1.61 -I- 1.59 .71 -I- -I- .013 -I- .00 .00 1- PIPE 117.174 I I 1427.035 1.676 I 1428.711 I I 39.80 9.80 I 1.49 I 1430.20 .00 I 2.05 I 2.98 I 3.000 I I .000 .00 t 1 .0 -I- .302 -I- .2360 -I- -I- -I- -I- -I- .0093 -I- .00 -I- 1.68 -I- 1.48 .71 -I- -I- .013 -I- .00 .00 1- PIPE 117.476 I I 1427.106 1.743 I 1428.849 I I 39.80 9.34 I 1.36 I 1430.20 .00 I 2.05 I 2.96 I 3.000 I I .000 .00 I 1 .0 -I- .234 -I- .2360 -I- -I- -I- -I- -I- .0082 -I- .00 -I- 1.74 -I- 1.37 .71 -I- -I- .013 -I- .00 .00 1- PIPE 117.710 I I 1427.161 1.813 I 1428.975 I I 39.80 8.91 I 1.23 I 1430.21 .00 I 2.05 I 2.93 I 3.000 I I .000 .00 I 1 .0 -I- .162 -I- .2360 -I- -I- -I- -I- -I- .0073 -I- .00 -I- 1.81 -I- 1.27 -I- .71 -I- .013 -I- .00 .00 1- PIPE 117.872 I I 1427.200 1.888 I 1429.088 I I 39.80 8.49 I 1.12 I 1430.21 .00 I 2.05 I 2.90 I 3.000 I I .000 .00 I 1 .0 -I- .099 -I- .2360 -I- -I- -I- -I- -I- .0064 -I- .00 -I- 1.89 -I- 1.18 .71 -I- -I- .013 -I- .00 .00 1- PIPE 117.971 I I 1427.223 1.967 I 1429.190 I I 39.80 8.10 I 1.02 I 1430.21 .00 I 2.05 I 2.85 I 3.000 i I .000 .00 I 1 .0 -I- .029 -I- .2360 -I- -I- -I- -I- -I- .0057 -I- .00 -I- 1.97 -I- 1.09 .71 -I- -I- .013 -I- .00 .00 1- PIPE 118.000 I I 1427.230 2.054 I 1429.284 I I 39.80 7.72 I .92 I 1430.21 .00 I 2.05 I 2.79 I 3.000 I I .000 .00 I 1 .0 -I- 6.801 -I- .0041 -I- -I- -I- -I- -I- .0051 -I- .03 -I- 2.05 -I- 1.00 2.30 -i- -I- .013 -I- .00 .00 1- PIPE 06/30/05 H-18 FILE: B3.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2005 Time:10: 4:15 TRACT16724 100 -YEAR HYRAULICS LATERAL B-3 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.I 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-Fa11I ZR (Type Ch i I I I I I I I I I I I I 124.801 1427.258 2.145 1429.403 39.80 7.36 .84 1430.24 .00 2.05 2.71 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- 1- 22.739 .0041 .0046 .11 2.15 .92 2.30 .013 .00 .00 PIPE I I I I I I I I I I I I I 147.540 1427.350 2.209 1429.559 39.80 7.13 .79 1430.35 .00 2.05 2.64 3.000 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 147.540 1427.350 3.516 1430.866 39.80 .54 .00 1430.87 .00 .48 21.00 4.300 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 06/30/05 H-19 �::..MEN FILE: B4.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 6-30-2005 Time:10: 4:43 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 1.500 CD 2 2 0 .000 3.300 4.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16724 HEADING LINE NO 2 IS - 100 -YEAR HYRAULICS HEADING LINE NO 3 IS - LATERAL B-4 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 103.220 1425.070 1 1428.300 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 132.990 1425.220 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 132.990 1425.220 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 132.990 1425.220 2 1425.220 06/30/05 H-20 FILE: B4.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2005 Time:10: 4:51 TRACT 16724 100 -YEAR HYRAULICS LATERAL B-4 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 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 Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I I I 103.220 1425.070 3.230 1428.300 3.20 1.81 .05 1428.35 .00 .68 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 29.770 .0050 .0009 .03 3.23 .00 .69 .013 .00 .00 PIPE I I I I I I I I I I I I I 132.990 1425.220 3.108 1428.328 3.20 1.81 .05 1428.38 .00 .68 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 132.990 1425.220 3.183 1428.403 3.20 .25 .00 1428.40 .00 .27 4.00 3.300 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 06/30/05 H-21 MADOLE & ASSOCIATES, INC. ttt Civil Engineers -Land Surveyors -Planners 10601 Church Street Suite 107 Rancho Cucamonga, CA 91730 (909)948-1311fax948-8464 Job Sheet No. 1 of 1 Calculated by: wli Date 5/18/2005 Checked by: Date Scale nts EMERGENCY SPILLWAY DESIGN CAPACITY =1,000 -YEAR PEAK FLOW RATE Q=1.35XQ1oo Q1oo= 64.3 DESIGN Q = 86.805 C.F.S. Weir Discharge Equation Q = C L H ^(3/2) Q = 86.805 C = 3.4 H = Q_5 L= 72.21224 Feet (Trapezoidal w/3:1 upstream slope) P:1692-1922\Drainage\510-05\spillway-talc-sht1.xls Printed: 7:49 AM -5/18/2005 1 of 1 26 24 22 Kel 1E 0 1E z O U w En Er 11 w 0- w w LL z 1� } U O0 11 w H X w STONE WEIGHT, IN POUNDS 5 20 60 200 600 1000 2000 4000 In nn inn Ann fin0 1500 3000 5000 0 1 2 3 4 EQUIVALENT SPHERICAL DIAMETER OF STONE, IN FEET FIGUREIIC-1. RIPRAP SIZE FOR USE DOWNSTREAM OF ENERGY DISSIPATORS FROM REFERENCE II -C-1. II -9 oor FOR 165 STONE LBS. PER WEIGHING CU. FT. 3 3 4 F- 2 0 0 1 2 3 4 EQUIVALENT SPHERICAL DIAMETER OF STONE, IN FEET FIGUREIIC-1. RIPRAP SIZE FOR USE DOWNSTREAM OF ENERGY DISSIPATORS FROM REFERENCE II -C-1. II -9 t C Z i G 1 `4 t/•lfl5 l/{'•tf h.-------------------------- Hydrau- ic Design of 'Energy Dissipators for Culverts and Channels Hydraulic Engineering Circular No. 14 f_, December 1975 s. Prspared by'the Hydraulics Branch, Bridge Division, Office of Engineering, in collaboration with the Demonstration Projects Division, Region 15, Federal Highway Administration, Washington, D.C. 20590 -�NAPTER CONTENTS PAGE l Design Concept 11 s, II Erosion Hazards II -A-1 I�F N •� � 1 Culvert Outlet Velocity III 1 1V; ;'' Flow Transitions V Outlet Scour Computation V-1 VI : Hydraulic Jump VI -1 VII Forced Hydraulic Jump Basins VII -A-1 VIII Impact Basins VIII -A-1 IX Drop Structures - IX -1 ,,- ES 1r X Stilling Wells XI Riprap Basins_;., XII Design Selection ....................................................................: :•:.... .... ::::::.:: ....: ..%' ""ray .� 4(„• a� ' Reprinted December 1978 U.S. DEPARTMENT OF TRANSPORTATION FEDERAL HIGHWAY ADMINISTRATION I Z P-714 oll W) CA IL a "I ft 14 "1 " [ 1 f [ l t. 1 t 1 t., I [ � t l t [....l ILS K.i UA FILE: citrus.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 6-30-2005 Time:10: 9:32 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 6.500 CD 2 4 1 2.000 CD 3 4 1 6.500 CD 5 1 0 .000 6.000 10.000 .000 .000 .00 CD 6 4 2 6.000 CD 7 4 1 2.000 CD 9 4 1 2.000 CD 10 4 1 6.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16724 HEADING LINE NO 2 IS - CITRUS AVENUE HYDRAULICS HEADING LINE NO 3 IS - Q100 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 995.000 1381.300 6 1393.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1064.050 1381.990 6 .013 45.000 -87.917 .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 1065.240 1382.000 6 2 0 .013 11.600 .000 1384.270 .000 30.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1085.270 1382.130 6 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1087.430 1382.210 6 2 0 .013 11.600 .000 1384.220 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1095.270 1382.470 6 .013 .000 .000 .000 0 ELEMENT NO 7 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 1117.490 1383.250 3 .013 .000 .000 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1174.700 1385.180 3 .013 .000 .000 .000 0 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1220.390 1386.730 3 .013 90.001 29.087 .000 0 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1265.030 1388.244 3 .013 .000 .000 .000 0 W S P G W PAGE NO 3 Oji ,,: A J I l_ ! WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 1300.760 1390.100 3 .013 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 1326.380 1390.670 3 .013 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 1372.080 1391.687 3 .013 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 1377.830 1391.750 3 .013 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 1633.320 1396.500 3 .013 ELEMENT NO 16 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 1635.320 1396.540 3 2 0 .013 .001 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N 1873.290 1400.990 3 .013 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N 1877.950 1401.070 3 .013 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N 2249.000 1408.210 3 .013 ELEMENT NO 20 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 2258.000 1408.400 3 2 0 .013 25.600 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT N 2302.670 1409.310 3 .013 ELEMENT NO 22 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 2311.390 1409.480 3 2 0 .013 20.000 ELEMENT NO 23 IS A REACH U/S DATA STATION INVERT SECT N 2329.000 1409.860 3 .013 ELEMENT NO 24 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 2331.000 1409.900 10 2 0 .013 20.000 ELEMENT NO 25 IS A REACH U/S DATA STATION INVERT SECT N 2789.180 1418.960 10 .013 ELEMENT NO 26 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 90.002 -29.093 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 1 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1395.100 .000 30.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 1 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1408.080 .000 45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 4 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1409.480 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1412.630 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H It �A IL.A `A " 9-11 f...1 t l I i f) f I f f f l r, -! f I twI I' i ILIA 2793.840 1419.060 10 .013 .000 .000 .000 1 ELEMENT NO 27 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3204.430 1427.290 10 .013 .000 .000 .000 0 ELEMENT NO 28 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3209.090 1427.390 10 .013 .000 .000 .000 1 ELEMENT NO 29 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 3209.090 1427.390 10 1427.390 t - J IA % A , V l l t I t l E i t i [ - l t`i t. t t l CA *It °g FILE: citrus.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2005 Time:10: 9:40 TRACT 16724 CITRUS AVENUE HYDRAULICS Q100 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.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- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I 1Type Ch I 995.000 I 1381.300 2.968 I I 1384.268 I 739.80 26.52 I 10.92 I 1395.19 2.91 I I 5.18 6.00 I 6.000 I I .000 .00 I 2 .0 -I- 29.629 -I- .0100 -I- -I- -I- -I- -I- .0331 -I- .98 -I- 5.88 -I- 2.17 -I- 4.34 -I- .013 -I- .00 .00 1- PIPE 1024.629 I I 1381.596 2.891 I I 1384.487 I 739.80 27.43 I 11.68 I 1396.17 6.00 I I 5.18 6.00 I 6.000 I I .000 .00 I 2 .0 -I- 39.421 -I- .0100 -I- -I- -I- -I- -I- .0370 -I- 1.46 -I- 6.00 -I- 2.28 -I- 4.34 -I- .013 -I- .00 .00 1- PIPE 1064.050 I I 1381.990 2.787 I I 1384.777 I 739.80 28.77 I 12.85 I 1397.63 .00 I I 5.18 5.98 I 6.000 I I .000 .00 I 2 .0 -I- JUNCT STR -I- .0084 -I- -I- -I- -I- -I- .0401 -I- .05 -I- 2.79 -I- 2.45 -I- -I- .013 -I- .00 .00 I- PIPE 1065.240 I I 1382.000 2.732 I i 1384.732 I 728.20 29.06 I 13.11 I 1397.84 .00 I I 5.15 5.98 I 6.000 I I .000 .00 I 2 .0 -I- 20.030 -I- .0065 -I- -I- -I- -I- -I- .0425 -I- .85 -I- 2.73 -I- 2.50 -I- 5.42 -I- .013 -I- .00 .00 1- PIPE 1085.270 I I 1382.130 2.672 I I 1384.802 I 728.20 29.91 I 13.89 I 1398.69 .00 I I 5.15 5.96 I 6.000 I I .000 .00 I 2 .0 -I- JUNCT STR -I- .0370 -I- -I- -I- -I- -I- .0457 -I- .10 -I- 2.67 -I- 2.61 -I- -I- .013 -I- .00 .00 I- PIPE 1087.430 I I 1382.210 2.601 I I 1384.811 I 716.60 30.49 I 14.43 I 1399.25 .00 I I 5.12 5.95 I 6.000 I I .000 .00 I 2 .0 -I- 7.840 -I- .0332 -I- -I- -I- -I- -I- .0474 -I- .37 -I- 2.60 -I- 2.70 -I- 2.87 -I- .013 -I- .00 .00 1- PIPE 1095.270 I I 1382.470 2.593 I I 1385.063 I 716.60 30.62 I 14.55 I 1399.62 .00 I I 5.12 5.94 I 6.000 I I .000 .00 I 2 .0 TRANS STR .0351 .0370 .82 2.59 2.72 .013 .00 .00 PIPE 1117.490 I I 1383.250 I 4.574 I 1387.824 I 716.60 28.72 I 12.81 I 1400.63 .00 I I 6.30 5.94 I 6.500 I I .000 .00 I 1 .0 -I- 57.210 -I- .0337 -I- -I- -I- -I- -I- .0256 -I- 1.47 -I- 4.57 -I- 2.47 -I- 4.18 -I- .013 -I- .00 .00 1- PIPE 1174.700 I I 1385.180 I 4.670 I 1389.850 I 716.60 28.08 I 12.25 I 1402.10 1.59 I I 6.30 5.85 I 6.500 I I .000 .00 I 1 .0 -I- 45.690 -i- .0339 -I- -I- -I- -I- -I- .0243 -I- 1.11 -I- 6.26 -I- 2.37 -I- 4.17 -I- .013 -I- .00 .00 1- PIPE t o ILA 6.14 &A r l I' l I l[ l [. l t" 1 r [ 1 [ 1 a rl t� f It -I FILE: citrus.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2005 Time:10: 9:40 TRACT 16724 CITRUS AVENUE HYDRAULICS Q100 I Invert I Depth I Water 1 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.I Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- -I- I -I- I I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- -I- NINorm Dp -I- -I- I "N" I X-Fall1 ZR -I (Type Ch I I I 1220.390 1386.730 4.770 I 1391.500 I 716.60 27.46 I 11.71 I 1403.21 .00 I 6.30 I 5.75 I I 6.500 I .000 .00 I 1 .0 -I- 44.640 -I- .0339 -I- -I- -I- -I- -I- .0230 -I- 1.02 -I- 4.77 2.27 -I- -I- 4.17 -I- .013 -I- .00 .00 1- PIPE I 1265.030 I 1388.244 4.896 I 1393.140 I I 716.60 26.73 I 11.09 I 1404.23 .00 I 6.30 I 5.61 I I 6.500 I .000 .00 i 1 .0 -I- 13.587 -I- .0519_ -I- -I- -I- -I- -I- .0217 -I- .29 -t- 4.90 2.15 -I- 3.63 -I- -I- .013 -I- .00 .00 1- PIPE I 1278.617 I 1388.950 5.016 I 1393.966 I I 716.60 26.08 I 10.56 I 1404.53 .00 I 6.30 I 5.46 I I 6.500 I .000 .00 I 1 .0 -I- 22.143 -I- .0519 -I- -I- -I- -I- -I- .0201 -I- .44 -I- 5.02 2.05 -I- -I- 3.63 -I- .013 -I- .00 .00 1- PIPE I 1300.760 I 1390.100 5.270 I 1395.370 i I 716.60 24.86 I 9.60 I 1404.97 .00 I 6.30 I 5.09 I I 6.500 I .000 .00 I 1 .0 -I- 25.620 -I- .0223 -I- -I- -I- -I- -I- .0189 -I- .49 -I- 5.27 1.84 -I- -I- 4.90 -I- .013 -I- .00 .00 1- PIPE I 1326.380 I 1390.670 5.306 I 1395.976 I I 716.60 24.71 I 9.48 I 1405.46 1.06 I 6.30 I 5.03 I I 6.500 I .000 .00 I 1 .0 -I- 45.700 -I- .0223 -I- -I- -I- -I- -I- .0186 -I- .85 -I- 6.37 1.81 -I- -I- 4.90 -I- .013 -I- .00 .00 1- PIPE I 1372.080 I 1391.667 5.383 I 1397.070 i I 716.60 -I- 24.39 I 9.24 I 1406.31 .00 I 6.30 I 4.90 I I 6.500 I .000 .00 I 1 .0 -I- 5.750 -I- .0110 -I- -I- -I- -I- .0184 -I- .11 -I- 5.38 1.76 -I- -I- 6.50 -I- .013 -I- .00 .00 1- PIPE I 1377.830 I 1391.750 5.362 I 1397.112 I I 716.60 24.47 I 9.30 I 1406.41 .00 I 6.30 I 4.94 I I 6.500 I .000 .00 I 1 .0 -I- 255.490 -I- .0186 -I- -I- -I- -I- -I- .0184 -I- 4.70 -I- 5.36 1.77 -I- -I- 5.34 -I- .013 -I- .00 .00 1- PIPE I 1633.320 I 1396.500 5.385 I 1401.885 I I 716.60 24.38 I 9.23 I 1411.11 .00 I 6.30 I 4.90 I I 6.500 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0200 -I- -I- -I- -I- -I- .0183 -I- .04 -I- 5.38 1.75 -I- -I- -I- .013 -I- .00 .00 I- PIPE I 1635.320 I 1396.540 5.387 I 1401.927 I I 716.60 24.37 I 9.22 I 1411.15 .00 I 6.30 I 4.90 I I 6.500 I .000 .00 I 1 .0 -I- 237.970 -I- .0187 -I- -I- -I- -I- -I- .0181 -I- 4.32 -I- 5.39 1.75 -I- -I- 5.32 -I- .013 -I- .00 .00 1- PIPE V-1 1 9-1 i 1 It I t I t i t i t i t l t I ILA IL I t i U FILE: citrus.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2005 Time:10: 9:40 TRACT 16724 CITRUS AVENUE HYDRAULICS Q100 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.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- I "N" I X -Fall) ZR -I (Type Ch I 1873.290 I I 1400.990 5.454 I 1406.444 I I 716.60 24.11 I 9.02 I 1415.47 .00 I I 6.30 4.78 I I 6.500 .000 .00 I 1 .0 -I- 4.660 -I- .0172 -I- -I- -I- -I- -I- .0180 -I- .08 -I- 5.45 -I- 1.70 -I- 5.62 -I- .013 -I- .00 .00 1- PIPE 1877.950 I I 1401.070 5.452 I 1406.522 I I 716.60 24.11 I 9.03 I 1415.55 .00 I I 6.30 4.78 I I 6.500 I .000 .00 I 1 .0 -I- 50.760 -I- .0192 -I- -I- -I- -I- -I- .0179 -I- .91 -I- 5.45 -I- 1.70 -I- 5.24 -I- .013 -I- .00 .00 1- PIPE 1928.709 I I 1402.047 5.489 I 1407.536 I I 716.60 23.97 I 8.92 I 1416.46 .00 I I 6.30 4.71 I I 6.500 I .000 .00 I 1 .0 -I- 226.306 -I- .0192 -I- -I- -I- -I- -I- .0171 -I- 3.88 -I- 5.49 -I- 1.68 -I- 5.24 -I- .013 -I- .00 .00 1- PIPE 2155.016 I I 1406.401 5.824 I 1412.226 I I 716.60 22.86 I 8.11 I 1420.34 .00 I I 6.30 3.97 I I 6.500 I .000 .00 I 1 .0 -I- 93.984 -I- .0192 -I- -I- -I- -I- -I- .0165 -I- 1.55 -I- 5.82 -i- 1.43 -I- 5.24 -I- .013 -I- .00 .00 1- PIPE 2249.000 I I 1408.210 6.302 I 1414.512 I I 716.60 21.79 I 7.37 I 1421.88 .00 I I 6.30 2.23 I I 6.500 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0211 -I- -I- -I- -I- -I- .0169 -I- .15 -I- 6.30 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 2258.000 I I 1408.400 7.278 I 1415.678 I I 691.00 20.82 I 6.73 I 1422.41 .00 I I 6.27 .00 I I 6.500 I .000 .00 I 1 .0 -I- 44.670 -I- .0204 -I- -I- -I- -I- -I- .0174 -I- .78 -I- 7.28 -I- .00 -I- 4.93 -I- .013 -I- .00 .00 1- PIPE 2302.670 I I 1409.310 7.144 I 1416.454 I I 691.00 20.82 I 6.73 I 1423.19 .00 I I 6.27 .00 I I 6.500 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0195 -I- -I- -I- -I- -I- .0169 -I- .15 -I- 7.14 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 2311.390 I I 1409.480 7.805 I 1417.285 I I 671.00 20.22 I 6.35 I 1423.63 .00 I I 6.25 .00 I I 6.500 I .000 .00 I 1 .0 -I- 17.610 -I- .0216 -I- -I- -I- -I- -I- .0164 -I- .29 -I- 7.80 -I- .00 -I- 4.69 -I- .013 -I- .00 .00 1- PIPE 2329.000 I I 1409.860 7.713 I 1417.573 I I 671.00 20.22 I 6.35 I 1423.92 .00 I I 6.25 .00 I I 6.500 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0200 -I- -I- -I- -I- -I- .0159 -I- .03 -I- 7.71 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE FILE: citrus.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2005 Time:10: 9:40 TRACT 16724 CITRUS AVENUE HYDRAULICS Q100 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.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope -I- I -I- I 1 -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 2331.000 -i- I 1409.900 I 8.366 I I 1418.266 I 651.00 19.62 I 5.98 I 1424.24 .00 I I 6.22 .00 I 6.500 I I .000 .00 I 1 .0 57.119 -I- .0198 -I- -I- -I- -I- -I- .0154 -I- .88 -I- 8.37 -I- .00 -I- 4.75 -I- .013 -I- .00 .00 1- PIPE 2388.119 I 1411.030 I 8.117 I I 1419.146 I 651.00 19.62 I 5.98 I 1425.12 .00 I I 6.22 .00 I 6.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 2388.119 I 1411.030 I 4.788 I I 1415.818 I 651.00 24.84 I 9.58 I 1425.40 .00 I I 6.22 5.73 I 6.500 I I .000 .00 I 1 .0 -I- 401.061 -I- .0198 -I- -I- -I- -I- -I- .0188 -I- 7.53 -I- 4.79 -I- 2.05 -I- 4.75 -I- .013 -I- .00 .00 1- PIPE 2789.180 -I- I 1418.960 I 4.911 I I 1423.871 I 651.00 24.20 I 9.09 I 1432.97 .00 I I 6.22 5.59 I 6.500 I I .000 .00 I 1 .0 4.660 -I- .0215 -I- -I- -I- -I- -I- .0182 -I- .08 -I- 4.91 -I- 1.94 -I- 4.59 -I- .013 -I- .00 .00 1- PIPE 2793.840 -I- I 1419.060 I 4.917 I I 1423.977 I 651.00 24.17 I 9.07 I 1433.05 .00 I I 6.22 5.58 I 6.500 I I .000 .00 I 1 .0 160.443 -I- .0200 -I- -I- -I- -I- -I- .0176 -I- 2.82 -I- 4.92 -I- 1.94 -I- 4.72 -I- .013 -I- .00 .00 1- PIPE 2954.284 I 1422.276 I 5.073 I I 1427.349 I 651.00 23.43 I 8.52 I 1435.87 .00 I I 6.22 5.38 I 6.500 I I .000 .00 I 1 .0 -I- 132.695 -I- .0200 -I- -I- -I- -I- -I- .0162 -I- 2.15 -I- 5.07 -I- 1.82 -I- 4.72 -I- .013 -I- .00 .00 1- PIPE 3086.979 I 1424.936 I 5.334 I I 1430.270 I 651.00 22.34 I 7.75 I 1438.02 .00 I I 6.22 4.99 I 6.500 I I .000 .00 I 1 .0 -I- 75.967 -I- .0200 -I- -I- -I- -I- -I- .0147 -I- 1.12 -I- 5.33 -t- 1.63 -I- 4.72 -I- .013 -I- .00 .00 1- PIPE 3162.945 I 1426.458 I 5.636 I I 1432.095 I 651.00 21.30 I 7.04 I 1439.14 .00 I I 6.22 4.41 I 6.500 I I .000 .00 I 1 .0 -I- 41.485 -I- .0200 -I- -I- -I- -I- -I- .0137 -I- .57 -I- 5.64 -I- 1.43 -I- 4.72 -I- .013 -I- .00 .00 1- PIPE 3204.430 I 1427.290 I 6.015 I I 1433.305 I 651.00 20.31 I 6.40 I 1439.71 .00 I I 6.22 3.42 I 6.500 I I .000 .00 I 1 .0 -i- 4.660 -I- .0215 -I- -I- -I- -I- -I- .0134 -I- .06 -I- 6.01 -I- 1.17 -I- 4.59 -I- .013 -I- .00 .00 1- PIPE FILE: citrus.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2005 Time:10: 9:40 TRACT 16724 CITRUS AVENUE HYDRAULICS Q100 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.-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 3209.090 1427.390 6.217 1433.607 651.00 19.92 6.16 1439.77 .00 6.22 2.65 6.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- L-A 'n PROP. 60" S'6 INT STA 23+29,8a,"'67 -S5 10+00.00 LAT 9 A=45% 8=24!' 'I wm (n 5; o ;u m C) M rr" M STA"t5t'+22-;36//__l F INT STA 23+55.85 6C SD 10+00.00 LAT 10 =89*23'43', B=24!' ► CIF3 ic I CF) 16F' WATER -EXIST. 2C WATER 4A37. IQ t\j0 + < 0 -Ti (j) i.....'.....,... IAI m CD m c� m o 70 R/W 12' 6" I I 29' CONC. -/ SIDEWALK CONC. CURE & GUTTER R/W 12' 6"5' 6.5' I 2% CONC. -' SIDEWALK CONC-CURE & GUTTER 64' 20' CL LEVEL LINE I 20' —0.01' AC PAVEMENT 2! 'A" STREET (STA.10+00 TO STA. 15+71.13) "B" STREET (5TA.10+00 TO STA. 13+68.21) "C" STREET (STA. 10+00 TO STA. 15+39.27) "D" STREET (STA. 10+00 TO STA. 11+31.96) ALLISON WAY (STA. 9+75.00 TO STA.17+42.05 ) TYPICAL SECTION TI=5.5 NOT TO SCALE 60' 18' CL LEVEL LINE 18' 0.03' AC PAVEMENT 29 ALLISON WAY (STA.17+42.05 TO STA. 21+23.J7) TYPICAL SECTION NOT TO SCALE T1=5.5 R/W 12' 6.5' 5' 6" 2% I CONC. SIDEWALK CONC. CURB & GUTTER R/W 12' I 6.5' L_6'$ 29 I �-CONC. SIDEWALK CONC. CURB & GUTTER MADoLE & ASSOCIATES, INC. TRACT 16724 CONSUONG CML ENGINEERS AND LAND PLANNERS 'W-" � G"�,AVENUE STREET SECTIONS (ON) 937-9151 t-4 SAN BERNARDINO COUNTY C A I I ISO 117 4p' R8W R 7 W- R6W *1 HYDROLOGY MANUAL REDUCED DRAWING SCALE I"= 4 MILES C?.O iSOLINES PRECIPITATION (INCHES) A — VALLEY AREA 1WHYIETALS Xi — 2 YEAR 6 HOUR "sn 01i u &" $a" ArL" 2. W3 W40PM rf FL24 600111116 " "a a& M NaL 1W 9TI it i, I TTLE.M'aI, •or LUCERNE —T4N—II R7W R6W 4 w 1 41 4— R2W _RIw VALLEY 4- - R2E 1E I -A — HEf1I ill — 00 -- -- — 11 45* — I — __' — I — -4 T4N _4 t - __T J T N...... . A —4 WEST MIT A, Uc � 7 COLT N i Il j 2.6 __:T N RE NDS O tP L T Ell, 1 RAT, e, OMNI TENT �1 2 T77 'k, A 7: pf 2. Ti DIM* RZE II s + L f34.00' 4 ♦ 1 LEI 1 ERSI E P 1 34 1., 1 1 rT__1 .4 MT N NT 4 j 2.2 R WR3 4 .41 - R2W --T/•`Y f__ L.AWROW AD RDI - Q —I — — N L. $.0 TL f34 1-5 %, - I — "All j 1z EIIWIII 4 cuCAY Wsit" IMLD 4- Is —4 r -T i L — T244 Y � -j- 4 t-4 SAN BERNARDINO COUNTY C A I I ISO 117 4p' R8W R 7 W- R6W *1 HYDROLOGY MANUAL REDUCED DRAWING SCALE I"= 4 MILES C?.O iSOLINES PRECIPITATION (INCHES) A — VALLEY AREA 1WHYIETALS Xi — 2 YEAR 6 HOUR "sn 01i u &" $a" ArL" 2. W3 W40PM rf FL24 600111116 " "a a& M NaL 1W 9TI it i, I TTLE.M'aI, •or FLATS Tia N 4, frt _4 ee J N...... . A Uc COLT N i Il j 2.6 __:T N RE NDS O tP L Ell, 1 OMNI TENT 'k, SAM DIM* RZE II s + L f34.00' 1 ERSI E P .4 j R WR3 R2W 1 t-4 SAN BERNARDINO COUNTY C A I I ISO 117 4p' R8W R 7 W- R6W *1 HYDROLOGY MANUAL REDUCED DRAWING SCALE I"= 4 MILES C?.O iSOLINES PRECIPITATION (INCHES) A — VALLEY AREA 1WHYIETALS Xi — 2 YEAR 6 HOUR "sn 01i u &" $a" ArL" 2. W3 W40PM rf FL24 600111116 " "a a& M NaL 1W 9TI it i, I LEY 4- f 1 4— W R W RIW 12 --,--R I E R2E o. 1 .5— II . ..... .. T -T d 0 I— T tll1 4- --4 RAT'LESN ,4 T3I -X— F F 5.51. IL —j 1 4.51 MT SAN ANTONIO 7.0 L i — 4- J IN Dto N LIE FOA L E J —c-4 N KM L o c:uc MONGA Now j LLEY A� i to I INN ?1171 f5.0 4 — — A. .0 J. 4:5 TIN — IN 4 9 -t.511 —+ —I --T 4— AL TA 3 ( ". 8 _ .rf -y"'�i — Jl -3.0 \ el- -- --I - h 5 ARM Le 7 7- V UPLAND' I- T.. . H "t. 7 A. ALT t + to Ic ANA 4 ILM A -1-4— F 0 TANA, WASH 4-- rmrc - -:- '! All. mom TIS COLT O N TAR 10 X1 • RIEDLA t -t- 5A 5.0 q ....... .... 3.0 'Vj TIEFIFIft + _ - — — - •' _ �— — , 1 I - 1 — \ lIP41 KWA K, --11'---R I E R2E 'N 7T-- A - RI K couqf-v a.m -oo' T2S ddl 3. T -4- — - - - . - A -- - 4 --; r I 7 4- to .vt 3.0 W R2W 'RI SAN BERNARDINO C -7 + t FLOOD CONTROL Oil T t 1 5W REDUCED DRAWING VALLEY AREA IFL ADO TR ISOMYETALS o�- SCALE I"= 4 MILES T Y2 2 YEAR 24 HOUR 7 I DAM "m ON ""& -4 SAN BERNARDINO COUNTY t c A 1.7130 APMWM illy —,,7J4�5 i I R 8 7 R6W i HYDROLOGY MANUAL G.0 ISOLINES PRECIPITATION (I"C"ES) M LUCERNE r ` VALLEY W ! R W R6W R5W/ + — + I 4W t 1— fi - - - • \ - T4N 1•I — I — - — AN uT»3Y i ! �l ,o y R2W r RIW . �` RIE •°•„ T- I R2E NESKRIA'•`r••J 1 43 -}r°»L..,,r —i r• + I 11p T4N .a • ( I WEST YIT I I o / ( �' 1 `�` • '--t 1.2 tl t I /•i; I^ I I I 's !a � I � I - IWIL•Y ,111.1 YMWRY � � ' � - I J,•r � \6C I 5 I a � 3 I 2 � i ,I �`•` I � 4, I �I : 1 ' , 1 � WLLEY A • •Y fl � 11• �_ ! r 1 _ r - I - 1 1LL . I'• I• 1 I T \ e\� t +- -� -�. RRE �4 • I r- -'� — ,� — f . 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WIR -1 3 of 12 1 1 . r — — —I 1 —i `I iRADO R5% ' ' !`• °ASiN"'"°`c REDUCED DRAWING Tis — _ _I _ 'DAMS: �- - - SCALE I"=4 MILES ' •• ` - '-°'°°,,�3'„ •�.`- - ` - = -A - SAN BERNARDINO COUNTY 10 714 5• `1* A qac - .• - - - -.R W I •, e R 7 W R6 '• .�� HYDROLOGY MANUAL •'•.••••••••••�•••••••�•�.•••••••. 11 E" ` / .8 ISOLINES PRECIPITATION (INCHES) SAN BERNARDINO COUNTY FLOOD CONTROLT VALLEY AREA ISONYETALS Y,* - 10 YEAR 1 HOUR "KD ON U.&OL, NAAA.ALAS 2, 1973 Appmom 9r ar FLOW UVRIfKaUgommu�' DATE I aCALE Fa.E N0. ORYY9. NO. 1962 1'•2MI. WIR -1 3 of 12 1.7 R8 ; R7W I R6W RSW�-- — i - 4W a' I •1 ;�; ; ! _ „`- �'• — —' — R2W - rt RIW RIE ° "�" R2E - 1.9 I I r "`• I I I I I i hS/. 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S1S ONUPA YM T[R CHINOT - R2 E + , ,°001 '+3 T2s L3 -- R4W R2W SAN KRNAROINO C -T 1 t -t FLOOO CONTROL DIS ICT -R5W AREA "°° / VALLEY REDUCED DRAWING TLS_TS 4 4 NOM T3S I% i - I ' I I DAM ''I/ - - I - - —I - j SCALE 1 = 4 MILES X3-100 YEAR 6 HOUR - t -- SAN B ER N A RD I N O COUNTY MSD ON 1LNOC am"RLAt =, �3 A nT�10 Apq"ofwWcmmn MY 'S 1 R6W I , R R6W IHYDROLOGY MANUALFIL 4. ` �.O IfOLINE3 PRECIPITATION (INC11Ef) IDan E �� o' of 1= n ate. ..a .__ VALLEY f + i8wle P7IrICLAN R 5w 1 tw I 1was R2E I—A 4 N MESPERIA T T .5 4.0 T + –4 _14 ST YIT I I 4. 3 el. 10 Is -0 _ AWLESNA 22. .9 Vd- T 2 tt 29 ~ I 6 I 25«RNI I N i r 4 4 —i 4 IL_J E�l 3a 'SAN �4,N 10 16.0 t .0I L. AMR I DWIN 41- J 71 Dry) M,r, r 0% . ..... Eftwl 13 -ST?, IN cm 0AlI I PEAK V If i ARLOAX, 7 r t A- .0 0, 112.0 12..( DAMGala • N EAE A KLO 42 :3N# 10.0 _T 4 f Bi V UPLA . N . D . Al MA V, U MA 7 .7.1 K& A -2 VA LT 11% -, ------ r CLANIMORT A 4 —FONTANAT A; + �.j(^ -4 &0 TIS TON 9 LANDt V 6.0 r -r Ol i 7.0 TIS :FIR I �0_ .0 RED T2 4 CRESTSRP _4 Ell u•ron_*1000 Y%KAl A ME. 1.t Z SRAN� IITER 1.1;� 7.0 1 i PUTT" VrTT I a' At To allAl45 R7 I f14*00 RIV!RSIDE; COUNX.N - L T J_ R IDE 17 p '..007-101 + 1 E .1—AIL' J III T ---,,\R4' W _j SAN BERNARDIT NO COUNTY _T FLOOD CONTROL DISTRIC 4.0 P ADO -R5w/CONTROL I IFLOCREDUCED DRAWING VALLEY AREA K) , RASIN T3 X4 _ IC�SOHYETALS SCALE 1 4 MILES YEAR 24 HWR BASED ON U.S.D.C., KOAA. OLAS z,r*73 C 4A SAN BER NARDINO COUNTY 4 - 14� .,7 5 WJML. FLOAUNT OIL IN em R _100_�, w R6W HYDROLOGY MANUAL 0 DISOLINES PRECIPITATION (INCHES) DATE 982 1 SCALE, I FILE Dma NO. a VL WRO-1 1 6 of 12 Em J, rfi 7 Z�I.'.e IF r. 174 A' �i. A i 77 4e. Al a. 7111- 7- j. g'. . 4 wi WELL n SAN BERNARDINO COUNTY HYDROLOGY MANUAL A z T - J, rfi 7 Z�I.'.e IF r. 174 A' �i. A i 77 4e. Al a. 7111- 7- j. g'. . 4 wi WELL n SAN BERNARDINO COUNTY HYDROLOGY MANUAL A INDEX MAP 14 rj J ..... . . . . . . VZ- 1 A.- g—j I ;rT ffR_ P-1; AL A f Lr loll B" Ik \7 V I ' A vin 7i tz i� LEGEND SOIL GROUP BOUNDARY SOIL GROUP DESIGNATION v.SCALE 1148,000 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTH WEST -A AREA C-1 C-2 SAN BERNARD COUNTY C-41 INDEX MAP 14 rj J ..... . . . . . . VZ- 1 A.- g—j I ;rT ffR_ P-1; AL A f Lr loll B" Ik \7 V I ' A vin 7i tz i� LEGEND SOIL GROUP BOUNDARY SOIL GROUP DESIGNATION v.SCALE 1148,000 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTH WEST -A AREA REQUIRED ISDn LOAD FOR REINFORCED CONCRETE PIPE LAID PER STD. DWG. 2-D 177 CASE III BEDDING DESIGN DENSITY = 120 P•C.f. = lProjection Condition ! Trench Condition — Unrestricted Trench Width T Trench Width [ O.D. + 20 inches DATA: Load factor = 1.8 Live load- I H 20 S 16 truck. NOTE: For General Notes see Sheet I. REVISIONS O[.CRVi%YI LOS ANGELES COUNTY FLOOD CONTROL DISTRICT nDtl LOAD TABLE FOR DESIGN OF REINFORCED CONCRETE PIPE OWI.. IVU. e-U[IJ. NONE DEC."70 SHEET 3 of 27 11, 24 Mgm amE^•• 0� •• �i[MM�KD6r-Effa7Ei���37F;M-, E? �F�F :•]E 7F�" F�7�i7E 1E3�3]�'7Ei�3� im � �� 0�mo■_�■i a�i��__�.nQ.m • mu��m�—mm •.. m�FF�F�7�I�1� ® •• ® aa�a���_E�7• =—���i �� aaa�aa�_• •• as • om ..1111111M.TGNIMMEM&I.. ____o__ • ��..��.I_.__.. • a� Sin •• ��____�=�a�aaaaa��aa�a� _ NAME low �m " as-�lia a �� ®- _aa��a_�■iiiii■-I��I� son l I a.::CI C a�aaa ��S::= :: N � _ICa=CC�C� aJ[F�]-• lProjection Condition ! Trench Condition — Unrestricted Trench Width T Trench Width [ O.D. + 20 inches DATA: Load factor = 1.8 Live load- I H 20 S 16 truck. NOTE: For General Notes see Sheet I. REVISIONS O[.CRVi%YI LOS ANGELES COUNTY FLOOD CONTROL DISTRICT nDtl LOAD TABLE FOR DESIGN OF REINFORCED CONCRETE PIPE OWI.. IVU. e-U[IJ. NONE DEC."70 SHEET 3 of 27 11, A J 1447.5 i448A �- --� X X 1451.4 X V a+��,. ' t x C� TREES x fl...J! X 14556 1457,6 14585 1458.7 X X 1451.4 ! S X 14565 1456.5 14585 x x x 144&6 14475 14478 1448.E 145 X X x 14478 x 1451,4 X X X 145 x 14505 x 1453.5 1453.5 Y 1451 x x 1496 x 1, s y, x 1449.3 14503 145L4 x 1450.4 x X x 4 5 1446,7 .SPH. x x 145016x x 1454,5 14556 X �AS H. x 1459,3 X X T1V FIELD X X co x 1446,7 rTRE % 1447 14 ,6 (� °p cP % 1449.6 14505 1,50.5 14 14343 x 14553 14554 X 14575 14 6 4575 14593 1447 14,62 x U%0 �`f ATE X 144 X 1449 x x L 1449.6 1 .7 14 k % 1453 X X 1 x X 14565 x 1,37 II x 1449 x X 14524 X X 14585 1445a 14505 X 1443.3 1447 x 1449.7 1450.4 x 155,4 1 .4 x x x 7S x X 14 14925 ]4545 X x r 144 1'1'1 GATE A x IMBS 14495 x x x x 14565 X x 1449,4 14495 X X 144 IM8 11 1451.5 x 1453 x 10.34.4 x 1194 % 1,954 T 14572 W Calc, X % x 1448.3 x x X 14 14535 x 1455.4 X X 1437.5 J X 1445.3 S x 1444 144 x 1448.3 X 1448.5 x 144 ^ 1449.6 X 145 X X x 1453.5 x 14 X 14563 x 1 X U x 144 o U/ TREES !44 14478 14485 COHG X 14 504 x x x 14325 X !4537 14 14 1447.3 1448.3 x 1449. 14905 x 14S3S 14545 X x 1 x 1445,4 x 1447 X 1447. X 14319 1444.4 144 1 .6 G X X X x X 14 14523 X x T CtilG GA cm, XI"1� x 1436.5 54 1448.4 ZEES •P Y, X X 14475 X x 14 X Lu x 1455,4 a / 14466 ],47 14495 0.0 X TRIS 4.4 x 1447.6 X 14 3T - x X �8 1 a x X 148 4 x 14 x 144 1,313 14535 ( 1455.4 x 14433^ x x X 1451.5 14535 x 1434, x X ��_111 14 Cay 14466 144 .4 1 82 1452,4 14535 x -lfi4E� 14dS4 x x X " 1447,6 1447.6 14485 14516 x 145 Tis 1450.6 x 14 x �- 14465 x 1 x 14 X X 1443.6 CIATIVA7ED FJEI 1 1 x X 14465 �_1447A x 144 % , 14524 EES X 14343 14345 TED FIELD x 1 1 6 x 145,46 !450.7 14524 1432,4 1,94,4 x . 1„2 REEsx 4 14455 WAOUT A U x 14476` 1657.6 X x x x !452 145 x x x 1445,6 1446,6 � x 1 x � ,4415 x 12.1 - X 14496 1q f1 x 1441.5 14425 1442.3 - - - x 1445 144 ' 14466 144 X x 144 b � x x x x 1441.7 x 14,27 _x 144 1445.6 x h 1,46 x % - { TREES -X - - - X - 5 1 x 1 X 14S - SCALE I N FEET x , x x X 1 14 = 4 .�- - e 1452,4 14520. - .aet� a 144 1 x 442 D 2 x X .SPH X x x 0 80 160 240 x 1440.7 X DIRT x 1441.5 X 55 x 1443. x &3 Y. x DIRT x X 1 1 -I IL 1{4 .6 x 14406 x 4!% I 1442,7 1 4 1 X 44 1 0 144426 14435 1 .0 5,4 714 1 x 14,33 x39 �( 14440. x x� x TREE 1 14395 X 14403 FS = 144 / .0 x x X X x 20 • a . ®a X x 1449s TR X 1439,4 x INV I 7 14433 6 MPT C3 - 14 9, 4 X 1439.9 X 1 X � 8 ® fp x / DIRT - x ! 1431,3 X Q100=- I 6J X 14423 �44�s 1,433 1447.7 X 144 14 1481.4 1,39.7 =W41X x x x X. 1439.3 5 = I N ITIA0 E'D /moi x X' X� x 144 4 rP x J X x 14 x 14415V L6 53 x 1 1, 4 x 14465 • x D 1450.6 X 1442.5 1 x N.A.P. D U S 1 11,4 T x 1436.6 1439. 144L6 1 X X "- 1 0 1RT x �X x X 1440.3 144 1 x 1 144 144 ' 1446.5 10. 144 7 1,48 14495 x 1440.5 x Z X x x '� 1,43,5 14452 x 1 7. x x 1450.4 x 4385 1438.5 J ' IN x X. D1R � x G I x 14493 X 1 1437.6 x 14394 - / 1 X L5 x 144 1144 1447.4 x 1437,4 % x x ,i 14 14395 �. 14415 '-�'�'��� -•- X 14494 x X x !447.4 x 1 52 x - C x 14465 1 144 14495 x x '� X 423 14375 x 1437,4 x 14377 5% 1440.7 1445 1446.5 X x 144 X x i4 14 x x 1440.4 0 1443.5 4� p 6 14,65 1446 14395 x 14403 1f4 1444.6 1437 X 1438.5 X % , 1.6 X 0 X x 1444,4 x - 14 � x x x x x l 1 1 x � 2� 28 _7 x 0 1 2.2 1,454 x IM x 14485 x 4.-- 1436 - x J 1 x =1441.0 144 x 1437 143,47 1 S 14 = I x x 14473 144844 14368 14353 7 x 1,43,4 144. % x X 14367 x 14355 14374 x x 143&4 1 4 Y Y X � IM55 144 (� 14456 X X X x 1437.3 X 143 '1437. 51 x 1 x x 1439 x i 1{ '4�7 14433 x Q 100 -1 . c x 5 =10.0c s 14466 1447.5 = 8.1 cf s 14456 x x 14364 � O 1 6 .0 x 24 1. / 1 .. 40.2 14,45 > x x 14393 X 14365 10.365 41. 1 Y 1439.5 36 x 1 % 144e.3 x 1 RASS x _ Q0 2, ---z 4 fs 140.75 S x x (I 1437.4 X 14403 144 14423 1444.4 144 x 14355 1436,4 X 1438.4 x --- 14425 X 1 14435 x 14444 4 ! 1446.6 x x 14 1436.5 x 1441.6 x 1 x 1443 x x 1440.5 x 1446.5 X 59 4375 43a SMI.6 % X 14345 X 1 x 1436 4 x X 1444,4 14343 1434.3 x x'� I X 14455 1435.5 3i�Q 50 1438.3 37 1439.7 x ( x x 45 x 0 X `Mai 23 1 1 u x x x 14 14 1433.3 x 1435A 1 � � 35 1 X X � 1 1 1 t � '71 1 4427 x 14465 X x 14.35x4 11 X 14 x 1 144L3 X ASPH, PAR x 14443 X 14455 x x l X x x X 4 ! x � .SPH. Pf,RF�tG 14435 x 1433 3 14345 x 143 x x 14344 370 1434,4 1,357 x DV� OMME x x X - 14365 x 1435,4 x 1434.6 x 14' l4�ilS x 14375 x 14395 1440.5 X 144113 14455 x 1434,4 x I X 14405 X X Q I SN X 14".3 xJ49 46 J 37.7 34 x 14 3613 ® x 2 , x 1438 I x 14325 14335 1434.5 10.3 1437.6 x 14 1439.3 12.3 TREES x �- x X 14323 X 77- Xr .- , 14365 X 0 x 14 x I X 14425 1444.5 14324 x 1{335 �J 14345 x FS 19 X 143E x 14345 14336 1, - �.499,g 14395 X ! 144 fe � 144 X 1443.3 x x X x 1434 X 10 4 x 14383 j,,27x.�� 1441. CCII,'C. x x LSA x 0.1 1 x Q1 fsx al,j� 0.X1440.4IM2S 14433 IRLL -,, -- - Y IN3S 1x4331,386 x 14335 � p 7 �4 X14355 3 Sx 1 0 f s fs-' 1439S 0 D 1,40.5 x x x x 14317 x 143 �Mv x 1431.6 14335 1 .7 X -pX 7. Q - 9.5cfS 1438 5-7/AC X 144 x 44 14425 x x 1440.5 A�'H ::::144 x 14325 V 42 0 14393 r 24415 { 1442.5 143LG X 14315 x Q 1 � 0 =1 1.7 143x6 ►;-I- x 14415 x 144?S . Y. _ ` 14325 1 x 14345 = , 14 X 143,46 Col.Z x x 1 % I431s 10=1�,ZCf0.S J JJ J�oo X T 1 3 1 X I % 1 1 1�m 14375 L=380 - u ?� x 1 X x 1440.11 1441.4 !441.5 X 14415int� x 1431.4 Q02 . cfS !431.4 _ - 14383 x 1,393 x x �.. 14293 1 2 x : 1,336\ _ 1440.3 1440.3 320 x x 1,293 X 1430.4 X % x 10.363 1437A / 1 x X X x 1430,4 !4 1429,4 x 14323 X 1432,4 1433 #jr -� 143 .5 1435 I x 2.0 3 r 1438 X X 1437.3 1440.4 x 1440.4 1440,4 x 1428.4 x X x 14294 14303 14 143L5 - A x Cilt.� X x 1428,4 X X X 14 X -1 I -142 0 x 1437.4 X I 1 415 x - 14396 X 3%7 i .6 Cgi> 3&6 0 ® Q 0 1 Ci •�60 .i%S Y ]4365 /rrr/:,�"� X .0 1 x x 1429.4 31.6 027 % e = .2cfs �''J x 1 4Q4 14366 14 1438, X. X 5 - `� _ 1 x X 14395 14295 1a31A 1431.4 1 4 0 1.6cfS ' I 4360 L437.6 14'6.6 1439.5 X 1,274 1x283 X 1428. 1429.4 6 ,31.3 Q 11 1431,4 12 13 10.35, 14 X x x x 1,395 x 10.395 1427S 14 x 142&5 x 2 x 4 5 x x Q 2= Cf S 1x345 x 1x363 x x x , x x x x 142&3 x 14264 TR N 4 X 1 1431,4 4vu- c, I zz. :7;f� 142&6 1428,4 14273 X 1428.9 14286 X 1 �14 S 14383 X 144 6 x x 1427.2 x X oU/ x c¢yG 1427 x x 10.30.3 1420.5 28.3 ?9. ?8 X 8 325 335 ® 1 X I x x 143x5 4 X 3 14385 x �' ,4 1428.5 x 14389 CIL= x X 1 X 1 3 L434.4 1435 3 143 x CONG 14385 1429 4 x X % 1437,5 1 �14MS x x 14295 = 1 43 1,33,4 ,, x X ]434.6 O x 14 X x x 1,27.5 I = 142 .5 X � 1426.6 x 14285 x 1428.3 �•� 14 X x 1430.6 - 14375 -- 1 x X FS -1 9.9 Q 1 .4cfs x 1 1433S x 1 x 14� ;ov 0 14375 x 14385 x 1,379 Q25 =44, cfs X x N OTE x 14375 C@7C x 1427 1428.3 INV = 20 A ` 1430 - � 14343 X ��. ° ��. ° I x 14295 Q10 36. cf _60.4c s jS Q02 S /43P -5'x1415 % x 14 xx 14 4 14143Gs 143 ALL SOILS GROUP "A14275 F&a =449cfs x X x x X 1,26.3 \ 6s IX 10 =-36 fs 14295 143L 14335 14365 x x iW4224 jCA:s C 14231 p /'� 1425,4 .SPH 14254 I x x ]4263 ,R• p' 10.275 =20 4 fs x x 14326 x x N plyASM x x x x • x 14335 1 q 1420.3 CaH 1427,4 i 4 14 X x ` 1 x 1427.4 1,28,4 143 x x 1,315 1432 ] 14355 x x 4 1 1435.5 X \\ 14224 X C 'G 14 14264 x 14284 x x X 1 14355 A K x 14 1 0 Com' X x 14235 14315 X X xx iU ° Me 14263 3 x 143x5 x' 1345 N c 1426 14 x Y X X 14263 w R •'' 1431.2 14345 x 1427,4 u x x x x 1430.4 143 MIG I-,---- KEY x 142 14255 14 1 14 x X 4 1430,4 14305 x 14 x 14315 2,4 � 1434,'4 25.5 14265 X X X x x 14 X •, 14254 x x . 1429,4 X x 14345 X 14243 1425.5 1425.5 x x 143344 ° 1430.4 U 0.0 X X x x 142 4275 X 14 x 0.U/ TREES 1033 14333 14236 Ca4G 131/0 0 142&8 14282 Y 14245 1425.3 1426. X 14 3 K x 14eB.4 x 10.295 x 1429,4 x 1129,4 x 14325 14325 x 14 C:4 J14d � x X 1433.5 x x 14 x 1426,6 x x 1428 X x ` x 1424.5 x x 142© 1 NODE DESCRIPTION 14295 x x 142a x x x i 1 7 0.0 v 1 x x 14 E3A 14243 14235 263 14 S 14286 X 1, o 14235 X x � X 14265 x X x 14205 1431.5 143L5 X U/0 x 1419.3 X 1421.7 142x1 x 1 1427 x 1428.3 X 14315 1432.4 X 1,421,6 CaVG 142E x 1423.3 X X C::1 ,7 C!� X X X 14 x 14285 14295 1430.1, I a 0 x CllltC. 1422. 14224 X 14 1423.3 x 1,24 6 X/ /"!1 \/ x x I x 1 x 1430.4 14� x SUBAREA DESCRIPTION 14224 X IW `] 1426.4 \ 14EMS X TREES x 14 X x 1422.5 x TLS Tl N B X x 1426 SES x 1,235 x 14275 x 14295 x 1,295 1430.3 x X 0 I 14 a 0 14 x x.142L4 x x 1,225 14254 \ 14275 1. 1 4 X 14 x �e S 51411 1430h X x X 1 w x x GA X '''- X X 1421A � 1.423:7 1423. 1424 1427 x 1,275 14265 x 142 LENGTH BETWEEN NODES COW. • x 1,21.3 X 142L5 x x X x 1425.4 TRE X x 14285 14 1430.5 x 14 1429,4 X dIRP _ `�� 14265 X X 185 x 14193 1 1121.4 \ 1 C j X x ]4275 1 X x 429.4��. G 1. ti 142! 14203 X 1420.5 X. fT 1426 142 x�� x ASPe FLOW ARROW 14205 14206 X X 14235 14e4.6 x 11 14265 x 14295 1 62 x 14275 x 1 a x x x x x x x h 14 14275 CG T 1429 51�, 1,284 14285 1421.3 1420.6 14 X x x X x 14285 % 1428.4 x TREE X X 1424,5 x DRAINAGE BOUNDARY 14]96 x 14215 1421.5 X x L2� x C C x X 14225 14 1428 GATE C0: I41BS 1419,4 1 \ X S x "-\ ]4 S X 1'428.3 .9 X X 4]95 x 7 1420.5 \ 42 142 14245 X X 1427.5 1417,4 X 1419,4 X X x 142,3 i TREES X 14 X x ]4275 x 1427 X X 1423.5 14265 c TREES 1 142 42L4 x 1 Y, x x /0 14206 1421.8 x 1417.3 14185 1419.4 1420 x x 1418.3 x 14184 X X x 14215 :\ x 1 T c x 14275 x 1421A x X x x 1424 .SPH. TE !4263 x 1426A FS % =142 .0 142E 14 4 x 1,255 1 TREES x x Y.--«- 1 6 HYDROLO( x x 14 195 x 14175 x 1418.4 V = 141 .5 x e X x k 1416.5 1420.3 1,20 1483.3 1227 x nQ -64.0 fs 1422 x x 4261 x Vi4 G[ �/� x � x 1417.3 Q��JI �T6.2c 121.5 X-.r-�-n-10---•ir--x x--�--1r^r--�-x-fix•-••�-u- 1,154 X -G- 1 -e' Q U O 14 x 1415 Q10 = 6.5cfs c x 1425.5 14255 X x � 14165 02 � 4cfs X 1421.8 1225 x 1423,4 1423.3 1423,4 14235 I I X 14255 { x x x 14 u � $ t X ]4 x 1417.5 X 3419 i x 1419.4 X 14 � .' 1421.4 14225 X X X � 1245 X 172 (�, tj x 1413.6 X "rte x " 1 - 1424 5 1424.5 X 23.7 N X � 14 1.3 X ] L_ 44 5 X -- TREES T -.1 I X TR X .SPH. 4 X ( DEVELOPEE 14 S - 1 14211 _ X 1413 8 L X 1418,4 14175 Y 1417 dP 14 x 1 r 22.8 1423.5 14233 1 S 0 W 14 x x 1411,5 X f x .. x X x x 14235 14235 Q X 141 14154 x x 14186 x x x+ S X x x x 14 144 x can r1 1415 1 7 DENSE BRUSH X 14175 x X MAD 01. E x - % /� DENSE BRUSH 1416 7 .... x 3 S C 14225 / f 14186 � DENSEUSH x CQh>r. � x 1422 760-A SOUT NODE FS = INV = Q 100.•= Q25 = ACREAG DENSITY L=500' I 0 00 II Ld w w r J Q U V) Z�4 SCALE IN FEET 80 160 240 320 CL k,/ NOTE ALL SOILS GROUP "A" KEY NODE NODE DESCRIPTION �f INV = Q100= Q25 = SUBAREA DESCRIPTION ACREAGDENSITY LENGTH BETWEEN NODES L=500' FLOW ARROW DRAINAGE BOUNDARY J:1692-19221storm\ExistinaMan.dwo. 9/7/2005 9:16:05 AM. TN