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Home My WebLink AboutTract 16724 Drainage Reportow C vw Im 'MA I i TR--A-CT 16724 CITY OF FONTANA DRAINAGE STUDY August 15, 2005 Reference 692-1922 PREPARED BY: Madole & Associates, Inc. �m Air 760-A SOUTH ROCHESTER AVENUE August 16, 2005 =1 MADOLE & ASSOCIATES, INC. Consulting Civil Engineering Land Planning and Surveying ONTARIO, CA 91761 kw To: WILLDAN Attn: James Troung, Plan Check Coordinator 27042 Towne Centre Drive, Suite 270 Foothill Ranch, CA 92610 Subject: Tract No. 16724 Fourth Submittal ReferenceNo.: 14434-1045/01-310 TELEPHONE (909) 937-9151 FAX (909) 937-9152 J.N. 692-1915 Dear James, 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 As 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, -00 Leo Pacis Project Manager do LP:alh 0 EZZ i *a io 760-A SOUTH ROCHESTER AVENUE L_Z� am August 16, 2005 C= MADOLE & ASSOCIATES, INC. Consulting Civil Engineering Land Planning and Surveying ONTARIO, CA 91761 To: WELLDAN Attn: James Troung, Plan Check Coordinator 4W 27042 Towne Centre Drive, Suite 270 �ft Foothill Ranch, CA 92610 Subject: Tract No. 16724 Fourth Submittal am ReferenceNo.: 14434-1045/01-310 TELEPHONE (909) 937-9151 FAX (909) 937-9152 J.N. 692-1-9+� M -Z Dear James, 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 purp I oses 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 M LP:a1h i .ft ww lw I" 4w TRACT 16724 CITY OF FONTANA DRAINAGE STUDY September 12, 2005 It Reference 692-1922 PREPARED BY: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, CA 91761 (909) 937-9151 4W REVIEWED BY WILLDAN Fax 937-9152 'Am THIS CIVIL ENGINEERING DOCUMENT HAS BEEN REVIEWED FOF; CENERAL CONFORMANCE WITH APPLICABLE CITY 40 STANDARDS. ACCEPTANCE BY THE REVIEWER OF ANY -S NOT ]DATE ELEMENTS OF THE ENGINEERING DOCUMENT DOE CO!"IsTiTUTE A WARRANTY AND DOES NOT RELIEVE THE FULL APPLICANT OR APPLICANT'S CONSULTANT"� 0" riESPONSIBILITY FOR COMPLIANCE WITH CODES AND STANDARDS. SIGNATURE Aaron T7Skee " R.C.E. 62183 9.09/30/05 0- I X�. U �* E N Aft WW ow AW ma M "M am MM 40 va I h CONTENTS SECTION TITLE Lj A DISCUSSION u Vicinity Map • QEX EXFS TING HYDR OL 0 G Y (2, 5, 10, 2 5 YEA R) • Q DEVELOPED HYDROLOGY(2,10,25, 100 YEAR) Ei QUH UNIT HYDROGRAPHAND FLOOD ROUTING (2,10,25, 100 YEAR) o D STREETFLOWDEPTH& CATCHBASINSIZING Ei H STORMDRAINHYDRAULICS • Line A • Line B & Laterals B-1 thru B-4 R REFERENCES & MAPS • Soils Map (from San Bernardino County Hydrologjv Manual) • Isohyetal Map (from San Bernardino County Hydrologjv Manual) • Drainage System Outlet Reference Drawings & Hydraulics Lj Hydrologiv Map 4ANk dw Am 40 am 40 do "a 40 I AW MADOLE & ASSOCIATES, INC. Job TRACT 16724 Civil Engineers -Land Surveyors -Planners Sheet No. of 760-A Rochester Avenue Calculated by: Date 38531 tt( Ontario, CA 91761 Checked by: Date (909)937-9151 fax937-9152 Scale nts Rainfafl Intensity Data Slope of Intensity/Duration curve F-0 76--1 Duration Return Period (year) hr 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 1=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 I DISCUSSION M 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 aw direction. Off-site tributary area consists of 1.2 undeveloped acres, 1.0 industrial acre, 0.2 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 NO 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. 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: mo MW .W i FLOW RATE SUMMARY TABLE F K M N P 0) /K 100) (M/K'100) (M Year Undev. Rainfall Intensity (Year)_ Allowable Flow 90% Undev. (cfs) Total Dev. Flow (cfs) Total Mitigate I TDnischarge (cfs) % Mitigated From Proj. % I Mitigated 7 m Total 4rom 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 1 100 1 25 1 31.6 64 25.9 1 82.0 1 40.5 2.1 421.1 IM 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). low 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. 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. �W oft 40 4W 40 -W AV "A 40 i Aft 4W law Am ow "a 4w .m 10 �ft 40 40 Aw 'm 4IN Qj 4zz Z4 LOS CEDROS A V WALNUT AV __j :!�- CERRI TOS C T I I � Cll"%n TT np j t SCA DR Lo Z) VINCHESTER DR VICINITY MAP N. TS. J:\692-1922\aradina\er0l.dwa. 8/13/2005 10:59:41 AM. TN I" 40 �m 40 EXISTING HYDROLOGY low Am 06/28/05 QEX-1 "M 4W 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 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 %W 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 r7 AM 06/28/05 W QEX-2 FILE NAME: P:\692-1922\DRAINAGE\16724EO2.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 %W 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 r7 AM 06/28/05 W QEX-2 qft r__ ,am SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc 40 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.00 0.98 0.10 32 7.66 qft NATURAL FAIR COVER "GRASS" A 1.20 0.82 1.00 50 17.78 to COMMERCIAL A 0.20 0.98 0.10 32 7.66 RESIDENTIAL an "2 DWELLINGS/ACRE" A 0.60 0.98 0.70 32 11.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.87 4w SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA RUNOFF(CFS) 4.77 Am TOTAL AREA(ACRES) 3.00 PEAK FLOW RATE(CFS) 4.77 4w FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 Am---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< 4w >>>>>TRAVELTIME THRU SUBAREA<<<<< I'm ELEVATION DATA: UPSTREAM(FEET) 1441.00 DOWNSTREAM(FEET) = 1433.00 CHANNEL LENGTH THRU SUBAREA(FEET) 410.00 CHANNEL SLOPE = 0.0195 dw 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 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) = 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 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 FTn(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 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE ---------------------------------------------------- ----------------------- >>>>>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 jw oft 06/28/05 L-A QEX-3 m 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. 1w FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ME---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< Aw------------------- MAINLINE Tc(MIN) = 12.60 ma 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 ko no 49 di �w 06/28/05 QEX-4 40 "M r_j RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDI-NO 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\16724ElO.DAT TIME/DATE OF STUDY: 08:19 06/14/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- UW 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) = 0.8-700 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *W *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) 4" 2. (Depth)'(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN 40 OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 40 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 Ir -I om 06/28/05 QEX-5 i "m AM do qw qm to 40 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. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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 06/28/05 i QEX-6 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 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 i QEX-6 LZI r7 - 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 4.00 = 1480.00 FEET. LONGEST FLOWPATH FROM NODE 1.00 TO NODE 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): Ap scs DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER A 3.50 0.82 1.00 so " GRAS S " SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 4.57 SUBAREA AREA(ACRES) = 3.50 SUBAREA RUNOFF(CFS) = 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 0.77 EFFECTIVE AREA(ACRES) 20.80 AREA -AVERAGED Fm(INCH/HR)= AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.94 PEAK FLOW RATE(CFS) 28.22 END OF RATIONAL METHOD ANALYSIS _0 14W am �49 40 40 ma 49 No 06/28/05 QEX-7 I= RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 Aw DESCRIPTION OF STUDY * TRACT 16724 * UNDEVELOPED HYDROLOGY * 25 -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 (FTIFT/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** 3-00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN-) = 7.655 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.508 Eil I'm 06/30/05 QEX-8 W 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' 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 (FTIFT/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** 3-00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN-) = 7.655 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.508 Eil I'm 06/30/05 QEX-8 W r-3 SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp CN (MIN.) LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) COMMERCIAL A 1.00 0.98 0.10 32 7.66 NATURAL FAIR COVER "GRASS" A 1.20 0.82 1.00 so 17.78 COMMERCIAL A 0.20 0.98 0.10 32 7.66 RESIDENTIAL 0.60 0.98 0.70 32 11.03 "2 DWELLINGS/ACRE" A 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): Ap scs DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS 11 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 S) 12.19 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CF 0.72 EFFECTIVE AREA(ACRES) = 9.10 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.86 19.04 TOTAL AREA(ACRES) 9.10 PEAK FLOW RATE(CFS) 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): Ap scs DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER A 8.20 0.82 1.00 50 4w " GRAS S " 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) = 1�.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 0 06/30/05 QEX-9 C:3 El 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 0.0185 CHANNEL LENGTH THRU SUBAREA(FEET) 620.00 CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = 35.43 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. �w FLOW PROCESS FROM NODE 4.00 TO NODE 4,00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 40 MAINLINE Tc(MIN) = 11.88 * 10 YEAR RAINFALL INTENSITY(INCHIHR) = 2.695 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 RATEr Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTIONr Ap = 1.00 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 ----------- END OF RATIONAL METHOD ANALYSIS 06/30/05 QEX-10 �ft 40 E77 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. ?60-A S. Rochester Avenue Ontario, Ca 91?61 DESCRIPTION OF STUDY TRACT 16724 EXISTING HYDROLOGY 100 -Year 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 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 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 ---------------------------------------------------------------------------- Am >>>>>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 Im 06/28/05 QEX- 11 49 F7 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc em 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) 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 ---------------------------------------------------------------------------- 40 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 40 MAINLINE Tc(MIN) 9.61 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.660 -40 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS wa LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER 40 "GRASS" A 8.20 0.82 1.00 so SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 In SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) 20.96 AN EFFECTIVE AREA(ACRES) 17.30 AREA -AVERAGED Fm(INCH/HR) = 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.83 AREA -AVERAGED Ap = 0.93 qw TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = 45.08 !7 Am 06/28/05 m QEX-12 m Am FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< low ======== ---- 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 'Aw 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. 'Iwo 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 GRAS S " 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 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 AREA -AVERAGED Fp(INCH/HR) = 0.82 AREA -AVERAGED Ap = 0.94 low PEAK FLOW RATE(CFS) 46.62 END OF RATIONAL METHOD ANALYSIS do "a 06/28/05 QEX- 13 0 �w AW 0 Aw wo aw m DEVELOPED HYDROLOGY 06/30/05 Q-1 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 & AssociateSr Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 aw DESCRIPTION OF STUDY • TRACT 16724 * DEVELOPED HYDROLOGY • 2 -YEAR MW FILE NAME: P:\692-1922\DRAINAGE\16724DO2.DAT TIME/DATE OF STUDY: 14:01 06/30/2005 ---------------------------------------------- I'm 06/30/05 Q-2 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.* Aw *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 40 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 Im As I'm 06/30/05 Q-2 I-- 0 'Aw 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)<<<<< wim 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 low 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. mw 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 ---------------------------------------------------------------------------- �m 06/30/05 lez 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 4w 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) = 1.864 SUBAREA LOSS RATE DATA(AMC II): low 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 ,no 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 4w AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 4.20 PEAK FLOW RATE(CFS) = 5.20 'Aw 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)<<<<< wim 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 low 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. mw 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 ---------------------------------------------------------------------------- �m 06/30/05 lez 40 4W an 4W 40 �m 4m 4m 40 WAV an qW 'm do 41M 0 An 10 Am io >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TTME-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 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 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) 1.36 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) = 5.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.99 ma 06/30/05 W Q-4 LA rL-j an 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. 40 Aft FLOW PROCESS FROM NODE 12.30 TO NODE 12.30 IS CODE = 81 ---------------------------------------------------------------------------- WN >>>>>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<<<<< WAW >>>>>(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 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 ri AM 06/30/05 i Q-5 1:1 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 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) 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 ---------------------------------------------------------------------------- >>>>>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 4dW ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.20 12.71 1.675 0.98( 0.49) 0.50 4.2 10.00 low 2 13.06 10.45 1.8B4 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 e HEADWATER STREAM Q Tc Intensity Fp(Fm) Ap A 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 4w 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 Am AREA -AVERAGED Fp(INCH/HR) = 0.95 AREA -AVERAGED Ap = 0.51 40 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<<<<< 1�j Am 06/30/05 w Q-6 L-2 n: on >>>>>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 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. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- 4w >>>>>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 AM 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 18.09 TOTAL AREA(ACRES) = 15.30 PEAK FLOW RATE(CFS) NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE vow FLOW PROCESS FROM NODE 13.00 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 4w FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 aft----------------------------------------------------- ---------------------- >>>>>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 go ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 20.42 PIPE TRAVEL TIME(MIN.) 0.08 Tc(MIN.) = 10.76 Im F-1 06/30/05 Q-7 1:1 I" 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. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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 4w d9 Im 06/30/05 w Q-8 0 W40 40 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. �w 760-A S. Rochester Avenue Ontario, Ca 91761 *A DESCRIPTION OF STUDY • TRACT 16724 * DEVELOPED HYDROLOGY • 10 -Year 1W GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET No 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<< 40 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 dr 06/30/05 Q-9 N FILE NAME: P:\692-1922\DRAINAGE\16724DlO.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) Um 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 No 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<< 40 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 dr 06/30/05 Q-9 N LJ cl SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc go 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 aw 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 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 4w TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: no TIME OF CONCENTRATION(MIN.) = 12.45 40 RAINFALL INTENSITY(INCH/HR) = 2.62 AREA -AVERAGED Fm(INCH/HR) = 0.49 fa AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap - 0.50 40 EFFECTIVE STREAM AREA(ACRES) 4.20 TOTAL STREAM AREA(ACRES) = 4.20 40 PEAK FLOW RATE(CFS) AT CONFLUENCE 9.05 4w FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE 21 ---------------------------------------------------------------------------- no M Am 06/30/05 ml 0 Im >>>>>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 WW 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 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 Aw "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) 8.11Z 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 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 low 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 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) 2.38 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) 9.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.01 ,am 06/30/05 Q-11 N L2 L] mm 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 40 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 qW HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.40 Im 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 FYn(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 0 -ft 06/30/05 m Q-12 m go NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE mo END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AM 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 -------- ------------------------------------------------------------------- ow >>>>>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 vw "S-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 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 40 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 i r7 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 27.0 INCH PIPE IS 20.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.65 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 31.59 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 10.45 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) = 10.45 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.911 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) 1.53 EFFECTIVE AREA(ACRES) 14.56 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) 31.74 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 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 4w SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) 4.36 EFFECTIVE AREA(ACRES) 16.56 AREA -AVERAGED Frn(INCH/HR) = 0.49 An AREA -AVERAGED Fp(INCH/HR) = 0.95 AREA -AVERAGED Ap = 0.51 36.11 TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE 31 ---------------------------------------------------------------- ----------- '40 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< 40 ELEVATION DATA: UPSTREAM(FEET) = 1421.50 DOWNSTREAM(FEET) � 1420.40 0 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 1:1 06/30/05 =j Q-14 LZ3 rl ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES 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. 'm * * * * * * * * * * * * * * * t * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 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 PEAK FLOW RATE TABLE AM 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 �w END OF RATIONAL METHOD ANALYSIS fm AV "m 40 -m 06/30/05 W Q-15 C2 M 11W 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 NNW 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 Aw FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -CF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 650.00 ELEVATION DATA: UPSTREAM(FEET) 1447.00 DOWNSTREAM(FEET) 1429.00 40 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 44 E� in 06/30/05 N Q-16 12 r7 �mm SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc m LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "S-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) 8.79 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) 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(INCaIHR) = 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 dW 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)<<<<< tow 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 so PIPE -FLOW VELOCITY(FEET/SEC.) = 4.89 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 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. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 12.37 RAINFALL INTENSITY(INCHIHR) = 3.15 AREA -AVERAGED F�n(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<<<<< cl 06/30/05 Fs Q-17 0 >>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 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 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 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 115-7 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 do 06/30/05 Q-18 me El 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 ---------------------------------------------------------------------------- >>>>>ADDI_TION 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 low RESIDENTIAL "S-7 DWELLINGS/ACRE" A 3.00 0.98 0.50 32 40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 qm SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) 8.85 EFFECTIVE AREA(ACRES) 7.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AN AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 20.60 � I do FLOW PROCESS FROM NODE 12.30 TO NODE 12.00 IS CODE = 61 ---------------------------------------------------------------------------- on >>>>>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 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 r7 06/30/05 i Q-19 **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 do SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN an COMMERCIAL A 0.10 0.98 0.10 32 '40 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 MR 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 VELOCTTY(FEET/SEC.) = 2.96 DEPTH*VELOCITY(FT*FT/SEC.) 1.46 r7 06/30/05 i Q-19 �vft mw ON VIVO wo No 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 >>>>>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 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.63 ** CONFLUENCE DATA ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 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 r7_1 06/30/05 Q-20 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<<<<< r7_1 06/30/05 Q-20 on 71 Ift >>>>>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 4w ESTIMATED PIPE DIAMETER(INCH) = 30-00 NUMBER OF PIPES PIPE-FLOW(CFS) = 39.17 Im 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 ---------------------------------------------------------------------------- ma >>>>>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 "w 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) = 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 Ago 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 an 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 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. m "m 06/30/05 m Q-21 L.2 ED 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 * 25 YEAR RAINFALL INTENSITY(INCH/HR) � 3.116 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 0.55 EFFECTIVE AREA(ACRES) 20.04 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Fp(INCH/HR) = 0.93 AREA -AVERAGED Ap = 0.60 46.22 TOTAL AREA(ACRES) 20.80 PEAK FLOW RATE(CFS) 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 "a 4w 'a 4w ma 40 ,in 40 mt 06/30/05 Q-22 1= Er7 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 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Fiow-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 aw OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED AW 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 40 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] -*0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.633 qft * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.321 F-1 as 06/30/05 Q-23 i 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-CONCENTRATTON 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 dW *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* I -M SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5300 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* MW 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 Fiow-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 aw OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - *USER -SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED AW 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 40 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] -*0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.633 qft * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.321 F-1 as 06/30/05 Q-23 i fa I_- 40 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): as DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN Am 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 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) 3.18 EFFECTIVE AREA(ACRES) 4.20 AREA -AVERAGED Frn(INCH/HR) = 0.40 low AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) 4.20 PEAK FLOW RATE(CFS) 14.83 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)<<<<< aw======= ------ ------ ------ 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 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 I 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 FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< m �wm 06/30/05 Q-24 171 Im >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 40 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): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.00 0.80 0.10 52 7.66 NATURAL FAIR COVER "GRASS" A 1.20 0.55 1.00 70 17.78 m COMMERCIAL A 0.20 0.80 0.10 52 7.66 RESIDENTIAL "2 DWELLINGS/ACRE" A 0.60 0.80 0.70 52 11.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.63 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA RUNOFF(CFS) 13.23 TOTAL AREA(ACRES) 3.00 PEAK FLOW RATE(CFS) 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 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 WTDTH(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 1W 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 40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.752 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 40 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 40 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.00 0.80 0.50 52 Im SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 As SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) 3.92 EFFECTIVE AREA(ACRES) 4.00 AREA -AVERAGED Fm(INCH/HR) = 0.37 so AREA -AVERAGED Fp(INCH/HR) = 0.66 AREA -AVERAGED Ap = 0.56 lil Am 06/30/05 W Q-25 [__3 El TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) 15.77 vw 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. Mm FLOW PROCESS FROM NODE 12.30 TO NODE 12.30 IS CODE = 81 ---------------------------------------------------------------------------- ,%W >>>>>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.S2 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) 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 4W * 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 40 COMMERCIAL A 0.10 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) 0.40 40 EFFECTIVE AREA(ACRES) 7.10 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.�2 AREA -AVERAGED Ap = 0.53 am TOTAL AREA(ACRES) = 7.10 PEAK FLOW RATE(CFS) = 27.52 r7l -m 06/30/05 Q-26 I L:j AM NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 RALFSTREET 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 0.80 0.50 52 "5-7 DWELLINGS/ACRE" A 3.30 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 -------- ------------------------------------------------------------------- >>>>>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.) = 9.93 RAINFALL INTENSITY(INCHIHR) = 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 Ae HEADWATER STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE "w 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 me do RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. �m ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER va 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 on 2 48.38 12.25 3.970 0.76( 0.39) 0.51 14. 6 10.00 do COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) � 52.35 Tc(MTN.) - 9.93 EFFECTIVE AREA(ACRES) 13.81 AREA -AVERAGED Fm(INCH/HR) = 0.39 As AREA -AVERAGED Fp(INCH/HR) = 0.75 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 14.60 no LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1160.00 FEET. m #06 06/30/05 40 Q-27 L:j E:l 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 PIPE-FLOW(CFS) = 52.35 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 10-11 me 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) = 10-11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.453 SUBAREA LOSS RATE DATA(AMC III): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 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 ------------------ : -------------------------------------- 7 -------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 10-11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.453 SUBAREA LOSS RATE DATA(AMC III): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 2.00 0.80 0.50 52 "5-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTIONf Ap = 0.50 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) 7.30 0.39 EFFECTIVE AREA(ACRES) 16.51 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.76 AREA -AVERAGED Ap = 0.51 TOTAL AREA(ACRES) = 17.30 PEAK FLOW RATE(CFS) = 60.36 do 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 El ,on 06/30/05 ii Q-28 L.�J Ej Im ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 60.36 40 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.18 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 1334.00 FEET. 40 FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE 52 ---------------------------------------------------------------------------- 14M >>>>>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<<<<< so 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 law AREA -AVERAGED Fp(INCH/HR) = 0.72 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) 20.80 PEAK FLOW RATE(CFS) 63.99 END OF 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(F�n) 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 -------------- ======== ------ 4w END OF RATIONAL METHOD ANALYSIS "m 40 sm 4w ,me 06/30/05 Q-29 NW m p -mb 03/04/05 UNIT HYDROGRAH AND FLOOD ROUTING CALCULATIONS Qtm-1 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 I I I t I Acres (below) i If i I i t I I I k i lk I 1.2 1.2 1.2 1.2 12 du/ac 1 0.6 o.6 0.6 1 0.6 lCommercial 1 1.2 1.2 1.2 1.2 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 12 du/ac 1 0.6 o.6 0.6 1 0.6 lCommercial 1 1.2 1.2 1.2 1.2 c-- Enter Set Description Here <-- Enter Set Tc here and Acres in "B" thru T" P:\692-1922\Drainage\Drainage-UHinput.xis 6128/2005 Detention Basin Outlet Hydraulics 16724 692-1922 8/15/2005 C= 7.85 1.25 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 (n1a) Bottom EL 0.4 ft C= 7.85 1.25 16 spacing P:\692-1922\Drainage\FioodRouting1 00.xis 8/1512005 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 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\FioodRouting1 00.xis 8/1512005 t I I I a 1 k i I j i j t i i j I j I I i i I I I i i I I i k j I j # I a I TRACT 16724 Low Loss Fraction & Maximum Loss Rate FDeveloped-1 00 Set # 692-1922 6/28/2005 Cover Area % Soil type Area 2 CN -11 CN -111 Ap % 9.4 Fp (F.C-6), 5-7 du/ac 14.3 0.83 A 14.3 0,83 32 52 0.5 0.41 ,9 23 11.86-, '15' 0.74 -,-O.��T Grass 1.2 0.07 A 1.2 0.07 50 70 1 0.07 z 0 9,44� 2 du/ac 0.6 0.03 A 0.6 0.03 32 52 0.7 0.02 ',"A. 0.74 Commercial 1.2 0.07 A 1.2 0.07- 32 52 0.1 0.01 2126 0.74 I(AutoCalc: Im ervious)j 1 (81) (0.5) 98 0 0.49 0.2,-, 0.04, 17.3 17.3 Y= 0.65 Fm= 0.33'' P-24= 9.40 in Return Period 100 AMC Type (1,11 or 111) Lag Time Tc 10.2 min from Rational Method Study Lag 8.16 min Run: ILag 0.14 hr I Tributary area Est Vol = 9 ac -ft Low Loss Fraction,Y-bar = 0.353 24 -hr Rainfall (ot er than 100 yr) T I (yr) (in) 2 3.4 100 9.4 100 9.4 Drainage-UHinput.xls 6/28/2005 JWA I I woo 1, AP on AW 0 -MR 4W Project: Engineer: Notes: TRACT 16724 0 Developed -I 00 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 I -hr 3 -hr 6 -hr 24 -hr Drainage-UHinput.xis 6/28/2005 i j i I & I k A j I a I j t I I j I I k j I i j I I j k I i I j j A I a j TRACT 16724 Low Loss Fraction & Maximum Loss Rate [&;�opedl-25 Set # �2 692-1922 6/28/2005 Cover Area % Soil type Area 2 CN -11 CN -111 Ap % 7.27 p 5-7 du/ac 14.3 0,83 A 14.3 OM 32 52 0.5 0.41 21,26,, 'AL"26 0 Grass 1.2 0,07 A 1.2 0.07 50 70 1 0.07 0.82 2 du/ac 0.6 A 0.6 0,0�,, 32 52 0.7 0.02 ",,,'21: I " � , 4,2, I ,, q_., "'0, '0 0.97 ij, u0.02,.,,' Commercial 1.2 0.07 A 1.2 OW 32 52 0.1 - 0.01 0.97 I(AutoCalc: Impervious)l (8.7) (P�, _5) 98 0 0449 k .04, : 1-0.97"L 17.3 17.3 Y= 0.51 Fm= 0.09 P-24= 7.27 in Return Period 25 AMC Type (1,11 or 111) Lag Time Tc 10.2 min from Rational Method Study Lag = 8.16 min Run: IlLag = 0.14 hr Tributary area Est Vol = 5 ac -ft Low Loss Fraction,Y-bar = 0.489 24 -hr Rainfall (other than 100 yr) T I (yr) (in) 2 3.4 100 9.4 25 7.27 Drainage-UHinput.xls 6/28/2005 An I 0 I N N Project: TRACT 16724 Date: 6/28/2005 692-1922 Engineer: 0 Notes: Developed -25 Set #2 1 st-24hr 2nd-24hr 1 Design Storm yr 25 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 0.49 8 Watershed area -averaged 5 -minute point rainfall inches 0.38 0.14 Watershed area -averaged 30 -minute point rainfall inches 0.88 0.32 Watershed area -averaged 1 -hour point rainfall inches 1.22 0.44 Watershed area -averaged 3 -hour point rainfall inches 2.17 0.78 Watershed area -averaged 6 -hour point rainfall inches 3.11 1.12 Watershed area -averaged 24 -hour point rainfall inches 7.27 2.62 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.xis 6/28/2005 "*W i I t j 6 1 k I lk j a I I I I i I I i 1 11 1 1 1 It 1 11 111 111 1 1 1 1 1 4 1 1 11 TRACT 16724 Low Loss Fraction & Maximum Loss Rate [�e;loped-10 Set # 3] 692-1922 6/28/2005 Cover Area , !/o. Soil type Area ., O/o , CN -11 CN -111 Ap I % 5.87 Fp (F.C-6) Et�,,,,F 5-7 du/ac 14.3 0.83 A 14.3 OM 32 52 0.5 0.41 0 Grass 1.2 0,07 A 1.2 0.017 50 70 1 0.07 0.82 2 du/ac 0.6 0:03 A 0.6 0.03 32 52 0.7 0.02 'T, 0.97 A ""0 Commercial 1.2 OW A 1.2 0.07 32 52 0.1 0.01 21 A `0 02 0 0 .97 J(AutoCalc: Impervious)l 1 1 (8-7) (0.5) 98 0 o.49 Q.04.. 17.3 17.3 Y= 0.49 Fm= 06.09 P-24= 5.87 in Return Period 10 AMC Type (1,11 or 111) Lag Time Tc = 10.3 min from Rational Method Study Lag = 8.24 m in Run: IlLag = 0.14 hr i Tributary are Est Vol = 4 ac -ft Low Loss Fraction,Y-bar = 0.5121 24 -hr Rainfall (ot er than 100 yr) T I (yr) (in) 2 3.4 100 9.4 10 5.87 Drainage-UHinput.xis 6/28/2005 Ow aw 'M 4W _'M 40 'M Project: Engineer: Notes: TRACT 16724 0 Developed -1 0 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 t I * I t i I j i I i j I i t I i j i I i I t I i I i I t I t i i I t j i i TRACT 16724 Low Loss Fraction & Maximum Loss Rate FDeveloped-2 Set # 51 692-1922 6/28/2005 Cover Area I Soil type Area 2 CN -11 CN -111 Ap % Y, Fp (F.q _.:6j`ftUft MW 5-7 du/ac 14.3 0.83 A 14.3 -,OA3, 32 52 0.5 0.41 21.26 0 Grass 2 du/ac 1.2 0.6 0.07 0.03, A A 1.2 0.6 0,'071 -0,.03 50 32 70 52 1 0.7 0.07 0.02 V 0.82 0.9 7 -- Commercial 1.2 OD7 A 1.2 "OW 32 52 0.1 0.01 """21 0.97 (AutoCalc: Impervious- (8.7) (0, 51 98 0,' ""A 17.3 17.3 Y= 0.46 0.09 P-24= 3.40 in Return Period 2 AMC Type (1,11 or 111) Lag Time Tc = 10.6 min from Rational Method Study Lag 8.48 min Run: ILag 0.14 hr I Tributary area Est Vol = 2 ac -ft Low Loss Fraction,Y-bar = 0.5401 24-hrRainfall(o erthan'100yr) T I (yr) (in) 2 3.4 100 9.4 2 3.4 Drainage-UHinput.xls 6/28/2005 I AM I I 0 I N N Jo Project: Engineer: Notes: TRACT 16724 0 Developed -2 Set #5 Date: 6/28/2005 1 st-24hr 692-1922 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 �ft Aw Detention Basin Volume 0 M 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 I I N 0 4W UNDEVELOPED CONDITION G H A B C D E F (H -G) (K -J Year (B -A) Node 14 (cfs) (D -C) 0.9*C Year Undev. Rainfall Intensity (Year) Offsite Node 2 (cfs) Total Flow Node 3 (cfs) 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 1 13.2 1 60.4 1 47.2 64.0 16.8 FLOW RATE SUMMARY TABLE F K M N P (M/F'100) (M/K-100) Year Undev. Rainfall Intensity I (Year) Allowable Flow 90% Undev. (cfs) Total Dev. Flow (cfs) Total Mitigate Discharge (cfs) % Mitigated From Proj. % 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 1 82.0 1 40.5 2.1 421.1 N qW SMALL AREA UNIT HYDROGRAPH MODEL -40 (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 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.330 LOW LOSS FRACTION = 0.350 TIME OF CONCENTPLATION(MIN.) = 10.20 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.48 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 1.10 I -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 40 0.53 0.1000 2.86 Q 0.70 0.1403 2.87 Q Aw 0.87 0.1807 2.89 Q 1.04 0.2213 2.89 Q 40 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 40 2.74 0.6367 3.02 Q 2.91 0. 6792 3.04 Q 3.08 0.7219 3.05 Q 4w 'low AW ow ow 4w 'm 40 .m 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 M I Raw OR 4w �M 410 'a 40 'M 4w 14.64 4.3931 5.90 14.81 4.4793 6.38 14.98 4.5710 6.67 15.15 4.6698 7.39 15.32 4.7769 7.86 15.49 4.8923 8.57 15.66 5.0188 9.44 15.83 5.1810 13.65 16.00 5.4173 19.99 16.17 5.9949 62.23 16.34 6.5085 10.88 Q 16.51 6.6441 8.42 16.68 6.7524 7.00 Q 16.85 6.8446 6.13 17.02 6.9264 5.52 Q 17.19 7.0010 5.10 17.36 7.0701 4.74 17.53 7.1347 4.45 17.70 7.1955 4.21 17.87 7.2532 4.00 18.04 7.3083 3.83 18.21 7.3674 4.59 18.38 7.4310 4.46 18.55 7.4929 4.35 18.72 7.5533 4.24 18.89 7.6122 4.15 19.06 7.6699 4.06 19.23 7.7264 3.98 19.40 7.7818 3.90 19.57 7.8362 3.83 19.74 7.8896 3.77 19.91 7.9421 3.71 20.08 7.9938 3.65 20.25 8.0447 3.60 20.42 8.0949 3.54 Q 20.59 8.1443 3.50 Q 20.76 8.1931 3.45 Q 20.93 8.2412 3.40 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 0 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 V effective depth ------------- (and volume) detention V ..... basin Outflow ------------- I I storage basin outlet V----------- OUTFLOW r_n' 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 IS-O*DT/21 IS+O*DT/21 NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 4W 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 "W 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 REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. 4W 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 4W 0.190 0.000 2.84 0.11 0.04 0.039 0.360 0.000 2.85 0.22 0.13 0.077 no 0.530 0.000 2.86 0.33 0.22 0.115 0.700 0.000 2.87 0.43 0.30 0.151 40 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 r_n' 4w lw I 4w 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 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 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 8.350 0.000 3.67 1.11 3.60 0.449 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 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 0.000 4.31 1.13 4.20 0.471 11.410 0.000 4.39 1.13 4.25 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 4.55 1.14 4.41 0.479 12.090 0.000 4.37 1.14 4.43 0.478 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 9= rl r,71 L-3 i 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 4.85 1.14 4.50 0.483 13.960 0.000 4.97 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 0.000 62.23 -i-088 2.06 20.58 1.377 16.340 0.000 1.87 25.88 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 0.000 4.15 1.13 4.37 0.475 19.060 0.000 4.06 1.13 4.28 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 40 24.330 ---------------------------------------------------------------------------- 0,000 0.00 1.04 2.40 0.390 r,71 L-3 i 0 �4% 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 E7 L:j ---------------------------------------------------------------------------- Problem Descriptions: TRACT 16724 UNIT HYDROGRAPH 25 -YEAR ---------------------------------------------------------------------------- r-_: 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.) = 10.20 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 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 TIME VOLUME Q 0. 12.5 25.0 37.5 50.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.02 0.0000 0.00 Q 0.19 0.0099 1.41 Q 0.36 0.0298 1.42 Q ,do 0.53 0.0498 1.43 Q 0.70 0.0700 1.44 Q 0.87 0.0903 1.46 Q 1.04 0.1109 1.46 Q 1.21 0.1316 1.48 Q 1.38 0.1524 1.49 Q 1.55 0.1735 1.51 Q 1.72 0.194� 1.51 Q 40 1.89 0.2161 1.53 Q 2.06 0.2377 1.54 Q 2.23 0.2595 1.56 Q Im 2.40 0.2814 1.57 Q 2.57 0.3036 1.59 Q go 2.74 0.3260 1.60 Q 2.91 0.3485 1.62 Q 3.08 0.3713 1.63 Q r-_: 4w 'm 4w 4m 40 "a aw 3.25 0.3943 1.65 Q 3.42 0.4175 1.66 Q 3.59 0.4409 1.68 Q 3.76 0.4645 1.69 Q 3.93 0.4884 1.71 Q 4.10 0.5124 1.72 Q 4.27 0.5368 1.74 Q 4.44 0.5613 1.75 Q 4.61 0.5861 1.78 Q 4.78 0.6112 1.79 Q 4.95 0.6365 1.81 Q 5.12 0.6621 1.83 Q 5.29 0.6879 1.85 Q 5.46 0.7140 1.86 Q 5.63 0.7404 1.89 Q 5.80 0.7670 1.90 Q 5.97 0.7940 1.93 Q 6.14 0.8212 1.95 Q 6.31 0.8488 1.98 Q 6.48 0.8766 1.99 Q 6.65 0.9048 2.02 Q 6.82 0.9333 2.04 Q 6.99 0.9621 2.07 Q 7.16 0.9913 2.08 Q 7.33 1.0208 2.12 Q 7.50 1.0507 2.14 Q 7.67 1.0810 2.17 Q 7.84 1.1116 2.19 Q 8.01 1.1427 2.23 Q 8.18 1.1741 2.25 Q 8.35 1.2059 2.29 . Q 8.52 1.2382 2.31 Q 8.69 1.2710 2.35 Q 8.86 1.3041 2.37 Q 9.03 1.3378 2.42 Q 9.20 1.3719 2.44 Q 9.37 1.4066 2.49 Q 9.54 1.4417 2.52 Q 9.71 1.4774 2.57 Q 9.88 1.5137 2.59 Q 10.05 1.5505 2.65 Q 10.22 1.5880 2.68 Q 10.39 1.6260 2.74 Q 10.56 1.6648 2.77 Q 10.73 1.7042 2.84 Q 10.90 1.7443 2.87 Q 11.07 1.7851 2.94 Q 11.24 1.8268 2.98 Q 11.41 1.8692 3.06 Q 11.58 1.9125 3.10 Q 11.75 1.9567 3.19 Q 11.92 2.0019 3.24 Q 12.09 2.0466 3.13 Q 12.26 2.0873 2.68 Q 12.43 2.1258 2.79 Q 12.60 2.1655 2.86 Q 12.77 2.2066 2.99 Q 12.94 2.2491 3.06 Q 13.11 2.2932 3.22 Q 13.28 2.3390 3.30 Q 13.45 2.3867 3.49 Q 13.62 2.4365 3.59 Q 13.79 2.4885 3.82 Q 13.96 2.5430 3.94 14.13 2.6006 4.26 14.30 2.6616 4.43 14.47 2.7265 4.80 M Aw 1w AM* ftw -W 40 M 14.64 2.7954 5.01 14.81 2.8693 5.51 14.98 2.9489 5.82 15.15 3.0360 6.57 15.32 3.1317 7.06 15.49 3.2344 7.56 15.66 3.3468 8.43 15.83 3.4901 11.98 16.00 3.6888 16.30 16.17 4.1165 44.59 16.34 4.4988 9.83 Q 16.51 4.6216 7.65 Q 16.68 4.7187 6.17 16.85 4.7988 5.25 Q 17.02 4.8681 4.61 17.19 4.9291 4.08 Q 17.36 4.9837 3.70 17.53 5.0335 3.39 17.70 5.0794 3.14 17.87 5.1220 2.92 18.04 5.1617 2.73 18.21 5.2040 3.28 18.38 5.2492 3.15 18.55 5.2925 3.02 18.72 5.3341 2.91 18.89 5.3743 2.80 19.06 5.4130 2.71 19.23 5.4504 2.62 19.40 5.4867 2.54 Q 19.57 5.5219 2.47 19.74 5.5560 2.39 19.91 5.5892 2.33 20.08 5.6215 2.27 20.25 5.6529 2.21 20.42 5.6836 2.15 20.59 5.7135 2.10 20.76 5.7427 2.05 20.93 5.7712 2.01 21.10 5.7990 1.96 21.27 5.8263 1.92 21.44 5.8529 1.88 21.61 5.8790 1.84 21.78 5.9046 1.80 21.95 5.9297 1.77 22.12 5.9542 1.73 22.29 5.9783 1.70 22.46 6.0019 1.67 22.63 6.0251 1.64 22.80 6.0479 1.61 22.97 6.0703 1.58 23.14 6.0922 1.55 23.31 6.1138 1.52 23.48 6.1350 1.50 23.65 6.1559 1.47 23.82 6.1764 1.45 23.99 6.1966 1.43 24.16 6.2165 1.41 24.33 ---------------------------------------------------------------------------- 6.2264 0.00 Problem Descriptions: TRACT 16724 UNIT HYDROGRAPH 25 -YEAR N cl 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 V effective depth ------------- T_ (and volume) 40 detention V ..... basin 1<-->l outflow am------------- I I storage basin outlet 4w V OUTFLOW 0 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** ww ---------------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S-O*DT/21 IS+O*DT/21 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 REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. qw 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 1.41 0.06 0.02 0.019 0.360 0.000 1.42 0.11 0.07 0.038 0.530 0.000 1.43 0.16 0.11 0.057 0.700 0.000 1.44 0.21 0.15 0.075 0.870 0.000 1.46 0.27 0.19 0.093 1.040 0.000 1.46 0.32 0.23 0.110 1.210 0.000 1.48 0.36 0.27 0.12'7 1.380 0.000 1.49 0.41 0.31 0.144 40 1.550 0.000 1.51 0.46 0.35 0.160 1.720 0.000 1.51 0.50 0.38 0.176 Mw 1.890 0.000 1.53 0.55 0.42 0.192 4w 0 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.S90 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 0.376 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 2.2� 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 11.0�0 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 4ft 12.600 0.000 2.86 1.08 2.90 0.424 12.�70 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 L.2 m 6-j m 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 16.170 0.000 44.59 1.81 16.80 1.111 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 16.850 0.000 5.25 1.33 10.77 0.663 17.020 0.000 4.61 1.27 8.83 0.604 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 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 aw 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 ma 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 4w 24.330 0.000 0.00 1.01 1.21 0.356 ---------------------------------------------------------------------------- 6-j m El G__ 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 10 -YEAR ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.80 TOTAL CATCHMENT AREA(ACRES) = 17.30 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.090 CATCHMENT LOW LOSS FRACTION = 0.510 VOLUME(ACRE-FEET) = 4.11 TIME OF CONCENTRATION(MIN.) = 10.30 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED (HOURS) 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 24-HOUR POINT RAINFALL VALUE(INCHES) = 5.87 ---------------------------------------------------------------------------- =1 Fs 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 40 2.78 0.2192 1.04 Q 2.95 0.2339 1.04 Q 3.12 0.2487 1.05 Q 40 =1 Fs AN vow 'm qm a Im d5 'a as .m as 3.30 0.2636 1.05 Q 3.47 0.2786 1.06 Q 3.64 0.2937 1.06 Q 3.81 0.3089 1.07 Q 3.98 0.3241 1.08 Q 4.15 0.3394 1.09 Q 4.33 0.3549 1.09 Q 4.50 0.3704 1.10 Q 4.67 0.3860 1.10 Q 4.84 0.4018 1.11 Q 5.01 0.4176 1.12 Q 5.18 0.4335 1.13 Q 5.36 0.4496 1.13 Q 5.53 0.4657 1.14 Q 5.70 0.4820 1.15 Q 5.87 0.4983 1.16 Q 6.04 0.5148 1.16 Q 6.21 0.5314 1.18 Q 6.39 0.5481 1.18 Q 6.56 0.5650 1.19 Q 6.73 0.5820 1.20 Q 6.90 0.5992 1.23 Q 7.07 0.6167 1.24 Q 7.24 0.6345 1.27 Q 7.42 0.6526 1.28 Q 7.59 0.6710 1.31 Q 0.6896 1.32 Q 7.93 0.7086 1.35 Q 8.10 0.7280 1.37 Q 8.27 0.7476 1.40 Q 8.45 0.7676 1.42 Q 8.62 0.7880 1.45 Q 8.79 0.8087 1.47 Q 8.96 0.8298 1.51 Q 9.13 0.8513 1.52 Q 9.30 0.8732 1.56 Q 9.48 0.8955 1.58 Q 9.65 0.9183 1.62 Q 9.82 0.9415 1.65 Q 9.99 0.9651 1.69 Q 10.16 0.9893 1.71 Q 10.34 1.0140 1.76 Q 10.51 1.0392 1.79 Q 10.68 1.0649 1.84 Q 10.85 1.0913 1.87 Q 11.02 1.1182 1.93 Q 11.19 1.1458 1.96 Q 11.37 1.1740 2.02 Q 11.54 1.2030 2.06 Q 11.71 1.2327 2.13 Q 11.88 1.2631 2.17 Q 12.05 1.2944 2.24 Q 12.22 1.3246 2.01 Q 12.40 1.3537 2.09 Q 12.57 1.3836 2.14 Q 12.74 1.4147 2.24 Q 12.91 1.4469 2.30 Q 13.08 1.4805 2.42 Q 13.25 1.5153 2.49 Q 13.43 1.5517 2.64 Q 13.60 1.5896 2.72 Q 13.77 1.6294 2.89 Q 13.94 1.6711 2.99 Q 14.11 1.7150 3.20 Q 14.28 1.7611 3.30 14.45 1.8100 3.59 14.63 1.8621 3.76 I 14.80 1.9182 4.15 Q 10 14.97 1.9787 4.39 Q 15.14 2.0452 4.98 Q 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 16.00 2.5458 12.61 16.17 2.8831 34.93 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 17.03 3.4645 3.44 Q 40 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 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 IfAW 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 4.3369 0.97 Q 24.07 4.3507 0.96 Q 24.24 ---------------------------------------------------------------------------- 4.3575 0.00 Q Problem Descriptions: TRACT 16724 UNIT HYDROGRAPH 10 -YEAR dN FLOW-THROUGH DETENTION BASIN MODEL 40 I E771 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 V effective depth ------------- T_ (and volume) detention I V .......... basin 1<-->l outflow II ......... .. ------------- 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 7:�' 6_� w *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 IS-O*DT/21 {S+O*DT/21 aw 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 am 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 Aw WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) ---------------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES "w 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 "a 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 AW 1.923 0.000 1.01 0.37 0.28 0.130 2.095 0.000 1.02 0.40 0.31 0.140 ma 2.267 0.000 1.02 0.43 0.33 0.149 7:�' 6_� w "a 4W AW "M 40 'm 10 aw 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 0.17� 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 0.66 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 0.000 1.27 1.01 0.99 0.359 7.417 0.000 1.28 1.01 1.08 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 8.103 0.000 1.37 1.02 1.29 0.368 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 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 10.6�8 0.000 1.84 1.04 1.74 0.384 10.850 0.000 1.8-7 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 11.53'/ 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 1.0� 2.49 0.411 13.768 0.000 2.89 1.07 2.59 0.416 I= 13.940 0.000 2.99 1.07 2.71 0.420 14.112 0.000 3.20 1.08 2.84 0.425 14.283 0.000 3.30 1.08 2.98 0.429 14.455 0.000 3.59 1.09 3.13 0.436 14.627 0.000 3.76 1.10 3.31 0.442 ww 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 1.14 4.44 0.485 15.485 0.000 5.66 1.16 4.80 0.497 15.657 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 11.93 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 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 1.05 2.07 0.393 19.090 0.000 1.74 1.04 1.97 0.390 19.262 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 on 20.978 0.000 1.19 1.02 1.28 0.366 21.150 0.000 1.1? 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 1.15 0.362 AN 22.008 0.000 1.09 1.01 1.14 0.362 22.180 0.000 1.08 1.01 1.12 0.361 "M 22.352 0.000 1.07 1.01 1.11 0.361 22.523 0.000 1.06 1.01 1.09 0.360 AW 22.695 0.000 1.04 1.01 1.08 0.360 22.867 0.000 1.03 1.01 1.06 0.359 23.038 0.000 1.02 1.01 1.05 0.3S9 23.210 0.000 1.01 1.01 1.04 0.358 23.382 0.000 1.00 1.01 1.03 0.358 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 AW 24.240 0.000 0.00 0.98 0.88 0.344 MR ---------------------------------------------------------------------------- I Aga do SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2004 Advanced Engineering Software (aes) aw 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 1-7 N ---------------------------------------------------------------------------- Problem Descriptions: TRACT 16724 UNIT HYDROGRAPH 2 -YEAR ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.72 TOTAL CATCHMENT AREA(ACRES) = 17.30 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.090 LOW LOSS FRACTION = 0.540 TIME OF CONCENTRATION(MIN.) = 10-60 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 2 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.21 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 . 4W ---------------------------------------------------------------------------- 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) "W ---------------------------------------------------------------------------- 0.10 0.0000 0.00 Q on 0.28 0.0028 0.36 Q 0.45 0.0084 0.39 Q 40 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 Aw 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 40 2.04 0.0606 0.41 Q 2.22 0.0666 0.41 Q 2.40 O.OV26 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 �w 1-7 N -M Aw *a f1w WAO -ft qw A% 40 An AW low we 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 OAS 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 0.17S3 0.47 Q 5.40 0.1821 0.47 Q 5.58 0.1890 0.48 Q 5.75 0.1960 0.48 Q 5.93 0.20,31 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 O.So 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 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 0.6� 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 0.5675 1.06 Q 13.00 0.5835 1.13 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 0 Ift 15.29 0.9176 2.88 Q 4w 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 16.18 1.3420 19.8 16.35 1.5143 3.79 Q 16.53 1.5650 3.14 Q 16.71 1.6060 2.48 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 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 1.8920 0.54 Q 20.42 1.8999 0.53 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 41w 23.60 2.0195 0.40 Q 23.77 2.0253 0.39 Q am 23.95 2.0310 0.39 Q 24.13 2.0366 0.38 Q 40 24.30 ---------------------------------------------------------------------------- 2.0394 0.00 Q Problem Descriptions: TRACT 16724 UNIT HYDROGRAPH 2 -YEAR 1w FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) 10.600 DEAD STORAGE(AF) 0.00 I N A^ SPECIFIED DEAD STORAGE(AF) FILLED 0.00 4W ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 a_ - INFLOW V effective depth ------------- T (and volume) detention I I V ......... basin 1<-->l Outflow ------------- I I storage I basin outlet V----------- OUTFLOW DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 7 L.J i *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* r0.000 8.620 55.700** ---------------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH IS-O*DT/21 tS+D*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 aw 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 ow (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 AN 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 0.0'7 0.05 0.026 40 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 as 1.690 0.000 0.40 0.13 0.10 0.045 1.867 0.000 0.41 0.14 0.11 0.049 io 2.043 0.000 0.41 0.15 0.12 0.053 2.220 0.000 0.41 0.16 0.13 0.057 Am 2.397 0.000 0.41 0.18 0.14 0.062 2.573 0.000 0.42 0.19 0.15 0.066 40 2.750 0.000 0.42 0.20 0.15 0.069 2.927 0.000 0.42 0.21 0.16 0.073 Am 3.103 0.000 0.43 0.22 0.17 0.077 40 L.J i Aft ow "M AW 16W 4"W 4" 'AW -40 AM 4m 40 MR 3.280 0.000 0.43 0.23 0.18 0.081 3.457 0.000 0.43 0.24 0.19 0.084 3.633 0.000 0.43 0.25 0.20 0.088 3.810 0.000 0.44 0.26 0.20 0.091 3.987 0.000 0.44 0.27 0.21 0.094 4.163 0.000 0.45 0.28 0.22 0.098 4.340 0.000 0.45 0.29 0.23 0.101 4.517 0.000 0.45 0.30 0.23 0.104 4.693 0.000 0.46 0.31 0.24 0.107 4.870 0.000 0.46 0.32 0.25 0.110 5.047 0.000 0.46 0.32 0.26 0.113 5.223 0.000 0.47 0.33 0.26 0.116 5.400 0.000 0.47 0.34 0.27 0.119 5.577 0.000 0.48 0.35 0.28 0.122 5.753 0.000 0.48 0.36 0.28 0.125 S.930 0.000 0.49 0.37 0.29 0.128 6.107 0.000 0.49 0.37 0.30 0.131 6.283 0.000 0.49 0.38 0.30 0.134 6.460 0.000 0.50 0.39 0.31 0.136 6.637 0.000 0.50 0.40 0.31 0.139 6.813 0.000 0.51 0.41 0.32 0.142 6.990 0.000 0.51 0.41 0.33 0.145 7.167 0.000 0.52 0.42 0.33 0.147 7.343 0.000 0.53 0.43 0.34 0.150 7.520 0.000 0.53 0.44 0.35 0.153 7.697 0.000 0.54 0.44 0.35 0.155 7.873 0.000 0.54 0.45 0.36 0.158 8.050 0.000 0.55 0.46 0.36 0.161 8.227 0.000 0.55 0.47 0.37 0.163 8.403 0.000 0.56 0.47 0.38 0.166 8.580 0.000 0.57 0.48 0.38 0.169 8.757 0.000 0.58 0.49 0.39 0.172 8.933 0.000 0.58 0.50 0.40 0.174 9.110 0.000 0.59 0.51 0.40 0.177 9.287 0.000 0.60 0.51 0.41 0.180 9.463 0.000 0.61 0.52 0.41 0.183 9.640 0.000 0.61 0.53 0.42 0.185 9.817 0.000 0.63 0.54 0.43 0.188 9.993 0.000 0.63 0.55 0.43 0.191 10.170 0.000 0.65 0.55 0.44 0.194 10.347 0.000 0.65 0.56 0.45 0.197 10.523 0.000 0.67 0.57 0.45 0.200 10.700 0.000 0.67 0.58 0.46 0.203 10.877 0.000 0.69 0.59 0.47 0.207 11.053 0.000 0.70 0.60 0.48 0.210 11.230 0.000 0.72 0.61 0.48 0.213 11.407 0.000 0.73 0.62 0.49 0.217 11.583 0.000 0.74 0.63 0.50 0.220 11.760 0.000 0.76 0.64 O.Si 0.224 11.937 0.000 0.78 0.65 0.52 0.228 12.113 0.000 0.79 0.66 0.52 0.232 12.290 0.000 0.95 0.68 0.54 0.238 12.467 0.000 0.9� 0.70 0.55 0.244 12.643 0.000 1.03 0.72 0.56 0.250 12.820 0.000 1.06 0.74 0.58 0.257 12.997 0.000 1.13 0.76 0.60 0.265 13.173 0.000 1.17 0.78 0.62 0.273 13.350 0.000 1.26 0.81 0.64 0.283 13.527 0.000 1.31 0.83 0.66 0.292 13.703 0.000 1.41 0.86 0.68 0.303 13.880 0.000 1.47 0.90 0.70 0.314 14.057 0.000 1.60 0.93 0.73 0.327 14.233 0.000 1. 69 0.97 0.76 0.340 14.410 0.000 1.85 1.00 0.85 0.355 14.587 0.000 1. 95 1.02 1. 11 0.367 14.�63 0.000 2.18 1.03 1.43 0.378 14.940 0.000 2.32 1.04 1.71 0.387 m ON ow 15.117 0.000 2.66 1.05 1.98 0.397 do 15.293 0.000 2.88 1.06 2.25 0.406 15.470 0.000 2.98 1.07 2.48 0.413 Im 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 0.000 _U.82 1.34 7.21 0.669 16.353 0.000 3.79 1.26 8.78 0.596 16.530 0.000 3.14 1.20 6.96 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 aw 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 11w 21.300 0.000 0.48 0.88 0.71 0.310 21.477 0.000 0.47 0.87 0.70 0.306 21.653 0.000 0.47 0.87 0.70 0.303 21.830 .0.000 0.46 0.86 0.69 0.299 ow 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 law 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 0.2S7 24.303 0.000 0.00 0.71 0.58 0.249 MR ---------------------------------------------------------------------------- do ON ow m 40 ",6 STREET FLOW DEPTH CATCH BASIN SIZING CALCULATIONS 06/30/05 D-1 i I A I t A a I i I I a C&O I L�wo, is 7r4 60.4 c -f � �ft do "a do 'M 40 'M 40 Am aw low VON 16W 0 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 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) 06/30/05 D-2 I I am Ve 40 "M 0 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:41 06/30/2005 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 06/30/05 D-3 I I 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: 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 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 N HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2004 Advanced Engineering Software (aes) Ver. 10.0 Release Date: 01/01/2004 License ID 1251 to Analysis prepared by: MR 40 Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, Ca 91761 r_� ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 11:02 06/30/2005 Problem Descriptions: TRACT 16724 CB SIZING CALCULATION A.4 CB #4 (W=10') >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.023000 CONSTANT STREET FLOW(CFS) = 2.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) 0.015000 low 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 low 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 0 0 0 N "a 06/30/05 D-5 E-71 I 40 40 40 I 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 S.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 D-6 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: 10:59 06/30/2005 Problem Descriptions: TRACT 16724 CB SIZING CALCULATION CB #5 (W=211) >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.023000 CONSTANT STREET FLOW(CFS) = 7.30 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 SIDEr AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- MW 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 aw -W 06/30/05 D-7 i 0 Problem Descriptions: TRACT 16724 CB SIZING CALCULATION CB #5 (W=21') >>>>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. AM STREETFLOW(CFS) 7.30 GUTTER FLOWDEPTH(FEET) = 0.38 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: -M 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 ow 8.50 4.08 9.00 4.27 9.50 4.45 10.00 4. 64 ww 10.50 4.82 11.00 4.99 11.50 5.17 12.00 5.33 V" 12.50 5.48 13.00 5.62 13.50 5.76 14.00 5.89 wo 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 4" 18.00 6.85 18.50 6.96 on 19.00 7.07 19.50 7.17 as 20.00 7.27 20.13 7.30 06/30/05 D-8 STORM DRAIN HYDRAULICS 06/30/05 H-1 i t i t 111 6 1 a 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 Invert I Depth I Water I Q I Vel Vel I Energy I Super iCriticaliFlow ToplHeight/lBase Wtj 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 L/Elem ICh Slope 1 1 1 1 SF Avel HF ISE DpthlFroude NINorm. Dp I "N" I X-Fallj ZR IType Ch 1007.580 1408.080 4.120 1412.200 25.90 3.66 .21 1412.41 .00 1.64 .00 3.000 .000 .00 1 .0 22.430 .0049 .0015 .03 4.12 .00 1.60 .013 .00 .00 PIPE 1030.010 1408.190 4.044 1412.234 25.90 3.66 .21 1412.44 .00 1.64 .00 3.000 .000 .00 1 .0 70.690 .0050 .0015 .11 .00 .00 1.59 .013 .00 .00 PIPE 1100.700 1408.540 3.830 1412.370 25.90 3.66 .21 1412.58 .00 1.64 .00 3.000 .000 .00 1 .0 239.275 .0050 .0015 .36 3.83 .00 1.59 .013 .00 .00 PIPE 1339.975 1409.736 3.000 1412.736 25.90 3.66 .21 1412.94 .00 1.64 .00 3.000 .000 .00 1 .0 71.475 .0050 .0014 .10 3.00 .00 1.59 .013 .00 .00 PIPE 1411.451 1410.093 2.721 1412.614 25.90 3.64 .23 1413.04 .00 1.64 1.74 3.000 .000 .00 1 .0 38.004 .0050 .0014 .05 2.72 .34 1.59 .013 .00 .00 PIPE 1449.454 1410.283 2.560 1412.843 25.90 4.03 .25 1413.10 .00 1.64 2.12 3.000 .000 .00 1 .0 30.616 .0050 .0015 .05 2.56 .41 1.59 .013 .00 .00 PIPE 1480.071 1410.436 2.427 1412.863 25.90 4.23 .28 1413.14 .00 1.64 2.36 3.000 .000 .00 1 .0 26.467 .0050 .0016 .04 2.43 .46 1.59 .013 .00 .00 PIPE 1506.538 1410.568 2.310 1412.879 25.90 4.43 .31 1413.18 .00 1.64 2.52 3.000 .000 .00 1 .0 23.320 .0050 .0018 .04 2.31 .51 1.59 .013 .00 .00 PIPE 1529.858 1410.685 2.205 1412.890 25.90 4.65 .34 1413.23 .00 1.64 2.65 3.000 .000 .00 1 .0 20.917 .0050 .0020 .04 2.21 .57 1.59 .013 .00 .00 PIPE i I k I i I a I I I i A t I I i t I I I I I I i I I I I i I I III i i k j 9 1 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 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj 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 L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1550.775 1410.790 2.109 1412.899 25.90 4.88 .37 1413.27 .00 1.64 2.74 3.000 .000 .00 1 .0 18.988 .0050 .0023 .04 2.11 .62 1.59 .013 .00 .00 PIPE 1569.763 1410.884 2.020 1412.905 25.90 5.12 .41 1413.31 .00 1.64 2.81 3.000 .000 .00 1 .0 1.117 .0050 .0024 .00 2.02 .67 1.59 .013 .00 .00 PIPE 1570.880 1410.890 2.015 1412.905 25.90 5.13 .41 1413.31 .03 1.64 2.82 3.000 .000 .00 1 .0 16.488 .0051 .0026 .04 2.04 .68 1.58 .013 .00 .00 PIPE 1587.366 1410.974 1.932 1412.906 25.90 5.38 .45 1413.36 .03 1.64 2.87 3.000 .000 .00 1 .0 14.911 .0051 .0029 .04 1.96 .73 1.58 .013 .00 .00 PIPE 1602.279 1411.050 1.854 1412. 904 25. 90 S. 64 .49 1413.40 .03 1.64 2.92 3.000 .000 .00 1 .0 12.214 .0051 .0032 .04 1.89 .79 1.58 .013 .00 .00 PIPE 1614.493 1411.112 1.782 1412.894 25.90 5.92 .54 1413.44 .04 1.64 2.95 3.000 .000 .00 1 .0 10.263 .0051 .0037 .04 1.82 .86 1.58 .013 .00 .00 PIPE 1624.756 1411.164 1.713 1412.878 25.90 6.21 .60 1413.48 .04 1.64 2.97 3.000 .000 .00 1 .0 1.185 .0051 .0042 .00 1.75 .92 1.58 .013 .00 .00 PIPE 1625.941 1411.170 1.648 1412.818 25.90 6.51 .66 1413.48 .04 1.64 2.99 3.000 .000 .00 1 .0 HYDRAULIC JUMP 1625.941 1411.170 1.578 1412.748 25.90 6.88 .73 1413.48 .05 1.64 3.00 3.000 .000 .00 1 .0 15.629 .0051 .0050 .08 1.63 1.08 1.58 .013 .00 .00 PIPE t I k J a A a I i I k I 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 k I i I & I k i 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 ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Falli ZR IType Ch 1641.570 1411.250 1.589 1412.839 25.90 6.81 .72 1413.56 .00 1.64 2.99 3.000 .000 .00 1 .0 42.321 .0050 .0050 .21 1.59 1.07 1.59 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 1683.891 1411.460 1.589 1413.050 25.90 6.81 .72 1413.77 .00 1.64 2.99 3.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 14.029 .0050 .0047 .07 1.59 1.07 1.59 .013 .00 .00 PIPE WALL ENTRANCE I I I I I I I I I I I 1 1 1697.920 1411.530 1. 644 1413.174 25.90 6.53 .66 1413.84 .00 1.64 2.99 3.000 .000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- I i k I & A k I k I h j I I I i I I I I I j I i I I i i i I k I k j k 1 9 1 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 I CARD SECT CHN NO OF AVE PIER HEIGHT I BASE ZL ZR INV Y(l) 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 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 2 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 I 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 UIS 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 UIS DATA STATION INVERT SECT W S ELEV 1697.920 1411.530 2 1411.530 Tl TRACT 16724 T2 100 -YEAR HYDRAULICS T3 LINE A so 1007.5801408.080 1 R 1030.0101408.190 1 R 1100.7001408-540 1 R 1570.8801410.890 1 R 1641.5701411.250 1 R 1697.9201411.530 1 WE 1697.9201411.530 2 SH 1697.9201411.530 2 CD 1 4 1 .000 3.000 CD 2 4 1 .000 3.000 Q 25.900 .0 A. WSW 1412.200 .013 .013 .013 .013 .013 .500 1411.530 .000 .000 .000 .00 .000 .000 .000 .00 Page 1 0 .000 .000 0 -45.003 .000 0 .000 .000 1 45.003 .000 0 .000 .000 0 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 ICriticaljFlow ToplHeight/lBase WtI INo Wth Station I Elev 1 (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTjor I.D.1 ZL JPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Falli ZR IType Ch 1000.000 1422.510 2.508 1425.018 60.36 9.56 1.42 1426.44 .00 2.51 2.22 3.000 .000 .00 1 .0 5.339 .0041 .0076 .04 2.51 1.00 3.00 .013 .00 .00 PIPE 1005.339 1422.532 2.656 1425.188 60.36 9.12 1.29 1426.48 .00 2.51 1.91 3.000 .000 .00 1 .0 25.917 .0041 .0072 .19 2.66 .86 3.00 .013 .00 .00 PIPE 1031.255 1422.637 2.855 1425.492 60.36 8.69 1.17 1426.67 .00 2.51 1.29 3.000 .000 .00 1 .0 22.965 .0041 .0073 .17 2.86 .66 3.00 .013 .00 .00 PIPE L,9- 1054.220 1422.730 2.967 1425.697 60.36 8.56 1.14 1426.83 00 2.51 63 3.000 000 00 1 .0 JUNCT STR .0045 .0068 .05 2.97 .45 .013 .00 .00 PIPE F> -2 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 I- PIPE 1084.540 1422.850 3.492 1426.342 52.35 7.41 .85 1427.19 .00 2.35 .00 3.000 .000 .00 1 .0 34 .950 .0040 .0062 .22 .00 .00 3.00 .013 .00 .00 PIPE 1119.490 1422.990 3.689 1426.679 52.35 7.41 .85 1427.53 .00 2.35 .00 3.000 .000 .00 1 .0 L,A,T '5-3JUNCT STR .0038 .0037 .03 .00 .00 .013 .00 .00 PIPE 1127.390 1 1423.020 1 4.676 1 1 1427.697 1 14.90 3.04 1 .14 1 1427.84 .00 1 1.30 1 .00 2.500 1 .000 .00 1 .0 27.840 .0040 .0013 .04 .00 .00 1.36 .013 .00 .00 PIPE 1155.230 1423.130 4.621 1427.751 14.90 3.04 .14 1427.89 .00 1.30 .00 2.500 .000 .00 1 .0 191.440 .0040 .0013 .25 4.62 .00 1.36 .013 .00 .00 PIPE t I i I k I a I i I I A I I I i i I i I I I I i I I I I t I I i k j i i k i 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 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1346.670 1423.900 4.104 1428.004 14.90 3.04 .14 1428.15 .00 1.30 .00 2.500 .000 .00 1 .0 4.670 .0043 .0013 .01 4.10 .00 1.33 .013 .00 .00 PIPE 1351.340 1423.920 4.090 1428.010 14.90 3.04 .14 1428.15 .00 1.30 .00 2.500 .000 .00 1 .0 206.060 .0040 .0013 .27 4.09 .00 1.36 .013 .00 .00 PIPE 1557.400 1424.740 3.549 1428.289 14.90 3.04 .14 1428.43 .00 1.30 .00 2.500 .000 .00 1 .0 14.970 .0040 .0013 .02 .00 .00 1.36 .013 .00 .00 PIPE 1572.370 1424.800 3.522 1428.322 14.90 3.04 .14 1428.47 .00 1.30 .00 2.500 .000 .00 1 .0 JUNCT SIR .0043 .0020 .01 .00 .00 .013 .00 .00 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 29.850 .0040 .0027 .08 .00 .00 1.37 .013 .00 .00 PIPE 1606.890 1424.940 3.477 1428.417 11.70 3.72 .22 1428.63 .00 1.23 .00 2.000 .000 .00 1 .0 14.090 .0043 .0027 .04 3.48 .00 1.34 .013 .00 .00 PIPE 16110.980 1425.000 3.454 1428.454 11.70 3.72 .22 1428.67 .00 1.23 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1620.980 -I- 1425.000 -I- 3.776 -I- 1428.776 -I- 11.70 -I- .31 -I- .00 -I- 1428.78 -I- .00 -I- .35 -I- 10.00 -I- 4.000 -I- 10.000 -I- .00 0 .0 I- FILE: B.WSW W S 2 G W - EDIT LISTING - Version 14.01 Date: 8-15-2005 Time: 9:47:11 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(j) 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 I WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 16�24 HEADING LINE 110 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 I UIS 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.S32 -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 45.11S -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 UIS 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 t i I I I i i I i 1 6 1 i I i t I i i t i I i I I t I t i i j I 1 1 1 k i Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3.200 .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 S ELEV 1425.000 U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1577.040 1424.820 5 2 0 .013 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 UIS 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 .50c ELEMENT NO 16 IS A SYSTEM HEADWORKS TJ/S DATA STATION INVERT SECT 1620.980 1425.000 4 Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3.200 .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 S ELEV 1425.000 Page 1 B. WSW Tl 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 ix 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 ix 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 06/30/05 H-10 FILE: Bl.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(l) 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 I 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 06/30/05 H-11 FILE: BI.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 I Invert 1 Depth I Water I Q I Vel Vel I Energy I Super jCriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev 1 Depth I Width jDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 106.580 1423.860 2.090 1425.950 '7 . 30 4.13 .26 1426.21 .00 1.05 .00 1.500 .000 .00 1 .0 11.290 .0571 .0048 .05 2.09 .00 .55 .013 .00 .00 PIPE 117.870 1424.505 1.500 1426.005 7.30 4.13 .26 1426.27 .00 1.05 .00 1.500 .000 .00 1 .0 .688 .0571 .0045 .00 1.50 .00 .55 .013 .00 .00 PIPE 118.558 1424.544 1.460 1426.003 7.30 4.16 .27 1426.27 .00 1.05 .49 1.500 .000 .00 1 .0 HYDRAULIC JUMP 118.558 1424.544 .731 1425.275 7.30 8.54 1.13 1426.41 .00 1.05 1.50 1.500 .000 .00 1 .0 1.956 .0571 .0198 .04 .73 1.99 .55 .013 .00 .00 PIPE 120.514 1424.655 .759 1425.414 7.30 8.13 1.03 1426.44 .00 1.05 1.50 1.500 .000 .00 1 .0 1.618 .0571 .0174 .03 .76 1.85 .55 .013 .00 .00 PIPE 122.132 1424.748 .788 1425.536 7.30 7.75 .93 1426.47 .00 1.05 1.50 1.500 .000 .00 1 .0 1.287 .0571 .0153 .02 .79 1.72 .55 .013 .00 .00 PIPE 123.419 1424.821 .819 1425.640 7.30 7.39 .85 1426.49 .00 1.05 1.49 1.500 .000 .00 1 .0 1.012 .0571 .0135 .01 .82 1.60 .55 .013 .00 .00 PIPE 124. 431 1424.879 .852 1425.731 7.30 7.04 .77 1426.50 .00 1.05 1.49 1.500 .000 .00 1 .0 .799 .0571 .0120 .01 .85 1.49 .55 .013 .00 .00 PIPE 125.230 1424.925 .886 1425.811 7.30 6.72 .70 1426.51 .00 1.05 1.48 1.500 .000 .00 1 .0 .595 .0571 .0106 .01 .89 1.38 .55 .013 .00 .00 PIPE 06/30/05 H-11 a a 6 A a I k A a j I I I j I j I j I I I I t j 1 1 1 1 6 A & I i j FILE: Bl.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 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj 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 L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 125.825 1424.958 .922 1425.881 7.30 6.40 .64 1426.52 .00 1.05 1.46 1.500 .000 .00 1 .0 .417 .0571 .0094 .00 .92 1.28 .55 .013 .00 .00 PIPE 126.242 1424. 982 960 1425.942 7.30 6.11 .58 1426.52 .00 1.05 1.44 1.500 .000 .00 1 .0 .239 .0571 .0083 .00 .96 1.18 .55 .013 .00 .00 PIPE 126.480 1424.996 1.001 1425.997 7.30 5.82 .53 1426.52 .00 1.05 1.41 1.500 .000 .00 1 .0 .070 .0571 .0074 .00 1.00 1.09 .55 .013 .00 .00 PIPE 126.550 1425.000 1.046 1426.047 7.30 5.55 .48 1426.52 .00 1.05 1.38 1.500 .000 .00 1 .0 WALL ENTRANCE 126.550 1425.000 1.804 1426. 804 7.30 .19 .00 1426.81 .00 .16 21.00 6.500 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 06/30/05 H-12 06/30/05 H-13 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(l) 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 I 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 a 41 & A a i I a 6 1 1 1 1 1 1 It I j 1 11 1 1 j a i 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 jCriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-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- HE ISE -I- DpthIFroude -I- NINorm -I- Dp -I- I "N" 1 -1- X-Fallj ZR -1 IType Ch 104.780 1423.690 2.260 1425.950 2.60 1.47 .03 1425.98 .00 .61 .00 1.500 .000 .00 1 .0 1-7.538 .0439 .0006 .01 2.26 .00 .35 .013 .00 .00 PIPE 122.318 14,14.461 1.500 1425. 961 2. 60 1.47 .03 1425.99 .00 .61 .00 1.500 .000 .00 1 .0 3.124 .0439 .0006 .00 1.50 .00 .35 .013 .00 .00 PIPE 125.443 1424.598 1.360 1425.958 2.60 1.54 .04 1426.00 .00 .61 .87 1.500 .000 .00 1 .0 1.758 .0439 .0006 .00 1.36 .20 .35 .013 .00 .00 PIPE 127.201 1424.675 1.280 1425.955 2.60 1.62 .04 1426.00 .00 .61 1.06 1.500 .000 .00 1 .0 1.452 .0439 .0006 .00 1.28 .23 .35 .013 .00 .00 PIPE 128.653 1424.739 1.213 1425.952 2. 60 1.70 .04 1426.00 .00 .61 1.18 1.500 .000 .00 1 .0 1.237 .0439 .0007 .00 1.21 .26 .35 .013 .00 .00 PIPE 129.890 1424.793 1.155 1425.949 2.60 1.78 .05 1426.00 .00 .61 1.26 1.500 .000 .00 1 .0 1.113 .0439 .0007 .00 1.16 .29 .35 .013 .00 .00 PIPE 131.002 1424.842 1.102 1425.944 2.60 1.87 .05 1426.00 .00 .61 1.32 1.500 .000 .00 1 .0 .987 .0439 .0008 .00 1.10 .32 .35 .013 .00 .00 PIPE 131. 990 1424.886 1.054 1425.940 2.60 1.96 .06 1426.00 .00 .61 1.37 1.500 .000 .00 1 .0 .884 .0439 .0009 .00 1.05 .35 .35 .013 .00 .00 PIPE 132.874 1424.925 1.010 1425.935 2.60 2.05 .07 1426.00 .00 .61 1.41 1.500 .000 .00 1 .0 .826 .0439 .0010 .00 1.01 .38 .35 .013 .00 .00 PIPE 06/30/05 H-14 i a k j & I i I i I k j I I I # k I i i I I i I i I t I i j i i i j i j k I 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 Invert I Depth 1 Water I Q I Vel Vel I Energy 1 Super ICriticaliFlow ToplHeight/lBase Wtj 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 L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 133.700 1424.961 .968 1425.929 2.60 2.15 .07 1426.00 .00 .61 1.44 1.500 .000 .00 1 .0 .743 .0439 .0012 .00 .97 .41 .35 .013 .00 .00 PIPE 134.443 1424.994 .929 1425.923 2.60 2.26 .08 1426.00 .00 .61 1.46 1.500 .000 .00 1 .0 .147 .0439 .0012 .00 .93 .45 .35 .013 .00 .00 PIPE 134.590 1425.000 .921 1425.922 2.60 2.28 .08 1426.00 .00 .61 1.46 1.500 .000 .00 1 .0 WALL ENTRANCE 134.590 1425.000 1.068 1426.068 2.60 .24 .00 1426.07 .00 .13 10.00 6.500 10.000 .00 0 .0 -I- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- 06/30/05 H-15 i I a I I I I I i t I i I I I I I j i i i i i j i f i j 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(l) 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 i j a III & JI 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 a I a I a I t I t j i j i j FILE: B3.WSW W S P G W - CIVILDESIGN Version 14.01 PAGE I 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 Vel Vel I Energy I Super CriticaljFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) (FPS) Head I Grd.El.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 106.180 1424.440 1.108 1425.548 39.80 16.77 4.37 1429.92 .00 2.05 2.90 3.000 .000 .00 1 .0 .519 .2360 .0413 .02 1.11 3.26 .71 .013 .00 .00 PIPE 106.699 1424.562 1.119 1425.682 39.80 16.55 4.25 1429.93 .00 2.05 2.90 3.000 .000 .00 1 .0 1.751 .2360 .0380 .07 1.12 3.20 .71 .013 .00 .00 PIPE 108.450 1424.976 1.159 1426.135 39.80 15.78 3.87 1430.00 .00 2.05 2.92 3.000 .000 .00 1 .0 1.527 .2360 - .0334 .05 1.16 2.99 .71 .013 .00 .00 PIPE 109.977 1425.336 1.201 1426.537 39.80 15.05 -3.52 1430.05 .00 2.05 2.94 3.000 .000 .00 1 .0 1.333 .2360 .0293 .04 1.20 2.80 .71 .013 .00 .00 PIPE 111.310 1425.651 1.245 1426.896 39.80 14.35 3.20 1430.09 .00 2.05 2.96 3.000 .000 .00 1 .0 1.162 .2360 .0257 .03 1.25 2.61 .71 .013 .00 .00 PIPE 112.472 1425.925 1.291 1427.216 39.80 13.68 2.91 1430.12 .00 2.05 2.97 3.000 .000 .00 1 .0 1.017 .2360 .0226 .02 1.29 2.44 .71 .013 .00 .00 PIPE 113.489 1426.165 1.338 1427.503 39.80 13.04 2.64 1430.14 .00 2.05 2.98 3.000 .000 .00 1 .0 .879 .2360 .0198 .02 1.34 2.27 .71 .013 .00 .00 PIPE 114.368 1426.373 1.388 1427.761 39.80 12.43 2.40 1430.16 .00 2.05 2.99 3.000 .000 .00 1 .0 .761 .2360 .0175 .01 1.39 2.12 .71 .013 .00 .00 PIPE 115.1119 1426.552 1.440 1427.992 39.80 11.86 2.18 1430.17 .00 2.05 3.00 3.000 .000 .00 1 .0 .650 .2360 .0154 .01 1.44 1.97 .71 .013 .00 .00 PIPE 06/30/05 H- 17 06/30/05 H-18 i t I I 1 11 1 1 1 k 11 a i a I 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 i Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj 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 JPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 115.779 1426.706 1.495 1428.201 39.80 11.30 1.98 1430.18 .00 2.05 3.00 3.000 .000 .00 1 .0 .554 .2360 .0135 .01 1.50 1.84 .71 .013 .00 .00 PIPE 116.333 1426.837 1.552 1428.389 39.80 10.78 1.80 1430.19 .00 2.05 3.00 3.000 .000 .00 1 .0 .459 .2360 .0119 .01 1.55 1.71 .71 .013 .00 .00 PIPE 116.793 1426.945 1.613 1428.558 39.80 10.28 1.64 1430.20 .00 2.05 2.99 3.000 .000 .00 1 .0 .382 .2360 .0105 .00 1.61 1.59 .71 .013 .00 .00 PIPE 117.174 1427.035 1.676 1428.711 39.80 9.80 1.49 1430.20 .00 2.05 2.98 3.000 .000 .00 1 .0 .302 .2360 .0093 .00 1.68 1.48 .71 .013 .00 .00 PIPE 117.476 142-7.106 1.743 1428.849 39.80 9.34 1.36 1430.20 .00 2.05 2.96 3.000 .000 .00 1 .0 - 134 .2360 .0082 .00 1.74 1.37 .71 .013 .00 .00 PIPE 117.710 1427.161 1.813 1428.975 39.80 8.91 1.23 1430.21 .00 2.05 2.93 3.000 .000 .00 1 .0 .162 .2360 .0073 .00 1.81 1.27 .71 .013 .00 .00 PIPE 117.872 1427 .200 1.888 1429.088 39.80 8.49 1.12 1430.21 .00 2.05 2.90 3.000 .000 .00 1 .0 .099 .2360 .0064 .00 1.89 1.18 .71 .013 .00 .00 PIPE 117.971 1427 . 223 1.967 1429.190 39.80 8.10 1.02 1430.21 .00 2.05 2.85 3.000 .000 .00 1 .0 .029 .2360 .0057 .00 1.97 1.09 .71 .013 .00 .00 PIPE 118.000 1427.230 2.054 1429.284 39.80 7.72 .92 1430.21 .00 2.05 2.79 3.000 .000 .00 1 .0 6.801 .0041 .0051 .03 2.05 1.00 2.30 .013 .00 .00 PIPE 06/30/05 H-18 t j i A i j a I a i i I i i I I i 1 11 11 1 i t i t i I j t I I i i I a JI i I 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 TRACT 16724 100 -YEAR HYRAULICS LATERAL B-3 Invert I Depth I Water I Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj 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 L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 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 22.739 .0041 .0046 .11 2.15 .92 2.30 .013 .00 .00 PIPE 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 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 6 i & I i i a I t # I I t I t I I I t j t i i I t i i A i j k j i i i i 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(l) 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 I 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 i i & j & I t j a j i i i i t i 1 1 t I I j I i j i i i I 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 Invert I Depth I Water I Q I Vel Vel I Energy I Super jCriticalIFlow ToplHeight/lBase Wtj 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 lPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 103.220 1425.070 3.230 1428.300 3.20 1.81 .05 1428.35 .00 .68 .00 1.500 .000 .00 1 .0 29.770 .0050 .0009 .03 3.23 .00 .69 .013 .00 .00 PIPE 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 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 aw 4w �m 40 'M so �m woo iw �ft go 0 4% aw MADOLE & ASSOCIATES, INC. Civil Engineers -Land Surveyors -Planners 10601 Church Street Suite 107 t(t Rancho Cucamonga, CA 91730 (909)948-1311 fax948-8464 Job Sheet No. 1 of I Calculated by: wli Date -5/18/2005 Checked by: Date Scale nts EMERGENCY SPILLWAY DESIGN CAPACITY = 1,000 -YEAR PEAK FLOW RATE Q = 1.35 X Qloo Q100 = 64.3 DESIGN 0 = 86.805, C.F.S. Weir Discharge Equation (Trapezoidal w/3:1 upstream slope) Q=CLH A (3/2) Q = 86.805 C = 3.4 H = 0.5 L 72.21224 Feet P:\692-1922\Drainage\5-10-05\spillway-calc-shtl.xis Printed: 7:49 AM -5/18/2005 1 of 1 I -ft Aw Aw I lw 40 26 24 22 NK11 1E 0 IE z 0 u w w w w u- 0 -j 11 w x w STONE WEIGHT, IN POUNDS 5 20 60 200 600 1000 2000 4000 1 10 4n inn 400 800 1500 3000 5000 0 1 2 3 4 EQUIVALENT SPHERICAL DIAMETER OF STONE, IN FEET FIGURE U -C-1. RIPRAP SIZE FOR USE DOWNSTREAM OF ENERGY DISSIPATORS FROM REFERENCE U -C-1. 11-9 -T- -F-1 1 —1 1 00, FOR 165 STONE LBS. PER WEIGHING CU. FT. 2 D 0 1 2 3 4 EQUIVALENT SPHERICAL DIAMETER OF STONE, IN FEET FIGURE U -C-1. RIPRAP SIZE FOR USE DOWNSTREAM OF ENERGY DISSIPATORS FROM REFERENCE U -C-1. 11-9 t -------------- a------ H '. ydrau-lic Design of 'Energy Dissipators for Culverts and Channels Hydraulic Engineering Circular No. 14 December 1975 ................. ...................... ................... .............. ................. ........... .......... Rrepared by'the Hydraulics Branch, Bridge Division, Off Ice of Engineering, in 1, 4, collaboration with the Demonstration Projects Division, Re6l'on 15, Federal Highway Administration, Washington, D.C. 20590 ..NAPTER CONTENTS PAGE Design Concept Erosion Hazards 11-A-1 Culvert Outlet Velocity I V, Flow Transitions IV -1 V Outlet Scour Computation V-1 VI Hydraulic Jump VI -1 Vii Forced Hydraulic Jump Basins VII -A-1 Vill Impact Basins VIII -A-1 Ix Drop Structures I X-1 L x Stilling Wells -T xi Riprap Basins NK4 1 - T �j x1i Design Selection ...................... .............. ................. ....... ........ Reprinted December 1978 U.S. DEPARTMENT OF TRANSPORTATION FEDERAL HIGHWAY ADMINISTRATION -a �ft 1 05/16/05 M- REFERENCES & MAP .- R- I 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(l) 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 t I i I t I i i i I t i i I i I I i i i i I i I i i i i i i i I k I i i i i RADIUS ANGLE ANG PT WATER SURFACE PROFILE ELEMENT CARD LISTING .000 ELEMENT NO 11 IS A REACH ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE U/S DATA STATION INVERT SECT -29.093 N 0 RADIUS ANGLE ANG PT MAN H 1300.760 1390.100 3 .000 .013 ELEMENT NO 12 IS A REACH .000 .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1395.100 .000 U/S DATA STATION INVERT SECT ANGLE N .000 .000 1326.380 1390.670 3 ANG PT .013 ELEMENT NO 13 IS A REACH RADIUS ANGLE ANG PT MAN H .000 .000 .000 1 U/S DATA STATION INVERT SECT N .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1372.080 1391.687 3 .000 .013 .000 ELEMENT NO 14 IS A REACH .000 .000 PAGE NO 4 U/S DATA STATION INVERT SECT MAN H N .000 .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1377.830 1391.750 3 .000 .013 .000 ELEMENT NO 15 IS A REACH .000 .000 RADIUS ANGLE ANG PT MAN H U/S DATA STATION INVERT SECT 0 N INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1412.630 .000 45.000 1633.320 1396.500 3 ANGLE .013 ELEMENT NO 16 IS A JUNCTION RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 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 RAD I U S ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 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 .0100 .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 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 Invert I Depth I Water I Q Vel Vel 1 Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) 1 Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope 1 1 1 1 SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 995.000 1381.300 2. 968 1384.268 739.80 26.52 10.92 1395.19 2.91 5.18 6.00 6.000 .000 .00 2 .0 29.629 .0100 .0331 .98 5.88 2.17 4.34 .013 .00 .00 PIPE 1024.629 1381.596 2.891 1384.487 739.80 27.43 11.68 1396.17 6.00 5.18 6.00 6.000 .000 .00 2 .0 39.421 .0100 .0370 1.46 6.00 2.28 4.34 .013 .00 .00 PIPE 1064.050 1381.990 2.787 1384.777 739.80 28.77 12.85 1397.63 .00 5.18 5.98 6.000 .000 .00 2 .0 JUNCT STR .0084 .0401 .05 2.79 2.45 .013 .00 .00 PIPE 1065.240 1382.000 2.732 1384.732 728.20 29.06 13.11 1397.84 .00 5.15 5.98 6.000 .000 .00 2 .0 20.030 .0065 .0425 .85 2.73 2.50 5.42 .013 .00 .00 PIPE 1085.270 1382.130 2.672 1384.802 728.20 29.91 13.89 1398.69 .00 5.15 5.96 6.000 .000 .00 2 .0 JUNCT STR .0370 .0457 .10 2.67 2.61 .013 .00 .00 PIPE 1087.430 1382.210 2.601 1384.811 716.60 30.49 14.43 1399.25 .00 5.12 5.95 6.000 .000 .00 2 .0 7.840 .0332 .0474 .37 2.60 2.70 2.87 .013 .00 .00 PIPE 1095.270 1382.470 2.593 1385.063 716.60 30. 62 14.55 1399. 62 .00 5.12 5.94 6.000 .000 .00 2 .0 TRANS STR .0351 .0370 .82 2.59 2.72 .013 .00 .00 PIPE 1117.490 1383.250 4.574 1387.824 716. 60 28.72 12.81 1400.63 .00 6.30 5.94 6.500 .000 .00 1 .0 57.210 .0337 .0256 1.47 4.57 2.47 4.18 .013 .00 .00 PIPE 1174.700 1385.180 4.670 1389.850 716.60 28.08 12.25 1402.10 1.59 6.30 5.85 6.500 .000 .00 1 .0 45.690 .0339 .0243 1.11 6.26 2.37 4.17 .013 .00 .00 PIPE Ik j i I & I i I a I 1 11 1 1 11 1 1 11 t I i I t 1 1 1 i i i I i j i i I 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 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D.1 ZL lPrs/Pip L/Elem lCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1220.390 1386.730 4.770 1391.500 716. 60 27.46 11.71 1403.21 .00 6.30 5.75 6.500 .000 .00 1 .0 44.640 .0339 .0230 1.02 4.77 2.27 4.17 .013 .00 .00 PIPE 1265.030 1388.244 4.896 1393.140 716.60 26.73 11.09 1404.23 .00 6.30 5.61 6.500 .000 .00 1 .0 13.587 .0519 .0217 .29 4.90 2.15 3.63 .013 .00 .00 PIPE 1278.617 1388.950 5.016 1393.966 716.60 26.08 10.56 1404.53 .00 6.30 5.46 6.500 .000 .00 1 .0 22.143 .0519 .0201 .44 5.02 2.05 3.63 .013 .00 .00 PIPE 1300.760 1390.100 5.270 1395.370 716.60 24.86 9.60 1404.97 .00 6.30 5.09 6.500 .000 .00 1 .0 25.620 .0223 .0189 .49 5.27 1.84 4.90 .013 .00 .00 PIPE 1326.380 1390.670 5.306 1395.976 716.60 24.71 9.48 1405.46 1.06 6.30 5.03 6.500 .000 .00 1 .0 45.700 .0223 .0186 .85 6.37 1.81 4.90 .013 .00 .00 PIPE 1372.080 1391.687 5.383 1397.070 716.60 24.39 9.24 1406.31 .00 6.30 4.90 6.500 .000 .00 1 .0 5.750 .0110 .0184 .11 5.38 1.76 6.50 .013 .00 .00 PIPE 1377.830 1391.750 5.362 1397.112 716.60 24.47 9.30 1406.41 .00 6.30 4.94 6.500 .000 .00 1 .0 255.490 .0186 .0184 4.70 5.36 1.77 5.34 .013 .00 .00 PIPE 1633.320 1396.500 5.385 1401.885 716.60 24.38 9.23 1411.11 .00 6.30 4.90 6.500 .000 .00 1 .0 JUNCT STR .0200 .0183 .04 5.38 1.75 .013 .00 .00 PIPE 1635.320 1396.540 5.387 1401.927 716.60 24.37 9.22 1411.15 .00 6.30 4.90 6.500 .000 .00 1 .0 237.970 .0187 .0181 4.32 5.39 1.75 5.32 .013 .00 .00 PIPE i I i j t i It j & I i I I I i I i i i i k I a I k I i i k i i I t j 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 1 Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj 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 L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1873.290 1400.990 5.454 1406.444 716.60 24.11 9.02 1415.47 .00 6.30 4.78 6.500 .000 .00 1 .0 4.660 .0172 .0180 .08 5.45 1.70 5.62 .013 .00 .00 PIPE 1877.950 1401.070 5.452 1406.522 716.60 24.11 9.03 1415.55 .00 6.30 4.78 6.500 .000 .00 1 .0 50,760 .0192 .0179 .91 5.45 1.70 5.24 .013 .00 .00 PIPE 1928.709 1402.047 5.489 1407.536 716.60 23.97 8.92 1416.46 .00 6.30 4.71 6.500 .000 .00 1 .0 226.306 .0192 .0171 3.88 5.49 1.68 5.24 .013 .00 .00 PIPE 2155.016 1406.401 5.824 1412.226 716.60 22.86 8.11 1420.34 .00 6.30 3.97 6.500 .000 .00 1 .0 93.984 .0192 .0165 1.55 5.82 1.43 5.24 .013 .00 .00 PIPE 2249.000 1408.210 6.302 1414.512 716.60 21.79 7.37 1421.88 .00 6.30 2.23 6.500 .000 .00 1 .0 JUNCT STR .0211 .0169 .15 6.30 1.00 .013 .00 .00 PIPE 2258.000 1408.400 7.278 1415.678 691.00 20.82 6.73 1422.41 .00 6.27 .00 6.500 .000 .00 1 .0 44.670 .0204 .0174 .78 7.28 .00 4.93 .013 .00 .00 PIPE 2302.670 1409.310 7.144 1416.454 691.00 20.82 6.73 1423.19 .00 6.27 .00 6.500 .000 .00 1 .0 JUNCT STR .0195 .0169 .15 7.14 .00 .013 .00 .00 PIPE 2311.390 1409.480 7.805 1417.285 671.00 20.22 6.35 1423.63 .00 6.25 .00 6.500 .000 .00 1 .0 17.610 .0216 .0164 .29 7.80 .00 4.69 .013 .00 .00 PIPE 2329.000 1409.860 7.713 1417.573 671.00 20.22 6.35 1423.92 .00 6.25 .00 6.500 .000 .00 1 .0 JUNCT STR .0200 .0159 .03 7.71 .00 .013 .00 .00 PIPE i i t j & 1 6 1 1 1 1 1 1 1 1 1 1 1 1 1 k i i i i i t j i i i j i i i I t I 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 1 Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev I (FT) I Elev 1 (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTjor I.D.1 ZL jPrs/Pip L/Elem ICh Slope 1 1 1 1 SF Avel HF JSE Dpth[Froude NjNorM Dp I "N" I X-Fallj ZR IType Ch 2331.000 1409.900 8.366 1418.266 651.00 19.62 5. 98 1424.24 .00 6.22 .00 6.500 .000 .00 1 .0 57.119 .0198 .0154 .88 8.37 .00 4.75 .013 .00 .00 PIPE 2388.119 1411.030 8.117 1419.146 651.00 19.62 5.98 1425.12 .00 6.22 .00 6.500 .000 .00 1 .0 HYDRAULIC JUMP 2388.119 1411.030 4.788 1415.618 651.00 24.84 9.58 1425.40 .00 6.22 5.73 6.500 .000 .00 1 .0 401.061 .0198 .0188 7.53 4.79 2.05 4.75 .013 .00 .00 PIPE 2789.180 1418.960 4.911 1423.871 651.00 24.20 9.09 1432.97 .00 6.22 5.59 6.500 .000 .00 1 .0 4.660 .0215 .0182 .08 4.91 1.94 4.59 .013 .00 .00 PIPE 2793.840 1419.060 4.917 1423.977 651.00 24.17 9.07 1433.05 .00 6.22 5.58 6.500 .000 .00 1 .0 160.443 .0200 .0176 2.82 4.92 1.94 4.72 .013 .00 .00 PIPE 2954.284 1422.276 5.073 1427.349 651.00 23.43 8.52 1435.87 .00 6.22 5.38 6.500 .000 .00 1 .0 132.695 .0200 .0162 2.15 5.07 1.82 4.72 .013 .00 .00 PIPE 3086.979 1424.936 5.334 1430.270 651.00 22.34 7.75 1438.02 .00 6.22 4.99 6.500 .000 .00 1 .0 75.967 .0200 .0147 1.12 5.33 1.63 4.72 .013 .00 .00 PIPE 3162.945 1426.458 5.636 1432.095 651.00 21.30 7.04 1439.14 .00 6.22 4.41 6.500 .000 .00 1 .0 41.485 .0200 .0137 .57 5.64 1.43 4.72 .013 .00 .00 PIPE 3204.430 1427.290 6.015 1433.305 651.00 20.31 6.40 1439.71 .00 6.22 3.42 6.500 .000 .00 1 4.660 .0215 .0134 .06 6.01 1.17 4.59 .013 .00 .00 PIPE i I % i t a k 1 6 111 6 1 1 1111 k I i j 1 11 1 j i i I i t i & i a I t I I I i i 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 Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj �No Wth Station I Elev I (FT) I Elev I (CPS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 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 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 BASF ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIEP/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 I WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO I 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 I IS A SYSTEM OUTLET I I UIS DATA STATION INVERT SECT W S ELEV 995.000 1381.300 6 1393.000 ELEMENT NO 2 IS A REACH I UIS 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 IT 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 UIS DATA STATION INVERT SECT N RADIUS ANGLE 1117.490 1383.250 3 .013 .000 .000 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG IT 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 FLEYENT NO 10 IS A REACH I I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN P 1265.030 1388.244 3 .013 .000 .)00 .000 0 W S P G W PAGE NO 3 >1 , C4 w . 10 64 CHASE ROAD 1#6. lVo, 524 7 TP -0,-C I RIW RIW 64' 12' 20' CL 20 12' 6 6.5' —0.01' 6.5' 6" LEVEL LINE AC PAVEMENT 2%1 27. 2% 27. . . . . . . . . . . . . . . . . . . . . . . . . . . CONC. 4. CONC. SIDEWALK 'A" STREET (,STA.10+00 To STA. 15+71.13) SIDEWALK CONC.CURB STA. lo+oo To STA. 1,3+68-2 1) ,B - STREET ( CONC. CURB & GUTTER "C" STREET (STA. 10+00 TO STA. 15+39.27) & GUTTER ,,D,, STREET (STA. 10+00 TO STA. ll+Jl.96) ALLISON WAY (STA. 9+75.00 To STA.17+42-05 TYPICAL ;ECTION TI=5.5 NOT TO SCALE RIW RIW 60' 12' 18, CL 18' 12' 6" 5' 6.5' 0.03 6.5'_] 5'1 LEVEL LINE AC PAVEMENT 2. 2Z 2% 27o' CONC. CONC. SIDEWALK SIDEWALK .ft CONC-CURB & GUTTER ALLISON WAY (STA.17+42-05 TO STA. 21+2J.J7) CONC. CURB & GUTTER TYPICAL SECTION NOT TO SCALE TI=5.5 MADOLE & ASSOUATES, INC" TRACT 16724 tCONSULTING CIVIL ENGINEERS AND LAND PLANNERS 7W -A SOUTH ROCHESTER AMUE STREET SECTIONS ONTARIO, CA 91761 (909) 937-9151 1 �4W LLEY R7W I PHELM �6W R2W _RIw IE R 2- E j HESPERIA _4 4 WEST MIT 4— l�L.y 7.0A.1 2 4 -T T, �6 S% 2.9 .6 .T N ANT I 4 L ARROWH PAL WIN L 3.0 r L YT, 34-45T "4 �KAP VILL —30 SNOW v 2.6 R1,11#41NO SPRINGS 4 -4 i.4 2A t .2 ........... I I N L AL -5 OITA L MA A, ...... 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A-- -4 se f5. 0 ;--�L 7�- 4.5 T I L E IN s A -D' G o.- L 4 S NDS 6.5 RIE IEN [it /,A7 TIRO I 1� 9A" I R rug or" I IE R 2 E 47� - �-A 1-11, "j Riv E I cou"'T a.0 s 3.0 R2W 0 IR I� W _j SAN BERNARDINO COUNrY FLOOD CONTROL DMIRICT REDUCED DRAWING VALLEY AREA SCALE I"= 4 MILES MOMYETALS ')(2 — 2 YEAR 24 HOUR SAN BERNARDINO COUNTY BASED ON U,&Df— HOAA. ffL*A 1, MrS ILUML. AFNWVED IrY I'Lm HYDROLOGY MANUAL C). 0 ISOLINES PRECIPITATiON (INCMES) DATE --s on F"Wm-t of LUCERNE �LLEY w R R6W P4W R2W RIW RIE R2E AN R5W T4N Lz,L16 HESPERIA T4N T_ t 'T.3 T T_ 4- .11T MIT —7 . ... ..... 2 IX - 4– — E SNP L T3 N 1.4 22 _T _7 — — IT T 1.7 14 6 T 4 IV "W L AIR L BEN'JA (1) R Y) T2N +34. *EAR IF 1 -T?, N 54 0.0 Atr4 14 w IV 1.4 f, 5 Su ARLOAI L4 TTV — — — 004 A. T I N VAI-, U �L"'A N D Is Q. . . . ...... 4 .' I "'I. L L I , N 4,01 IT T .7 ALTO !CL�AW �114 ONT t� Z '�L6RGONIO 4.. F �7 NTAN A$ TIS ON . .... ... ..... T-1 S .. ... .. .. REDLANDS I I'll 11E ZX 1-1A 'o 1,40 D t GRESTM ELI IT ".L1, I PA $RAN$ TERRACE N Q DEANA DIM0 0 tu*k 45 A L RIE RTE Alv4RI10E, COUN'T 34-00 T2S ...... . T RSIDE T RIVE;. RIG 4 ........... R4W R3b R2W IRR 11, 4_11 t t SAN BERNARDINO COUNTY FLOOD CONTROL DI TRICT J -AD 1 11 R5Yr OD CWROL VALLEYAREA As,N REDUCED DRAWING AR =45, T3S — ISOHYETALS SCALE I"=4 MILES Yto 10 YEAR I HOUR -4 "ZED ON U.&D.C, KOAA. INTILAS 2,1973 SAN BERNARDINO COUNTY .110 4A API By %.R, �_w R w FIL UVR I RVL r CRIVINLER 7 R6 HYDROLOGY MANUAL .8 ISOLINES PRECIPITATION (INCHES) DATE I SCALE. I FILE __7_ No ............................ 1942 I".2w "D-1 1 3 of 12 ME 6 ME= % ® I A IT R Its", P. pin I PAP "Lim I 1411 4. fall VALLEY AREA EDUCED DRAWING OWYETALS SCALE I"= 4 MILES Y. -100 YEAR I HOUR BASM ON U.&Ur- *WAA. AFLAII 2. PWI A m, Fil ..................... 1-4 of It RNE 'ALLEY +-4-- — -1- - R2E R7W R5W 4W JL 4W HEWERIA 3.0 _4 + 4 MIT 12.5 Afo 11 Q + ... ..... ... .0 45 T_ AYE A Iff v taT +1 ,,.or 01 �.5 t 4.5 T_ 6.p 4- 4 IL 6.0 T S�N A"" 9.0, 6.5 J +Z I— J_ IV IN INO L 2N F04 j ERWI 4- — 7 L 3T? N luc�WONGA -4 A LAME 6. ALLEY A ..... IA. XAF, M 4 5.0. 7"y L"', D - A - I N 7- 4 1. 1. �T ml c L AL Lo IAN RNA MA D: PL*AN &6"51 0 _�R I A 0 I�Mr 7 T '4 ILAIIIILMK)� At c A FONTANA— Il 1 A TIS 3.5 1 0 11 T A F 10 �Is .... .... REDLANDS INCA US� AVI 3.01 M A I I AYE r 4 _7� EQ EN L Z I Y Yu 5.01 UCA A &S 1 9ftAM Go - CHINO 0.� a" DEAN f.o IIE i RZE + RIV cou" T2S -7 'T ER IDE 3.0 1 T_ All 10 R4W SAN KRNARDIP40 C I t —I-- r- _T —r- t ELMD CONTRO6 QswT —1 L -R5W VALLEY AREA I I FLIXID SCIINTR.1,' BA N REDUCED DRAWING WHYETALS - _� � 4L--- 6 T3S — SCALE I"= 4 MILES X3 - 100 YEAR 6 HOUR ffLA& 1, W3 SAIn ON U &Or- %QAA- SAN BERNARDINO COUNTY c 4A 30 R6W 4.0 R R6W HYDROLOGY MANUAL C40 160LINIES PRIECIPITATPON ONCHn) DATE SCAU F" "a M lgaz r.rw wm-i $ of It A_l__ rattilOr 0— 7 1Z VALLEY w R6 I R2E I 11171�'5 . , , i - -,- - ?8w R7 R5 4W T11 vy T4N 3.5 T�l I '' -4 45 �HE 177 _E Z�� 4.o L T— 4.� -T -I — — t 1�1/ 5.0 —4 EST WIT 4.5 1 6.0 4� i'5 I q VAL LEY A 5.0 i ".11 1 1 T- 9 c �-o RAJ�LESNfKE T2. -,o - .0 4- T W) N 4 /L -J 14.0 t -Z- L ARROWME ILI- L 4ee - I L 1. EA L ERWtk GF 34-15T 2, N i BEAR LAK IA VIL� "-Z 18.0 1 zRow 4 0 10.0 AF, -fV $No$ I �,O N 44.0 4- -4 [14AJ --T 12.0 TOW' J� Alk T I N DAM - - I- - "!A AN# 10.0 L PJ, iAN 0 RNAROI PLA ND 0� L LOJMA ETIWAJADA ALTA "C A 7 4 F 0 TANA A :A AS. 11.0 TIS T OLTON , I TARIO 17.0 T - TIS o 0:0 'A -T 6.0 14.0 DN Ko L-A CREST no "p Rl�TW" TT --T -4- "lly R CHINd : 70 4=L Off RIV4RSIDE COUNTY'%�,,-,- mo T2 R IDE D /R R4W R2W R SAN BERNARDINO COUNTY 4.5 FLOOD CONTROL DISTRICT 4.0 VALLEY AREA 'Lo'orl' ONTROL W/ REDUCED DRAWING -R5 T3 B4SIN ISOHYETALS SCALE 1 4 MILES X4 — 00 YEAR 24 HOUR BASED ON U.&D.r-, KOAA. ATLAS 2, W3 SAN BERNARDINO COUNTY c A -i 3, AFMOVED BY LEGEND: FLOOD CONTRIH- I E R8 w R6W HYDROLOGY MANUAL 0 ISOLINES PRECIPITATION (INCHES) DATE SCALE, I FlU NO. I".2m. WADMIQ 106"&of 12 A , rvr, v i OwTfiffit I T61- Mll` SAN BERNARDINO COUNTY HYDROLOGY MANUAL D— C-1 gpu -7 SAN BERNARDINO COUNTY `11 S-9 w R6 f i Is Ph I "d D C-4 "all MEMO *r lk C - ------------ Z r" T :�17 A A "4—i �A A -�A 1; I I 1—A . L SAN BERNARDINO COUNTY HYDROLOGY MANUAL C-1 gpu -7 SAN BERNARDINO COUNTY `11 S-9 w R6 f i Is Ph I C-4 "all MEMO *r lk C - SAN BERNARDINO COUNTY HYDROLOGY MANUAL �D -D F iv 1AK-11,444 I -,-, V51,11 -�, i% t- -,m & jp, -,, 4�� ; � I I - It f - h, mg g ", - -� -- -,: - - , - I , - - 7�_ — - I " m- -4k'* * 44 , IM, , 24 V § Am. �7. im op Aii A t r -"g A �Jj TF f7- T Ll 14 4A, 4go 1 A ff I ld�4 A_ a-.1 Z", A - L RM L A -41 LEGEND SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION i�Ari T 4,8,,,0-0,0,, BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA I INDEX MAP I I C-1 C-2 -7 SAN BERNARDINO COUNTY `11 C-4 �D -D F iv 1AK-11,444 I -,-, V51,11 -�, i% t- -,m & jp, -,, 4�� ; � I I - It f - h, mg g ", - -� -- -,: - - , - I , - - 7�_ — - I " m- -4k'* * 44 , IM, , 24 V § Am. �7. im op Aii A t r -"g A �Jj TF f7- T Ll 14 4A, 4go 1 A ff I ld�4 A_ a-.1 Z", A - L RM L A -41 LEGEND SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION i�Ari T 4,8,,,0-0,0,, BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA I INDEX MAP I I I j i 111 111, A & I i I t I j I i j a I t A t j 4L 1 1 1 k j t I i i & j i V 4 REQUIRED "D" LOAD FOR REINFORCED CONCRETE PIPE LAID PER STD. DWG. 2—D 177 CASE M BEDDING DESIGN DENSITY=L1220 p-cf-- Projection Condition Unrestricted Trench Width DATAi Load factor = 1.8 Li�e load— I H 20 S 16 truck. NOTE For General Notes see Sheet i. _fY H Y -C J C. Trench Condition Trench Width = O.D. + 20 incheS LOS ANGELES COUNTY FLOOD CONTROL DISTRICT "D" LOAD TABLE FOR DESIGN OF REINFORCED CONCRETE PIPE SCALE I DWG. NO. 2-DZ13. NONE I 'DEDIA770 SHFET 3 oF 2T 111:412 1 U Mel AM94101,51:111 MIMI FIRM mr, M. 07-1 M110,10 BMW m I Now 0 1, pri ON Projection Condition Unrestricted Trench Width DATAi Load factor = 1.8 Li�e load— I H 20 S 16 truck. NOTE For General Notes see Sheet i. _fY H Y -C J C. Trench Condition Trench Width = O.D. + 20 incheS LOS ANGELES COUNTY FLOOD CONTROL DISTRICT "D" LOAD TABLE FOR DESIGN OF REINFORCED CONCRETE PIPE SCALE I DWG. NO. 2-DZ13. NONE I 'DEDIA770 SHFET 3 oF 2T 0 00 (10 66 4-zz SCALE IN FEET 80 160 2 NOTE ALL SOILS GROUP $$As) KEY NODE DESCRIPTION SUBAREA DESCRIPTION LENGTH BETWEEN NODES FLOW ARROW DRAINAGE BOUNDARY 320 NODE FS = INV = Qloo= Q25 KA C R�G� I PD E N S �11TYY L=500' HYDROLOGIC DRAINAGE 0 0 TRACT 16724 w EXISTING CONDITIONS MADOLE AND ASSOCIATES, INC. 760—A SOUTH ROCHESTER AVENUE JOB NUMBER' ONTARIO, CA 91761 692-1922 PHONE (909) 937-9151 SHEET —OF J.\692-1922\storm\ExistinUMaD.dwo. 9n12005 9:16:05 AM. TN A�07'1 14474 x J44e,4 x x x x 145IS6 TREES 1457A x 145es u x 145&7 144&6 1447.5 1447S 14482 145L4 145 14 x 14565 1456.5 l45a5 x x x TIV > x FIELD 1446,7 ASPR x 1447.0 x 14492 x x 1450 x 145L4 x 1451.4 x x 1450.6 x 145 14505 x 1450.4 x x 145M x 1453Z y 1454, x 14545 x 1455A x x 143 x S4 5 x 5 x 14593 LTIV 1 1446.7 x x 1447 14 z - P cp x 1449,6 14505 14soz 14 14545 x L4555 14 4 14575 145 6 x 457Z 145CS x 145913 JZRS 244 111 0 144 1449 x x 14-494 1 .7 x 1453 x x I x 1457 14SOS 14462 1 0 �E .1 m ATE X x 144L9 --Z x x IM4 x x x 14450 1 145OZ x 1 9.7 1, 57.4 x 14455 x t 7.5 14474 x x 145M4 x 14 14SES 14545 x 1455A x 144F3� 144(2 GATE A I es x 14495 x x I x 145 1456.5 0 X to x x x 145M 0 144 x X 143S4 14S72 COM X 1449,4 1449Z x 1448.3 x 14-4a x 14 145LS x 145S4 x 1457.5 x x x 14 1453Z x 14 x x x x x x M 144 x 14SM x x 1456.5 X 14 144M 144 1449.6 145 x 144a5 144 x x x x I S 'f 1 1450.6 1453.5 TREES 1447.5 14485 145eZ 14545 -1-101u�l x x x x 1449. x x x x �- �y - 1445A 1447Z 1448Z x 1450.5 1451.5 x 14S35 1454Z - x 14 1456Z -P 1444.4 x I x x 1 .6 x 14-4 x x 1447 x x 1447. x 1448.4 x 14 x 14S T > cmir. GA c (il x x TREES "4 x 1446.6 x 1447A x 1449Z x 14 4.5 OU 1455A z x 144 1455.4 x x x 1451,5 14535 14WZ 1454, x x 1448.4 145LS X 14435 x x x 145? -4 x 14= x x x 145 1 x REES ),)1482 x 14 CEN 7 ca, JAARR x x 1447,6 y 1447.6 x 144M 14 5 x 143M6 x 14 8 x x 1446.5 -*-- ---- 144 x y 145a4 14543 14545 M4 --F44-3.6 ---- T-- I I- x 1447.6 j x x CULTIVATED FM I IT fl - x x x 145116 1430.7 145? -4 14S4.4 x TED FIELD 14 W& ...... 1447.6------ 1447.6 x x x 1452A 145W x 14 lEllX 1445.5 A I -I --"Z- - - - - x w T 14-46.6 x x x x i449A x 144,6.6 144 x x 14-4L5 x 14425 144L7 x 1442.3 -'- �144 x x 144 1446 x 12.1 TREES ±40 1445. x x 144 WSW FS t IASIA 145�!A 452-5 7 x x pq--- x x .4 7 x x 14 14 1! x ASM x . .......... DIRT -144-4, INITIAL I 144 x I f DIRT x x Q26' - --i � I - x --1 - X� 144Q7 x x r x 1441.5 x 6 47. 1443. 144? -7 144" 144U za 543.5 If7.6 x 1444�3 x x 44 1 \\1 0 x 1 435 x 1443.3 x l"9.8 TR x x x x x x 2h DMT 1439Z x x x 1439.4 x 1"05 FS 1447.0 L7 1443.5 MRT ------ 4449 9.6 x z x !�4:VD.S 14 14MA 1439.9 x 1114 v 35 AAUV x I"ea 1447.7 x x x om 1439.7 Ql 00 x m x x 1443.5 x x T =1441 <20 5 A. 1439,3 NITI "A x x x 14 53 x 4 44 14 ss 144 PT' x x x k.A.P. IRT x x 143&6 x 1439 1 144LG A x x 1449Z x x x x 144 144 1 14456 14452 144&5 x 14*4 7 x 144 1449Z x 1450A x T --� /,-/x IT x x T 43OZ Ezll� 1 1437.6 x 14nk A x 144 1444 1447.4 x 1437.4 x x 14395 14415 x x 14, x x x 1447.4 1437A 1437,5 x x x 14 1443 144&5 1 1447 x 144 x 14495 1437S x 57 1440.7 14465 x x x x 14 14 x x 144M. 0 1443.5 1446 1446 143 x 143a5 43" x 1440Z 144 x 1444;6 141 x x x x 14: x 4 L6 x 37 28 IMO x 7 x 12.2 1445.6 x x 144 x 1444M x 1436 x 49) 1 - x TS 1441.0 x 144 1447Z 1448,4 143r.13 1436M 143 x 1439i7 14 Was 1443.4 W x 144S6 JAI.: 000' 1 x x x x 1436,7 x 143SS x 1437.6 1437. x -l/ F x 1438A 439 1 4 x x x X7 a )0=1 c x 1445.6 x x 143 (1 5 144�� x (:9D 5 =1 0 %13 x �11437. x .0 14 24 11"S6 x 144&6 x 143" 1444.5 :1 cfs x 1435Z x r Lc�- 4f. Y. 1439.5 36 x 144e.3 x I RASS x fs x 1447,3 x 1436.5 x 14365 1437.4 x 11 39Z 144�= 144 1442Z 1444.4 1444Z 1445 14355 x 143M4 x x 144? -5 x 1 1443.5 x 1446.6 144G�5 x 1 1443. x E= 144S5 x x x x 14365 59 4q7A 144L6 x x x 1444A x x 14345 x 14355 x x 1438Z 37 x x x 143664 143 .7 x 1434.5 1434Z x x 0 v 23 1 1446.5 x x x 14 14 x 1433Z x 1435A 1 45 .09) <�95 35 1 1443.4 442M x 14455 x x x ASPR x 1444Z x 14354- 1434&/ x I x V. x 144L ASPH. PAROta 14435 x x 14335 x x 1434.5 x 1434.4 1434.4 x x 143&7 - 143" t4375 y 143&5 x I �j L I OMME 144 x 1"55 x 1435.4 1434.4 x 1434.6 x x 14rZ x 14 14395 X 144OZ X0 144'� 1443Z x y 1444,5 x dp) 46 34 x - x 143a5 1433Z 1434 143 1437.6 x 14 a x 14324 x x 14365 x 144= x 144&5 1444S 14W.6 x 14335 Cgi> 1434.5 x FS -��-�&5 0 X 19 \1.71 1,00 x 143L x 14345 x 1433f. x 1433 1434 x 1, .4 x 143�15 i 13- x 14 x 13U/;p 144 0. x 44064 14,0.5 x CED x 0.1 Q 27' .5cfs 1, 144M x LS 14= x 2 4395 n 1443.5 1443.5 1432.6 48 7 4 1) 1 1439.5 D 143L7 I x x S 4m:6c s 144115 x x x x 1 143 01") = 9.5cfs 1438 k5 -7 -/AC x 14"-4 X 4.4 1442-5 143L6 1433,5 x V41 1440.5 ASPH. 1441a 1439a 141QA 144P.5 143= y 144&6 x 1432S 144LS x V 0 1 M5 14334�1). 1433.6 14 x x QlDo=l .7cfs 39 143LS WOO 144al, s x WOO 14 1 L=J80' 1441.5 143U x 1 ---1 1437Z x 1441.4 x x lu x x 144LS 1439Z ------- x 143L5 x 14MA Q02 c. -S- 143" 144M3 14291 x x x 1437.4 1437.4 M; x x x M19Z x 143CL4 x x 436.3 X 1437.5 1440A x 143OL6 x 143? -3 143 x 1440.4 144IX4 x 14304 365 x x 14ES.4 x 142M 1430Z 143LS x rx R. 1432.5 2.0 x 143a x l4p9A x x 14 x 1437.4 x 1 41.5 1439.6 x 1428.4 x x 14 1421M 143r.5 x 0 x Jae - Q 0 c (:EDX ��c 1 143" 14 14 1429.4 302 'q U D = .2-c s x 4a4 1429Z x 14MA 14:31.4 x 1 4 1- 13X 1 35 14374 y x 143%5 1439-9 X 1439.5 1439.5 1427A 14MZ 1421ML 142%4 6 Q 0 1.6cfs 11 X x x x 14M 14 x x MAS x x 4 5 x x 431,5 IQ 2 = cfs'l 14345 X 12 1436� X x x x x 1428Z x 14M4 -11 ------ x 143L4 x 144 6 ...... ------ t4 WZ 142M 143" x EA5 14Z7P- x 14EM3 x x 142&9 ou x 1428.6 x x x 1430.3 14M 29. 29, x 14 x 143&S cum 14274 142&5 x x M - 14385 x CEIM x x 1434.4 24 x cma I x 4 '7 14335 x x 140S x 142%4 x 14294 1431 x 1433,4 14 1434,6 x 143M x 143745 x 1 107.5 142 .5 x 143" -0.u, 0 14375 x 143W 1437S 14E7Z 1430A. I x 42 142aS x 14 x x x x FS = JA -60 9 - 1 Ads x y x 1437Z - 1427 14MZ INV =-1420 MA 1420 825 - cts y 1434,5 14 14 4 x 14 x Ql 0 -36 cf 14 x X 60.4cs Q02 s P.5 x x 14 143fh5 Cu m 14365 1426Z 14.27.5 7,�� - --- - - d2l5z =44.9cfs x x uu/ x I 143L 14365 142U 1425A 1425,4 ASPH. 14254 x 14Z7.5 10 =-364.,Cfs :.4e9.5 x x 1432.5 x 1433,5 x ASPK X W x x 0. x 1 M3 x 'QQ2/=20.!t fs, 14335 ��- 1 CAS DRx 14n4 1 4 x 14 14ML x x X 1430.5 x 1427.4 142agA 4 x 143 1432. 1 143S5 14 142?.4 13 Uri" x 14 x 1425S x x x 42M x x x 14 1435.5 A x x lu Me x x x 143aU :: 14345 1426 x x 1426,5 14 GR x 143LP- x 14345 ". 41: x 142 14255 14265 x x x x 4 x L43M x 14205 x 1430.4 x 14315 x 1432.4 x 14 x 1434.4 14345 x .* 255 x 14%M4 x 14P45 x 14PS5 x x 142&5 x 142 x 1429A x 1430,4 x 1433A x x 14 1433.4 14 145 L1459, X 14575 U 1424,5 x 27--1 x OU/c GATE TREES x 1433Z r 13, /0 0 x x 142M 1429-5 14L9A 14P -9A x c 25S 14?& x x x 143M M5 x 142MM6 14 x 1426.6 x x 142B x 14ZB 8 x 1424.5 x x x 14B8 x 142M x x - --N v v x 14 1428.6 142" 1431.5 x 14235 1421 x x x x x z '7 au x 14? -44 1425S 1426Z 1426Z x x 14192 x m 14M 1422a 14 x x 1431Z 143? -4 x x C:31 W a 0 D 14MA CONM MaL x 1423.5 X mz 0 x Um x 14 1429.5 1430. cmc. 142U 1424.5 x x 142 x 1430.4 143LB TKES x I SUBAREA DESCRIPTION 1422A x x x TREES x x 142M x x 1423Z x x T4EMP y x 14M4 14a6.. 17EES i4mz x 1427Z M175 14295 x x 24M5 T/ x x 14?9Z x 143QS 14 I TI q x TREEZ 14 x x 14 1421.4 x 1422Z 1425.4 1427.5 x 1 x x . I 143M x x x x GATE, X .. -1 0 x x 14MA 1423A 1424.5 x 142 x 14275 x x 1421.3 x 1421S M17 x x - x 1425,4 TREES x x 142&5 1428 J!" 14305 x 1429.A, LENGTH BETWEEN NODES cmr_ x x 1426Z x x Ceti I 1 42914 14WS 1419.5 ID x 14 x FLOW ARROW 1420 14 x 142L4 x 1426 xcoNr- -no x ASPH. x 14 14a5.5 w x x 14 1427.5 qv w /0 x x 1420A x 1423Z x 1424.6 x 14265 14EY7.5 MMC. 14 TRM IQ9 142M4 x 14M x TREE x 142M x 14= x 142 x x 1429.4 DRAINAGE BOUNDARY 14�M 141%6 x 142LS 142&5 x c co x x 5 14 x 1429.; GATE ;?o7' x x 1419.4 1195 14205 x 42 t4a 14245 x 14 5 x 7 X x X 1422" x 14,17.5 14275 x 1427,5 1417.4 x 1419A x X x 1424.3 TREES x 14M5 14265 rREES .1 x x 14 421.4 x x x 142 x 0 1419.4 1420 x x 1420.6 x fil x 1417Z x 14IBS 141BZ 141M x x T ES 1427�5 1421A x x x x 142&4 X -14 1 ASM 1411 1424 I'M&S x 14 4 TREES x y HYDROLO Q 14 + 7Z 1418A FS x = x x x 14 1 1%5 14175 x Nv = 141 142OZ x x 14235 x 14= X �4M x X, 1416.5 Q -64.0 Is lAaL5 I 14MA6 x 14175 Q4L!ay 6. 2- -e- -t* Uk'- a i x ;;54,L).5cf ) �x 142-55 x 14ass x 141r.5 14165 Q10 -'zc s x 142L8 1422.5 x 1423A 14Z3a 14aU 14? -3Z x 14255 A*%4 x TRAC x x 1417.5 -Q02 :(-=2Mcfs 1419 N19.4 14 x x x x x 14 14 X x 14PL4 1422Z <31y x 1424,5 172 M7 1424M ------- =::Z- x 14 4Z 14M AS x x TREES x ASPH. x 14214 4 x x 1423Z 1423Z x x COX 1413,8 x 1417Z 14195 x x x IQ35 x 14235 141 14156 x 14 x 1410 x x x x C3 x x x 14 MaO x x MADOL con 141 1 w 14M 1416-7 0 1422.5 x x T r-1 t MM BRUSH r-� DDISE USH 760-A SOU 241U ONT 0 00 L;j U) SCALE IN FEET e 4v-, rev 0 NOTE ALL SOILS GROUP $$ A 91 NODE DESCRIPTION KEY NODE ITS = INV = Q100= Q25 /A�C R�G �,DENSITY) L=500"