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HomeMy WebLinkAboutWest End - PM 16829m m P.M. 16829 (Winco Foods) CITY OF FONTANA DRAINAGE STUDY July 1, 2006 11 Reference 750-1838 Madole & Associates, Inc. 760-A S. Rochester Avenue Ontario, CA 91761 909-937-9151 Fax -937-9152 4Niedrning&hau - Robert Date R.C.E. 66388 Ex .6/30/08 NIEDR�> l�� CC C663$8 c lz H m E •3o -D OF N CONTENTS SECTION TITLE ❑ A DISCUSSION ❑ Vicinity Map ❑ Parcel Map (1Ix] 7) ❑ Site Plan (11x17) ❑ Q Q100HYDROLOGY ❑ Reduced Drainage Map (11x17) ❑ Schematic of Storm drain system (11x17) ❑ Hydrology calculatins ❑ D CATCH BASIN SIZING ❑ H STORM DRAIN HYDRA ULICS ❑ Water Surface Profile for Line `B" ❑ Water Surface Profile for Line "C" ❑ Reference: Storm Drain Plans Foothill Blvd. (Dwg. No. 1769, shts. 18 & 19,11x17) ❑ Normal Depth Calculation Sheets for RCP and PVC "" ❑ R REFERENCES & MAPS �✓ ❑ Soils Map (from San Bernardino County Hydrology Manual) ❑ Isohyetal Maps (from San Bernardino County Hydrology Manual) ❑ Reference: Reduced Set of Private Storm Drain Plans (11x17) ❑ PM 16829 Drainage Map (1st pocket) ❑ Reference: Storm Drain Plans Foothill Blvd. (Dwg. No. 1769, shts. 18 & 19, 2nd pocket) ❑ Reference: Master Plan of Developed Hydrology, City of Fontana (3rd pocket) A DISCUSSION C The purpose of this drainage study is to determine the drainage facility requirements for Parcel Map 16829. Specifically, the subject tract is located south of East Liberty Parkway, north of Foothill Boulevard, west of Cherry Avenue, and east of an existing residential development in the City of Fontana, County of San Bernardino, California. Currently, the site is vacant and drains in a southwesterly direction toward Foothill Blvd., into catch basins along Foothill Blvd., and ultimately into a 84" RCP City of Fontana Master Storm Drain which runs westerly. The soil on-site is classified as SM with gravel or SP soils with gravel ("A" soil) which generally has good drainage and infiltration characteristics. The subject site will be a commercial development for a Winco Foods Store and a future Walgreens Drug Store, covering an area of 15.8 acres (See site plan, vicinity map and parcel map in next 3 pages). Proposed drainage is overland and by street flow in a southwesterly direction to curb inlets or grated inlets in sump conditions. All inlets are in localized depressions and will overflow to the next downstream inlet until they arrive at the last inlets before the emptying into an 84" RCP City of Fontana storm drain. Although the Walgreens area in the northeasterly corner (approximately 2.5 acres) will be developed at some future date, this study will treat this area as fully developed hydrologically along with the rest of the site so as to adequately size the catch basins and storm drain pipe. Roof runoff from the Winco building will be conveyed through 4 large roof drains directly into storm drain pipes behind and in front of the building. Three small areas along Foothill Boulevard will drain into the street. An existing McDonalds and gas station in the southeasterly corner will contribute no off-site flows nor will the proposed project contribute flows onto their developed area. Based on the City of Fontana Master Plan of Developed Hydrology (included as a reference in the 3rd map pocket) and the Storm Drain Plans for Foothill Blvd. (Dwg. No. 1769, sheets 18 and 19, included as a reference in the 2nd map pocket) this report assumes that runoff from this site has already been tabled into the design of the existing 84" (81") RCP and the downstream 8'x8' RCBC. Given the calculated HGL from those plans as a control elevation, water surface profile calculations (see Storm Drain Hydraulics Section) of Line `B" and "C" show that HGL levels are acceptable in both lines. For Line `B", the highest HGL occurs upstream of 12+72.35 (25.3) and all catch basin flow lines are above 26.0, with one manhole rim at 29.0. For Line "C", the highest HGL (21.3) occurs at Catch Basin #6 which has a flowline of 23.90. The rational method hydrologic model, as defined by Flood Control for San Bernardino County, was followed in the determination of storm runoff. AES software was utilized for hydrology calculations and curb inlet sizing. Nomographs from the Urban Drainage Design Manual (Hydraulic Engineering Circular No. 22) by the Federal Highway Administration were used for grate inlet sizing using half of the actual perimeter as a safety factor. CivilDesign's WSPGW hydraulic software program was used to validate channel size, water surface elevations, and velocities. L F.� 0100 HYDROLOGY c c 07/01/06 Q-1 1Nm gn n , w I u x �2gp I. .3 VICINITY MAP MADOLE & ASSOCIATES, INC. N.0-1- VICINITY MAP CONSULTING CML ENGINEERS AND LAND PLANNERS PARCEL MAP NO. 16829 760—A S. ROCHESTER AVENUE WINCO FOODS t(t ONTARIO, CA 91761 (909) 937-9152 IN THE CITY OF FONTANA, CA. ME6 -- T LIGE Y AC I PARKWA>ii n ii L;J III'I P •+��•� FOOTHILL.II ; •••Trailer, 4 LANE - '.F! ° :.' • Well. ; •� '•' �'0a Trailer • Park ; ;.................. a ...` ' WellO : • .r: •� Trailer: — r • J •¢ Park • 1�� ' i. 3 ARROO•� .� 2 'Redwood J Sch •• AV VICINITY MAP MADOLE & ASSOCIATES, INC. N.0-1- VICINITY MAP CONSULTING CML ENGINEERS AND LAND PLANNERS PARCEL MAP NO. 16829 760—A S. ROCHESTER AVENUE WINCO FOODS t(t ONTARIO, CA 91761 (909) 937-9152 IN THE CITY OF FONTANA, CA. ..... . .... . ........... 240 AV mop S 0�18,ffv ..... .... .. ..... WK ..... ....... 0.7 AC . . .... .... . .. 29 NV A RD CM -10" LAT 004-12 0.37AC 21 o ow 15 Roo"Zo C,3 r ol�xs LAT OP, 12 Q -J0 CF3 . . ............. CV, Z.. lz .0 L=138' 0.10A L --awzo CFS OVAO—Y LNXEWWW) ........... . IL AP 3 s ov A dop Lm Ir 0..5�2A )C O�Z I CF3 6 . ..... ....... .. —77-- % 2&0 mv aye w w 1.00A rDMX 21 m - AW lo* lA ozo f-12 " IAT M-12' k A 6 as LAr T. -F, o,xY as27AC 0 rzo my . . . .... ..... ao ..... -- ----- — — — — — — — — — — — — — — — -- ............. . . . .... ........... . .. A . ......... . LEGEND DRAINAGE BOUNDARY L FLOW PATH OR PIPE FLOW LENGTH NODE NUMBER FINISH SURFACE ELEVATION Z-1114. fff—O INVERT ELEVATION QtOO--2.4 VALUE IN CPS SCALE IN FEET I10 k 1 p 1 0 r SOR M. 84' RCP 26.0 NW lD AMMO' LAT AM -12' a20 CFS 26.0 NW 1m AN -10' LAT AM -12' azo cxs 20 moll v-3' Q•a70 CFS EXIST. Co 18' "m 18' mw 18' ILp£ o-I'a'j z W2= 1'6i 0-637.1 CFS fo' IN r / 0-1.0 CFS LAT 19-1' Q�2.s'CF5 18' IW 15�21.2 IV 7 NW Ian 0-44.3 CFS ra 1 CFS ON a 0-7.1 CF5 Q- 9 CFS o_ 26.3 NW 10' CA CSP Mr. Omw WE d NS& WITH AESUM 84SW alae CFS (DEMMOPEID) a7.0 CFS (6NLIEV Mav0) 24.0 NW 0-12.2 CFS is, WE 0-1.8 CFS W/NCO SHOPPING CENTER PM 16829 STORM DRAIN SCHEMATIC MADOLE do ASSOCIATES, INC. MGM= art olanm5i Of wo wUwoe No um suwtiE>m 76D -A a FAKNO oe AM= SNVJN% a 01701 (sm 937-0151 ' 111ilTUH Him 111111 now HiMi Fill, CFS 10 'W awl ro' I Mr DA -12 ago AV 111024-m'. 0.37AC Mr OPWJ is 1;6 VI fit is Q�zl Al is zi as RD tAr oil. : I I I i I i i I I I - . G-4 covii 05 U.Z1AQ LLL LEA % rv� I, EMST. 84' RCP EXIST. 84" Rcp EXIST. co .....". ,.~",... ..`.^". ..,.~..^ ~`.^.^^ ^~..—., ~��=�.= _~�=~.� _^__-_____' _________�_���____-______ _______ � WINCO SHOPPING CENTER LEGEND PM 16829 ~~^^~~^^~~ DRAINAGE BOUNDARY --L=4.&'— FLOW PATH OR PIPE FLOW LENGTH wADOL[ 11 ASSOCIATES, INC, NODE NUMBER FINISH SURFACE ELEVATION | CONSULTING CIVIL ENGINEERS INVERT ELEVATION um" PLANNERS AND wm somomms so^� ,csr E���J--o VALUE IN oa 760-A S. ROCHESTER c 0 4.0 SO 140 ISOONTARIO, CA 91761 8' SOR ST. 84" RCP 0-2.6'CF8 26.0 MW RD DN -10' Ur Ddl-12' (7-2.0 CFS RD M-10' UT 00-12" Q-2.0 CFS 2.071(2.0; V-3' 5-0.70 CFS - EXIST. CB 18' wr 18' Im 18' AVPE mw Q -J71 CFS JO" HDW 2 M 10 12 V 5' IW -J.5', 1-5' T3 0-1.0 CFS UT T-1" 0=26 CFS V 4' Q-19 CFS 18' NQP£ 21.2 MVV 18" 11DWf 225 MVV K22.7 MVV RAp 0-44.3 CFS W/NCD SHOPPING CENTER PM 16829 MADOLE & ASSOCIATES, INC. ACONMAJM 26.3 MVV Sol ..0' Ok csp ram mw PW & fiM WW DMIM a4W Q -1a8 CFS mEmopo) Q-7.0 CFS (UNDEMDPED) CW4 2.0 MN 24.0 INV w -AVMS' oa19.1 (25 0-122 CFS rs• i�P£ Q -1a3 CFS 21' 1�PE If�7.0; N•4' CAW N6c , W4' 0`7.1 CFS Q-1.6 Cf8 2 M 10 12 V 5' IW -J.5', 1-5' T3 0-1.0 CFS UT T-1" 0=26 CFS V 4' Q-19 CFS 18' NQP£ 21.2 MVV 18" 11DWf 225 MVV K22.7 MVV RAp 0-44.3 CFS W/NCD SHOPPING CENTER PM 16829 MADOLE & ASSOCIATES, INC. ACONMAJM CML 871 omm Sol uw PLAN M AND wa S11HVEf= 700-A S. PACl1ESM AVENUE MAM, G 91781 (808) 837-8181 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 10601 Church Street Suite 107 Rancho Cucamonga, CA 91730 909.948.1311 Fax 948.8464 ---------------------------------------------------------------------------- PM 16829 — WINCO — Q100 HYDROLOGY — POST—DEVELOPMENT FILE NAME: C:\aes2003\hydrosft\ratscx\WINCO.DAT❑❑❑❑❑❑❑❑❑❑❑❑❑❑ TIME/DATE OF STUDY: 16:06 09/15/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 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) = 1.4500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN T0. 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 0.0312 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 1.10 TO NODE 1.20 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 465.00 ELEVATION DATA: UPSTREAM(FEET) = 39.00 DOWNSTREAM(FEET) = 30.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.860 *law * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.909 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 2.50 0.98 0.10 32 7.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 10.83 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 10.83 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.30 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 26.30 DOWNSTREAM(FEET) 24.00 FLOW LENGTH(FEET) = 138.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.83 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 8.14 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.30 = 603.00 FEET. **************************************************************************** t10'0- FLOW PROCESS FROM NODE 1.30 TO NODE 1.30 IS CODE = 81 `\••- ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 8.14 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.809 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.37 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.57 EFFECTIVE AREA(ACRES) = 2.87 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.87 PEAK FLOW RATE(CFS) = 12.17 **************************************************************************** FLOW PROCESS FROM NODE 1.30 TO NODE 1.40 IS CODE = 31 --------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 24.00 DOWNSTREAM(FEET) 23.00 FLOW LENGTH(FEET) = 96.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.8 INCHES 00011, PIPE -FLOW VELOCITY(FEET/SEC.) = 7.23 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.17 PIPE TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 8.36 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.40 = 699.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.40 TO NODE 1.40 IS CODE = 81 -------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 8.36 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.732 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.70 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 7.09 EFFECTIVE AREA(ACRES) = 4.57 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.57 PEAK FLOW RATE(CFS) = 19.06 **************************************************************************** FLOW PROCESS FROM NODE 1.40 TO NODE 1.50 IS CODE = 31 ------------------------------------------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.20 1001- FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 11414.1 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.70 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.06 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 8.54 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.50 = 784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.50 TO NODE 1.50 IS CODE = 81 ---------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 8.54 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.670 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.50 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 10.29 EFFECTIVE AREA(ACRES) = 7.07 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.07 PEAK FLOW RATE(CFS) = 29.10 FLOW PROCESS FROM NODE 1.50 TO-NODE------150-IS CODE = 81 ------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN)=�==8.54_________________________________________________ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.670 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.52 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 2.14 EFFECTIVE AREA(ACRES) = 7.59 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.59 PEAK FLOW RATE(CFS) = 31.24 **************************************************************************** FLOW PROCESS FROM NODE 1.50 TO NODE 1.60 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 22.20 DOWNSTREAM(FEET) = 21.00 FLOW LENGTH(FEET) = 127.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.80 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.24 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 8.78 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.60 = 911.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.60 TO NODE 1.60 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 8.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.593 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.70 0.98 0.10 32 COMMERCIAL A 0.50 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) = 1.20 SUBAREA RUNOFF(CFS) = 4.86 EFFECTIVE AREA(ACRES) = 8.79 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 8.79 PEAK FLOW RATE(CFS) = 35.57 **************************************************************************** FLOW PROCESS FROM NODE 1.60 TO NODE 1.70 IS CODE = 31 -------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 21.00 DOWNSTREAM(FEET) = 19.30 FLOW LENGTH(FEET) = 126.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.42 cw ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.57 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 8.98 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.70 = 1037.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.70 TO NODE 1.70 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 8.98 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.531 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.51 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 2.04 EFFECTIVE AREA(ACRES) = 9.30 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 37.11 **************************************************************************** FLOW PROCESS FROM NODE 1.70 TO NODE 1.80 IS CODE = 31 ( »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< `�••' »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 19.30 DOWNSTREAM(FEET) = 18.00 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.26 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.11 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 9.15 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.80 = 1139.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.80 TO NODE 1.80 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 9.15 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.482 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.00 0.98 0.10 32 COMMERCIAL A 0.66 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) = 1.66 SUBAREA RUNOFF(CFS) = 6.55 EFFECTIVE AREA(ACRES) = 10.96 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 10.96 PEAK FLOW RATE(CFS) = 43.25 **************************************************************************** FLOW PROCESS FROM NODE 1.80 TO NODE 1.80 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 9.15 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.482 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.27 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 1.07 EFFECTIVE AREA(ACRES) = 11.23 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 11.23 PEAK FLOW RATE(CFS) = 44.31 **************************************************************************** FLOW PROCESS FROM NODE 1.80 TO NODE 1.90 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 18.00 DOWNSTREAM(FEET) = 12.60 FLOW LENGTH(FEET) = 36.00MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES - PIPE -FLOW VELOCITY(FEET/SEC.) 27.22 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.31 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 9.17 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.90 = 1175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 321.00 ELEVATION DATA: UPSTREAM(FEET) = 30.00 DOWNSTREAM(FEET) = 24.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.825 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.343 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 0.73 0.98 0.10 32 6.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.45 1� TOTAL AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) = 3.45 FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 31 ------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 20.70 DOWNSTREAM(FEET) = 20.20 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.86 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.45 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.86 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.30 = 338.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 6.86 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.326 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.64 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) = 0.64 SUBAREA RUNOFF(CFS) = 3.01 EFFECTIVE AREA(ACRES) = 1.37 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.37 PEAK FLOW RATE(CFS) = 6.45 **************************************************************************** FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) <<< ELEVATION DATA: UPSTREAM(FEET) = 20.20 DOWNSTREAM(FEET) = 16.00 FLOW LENGTH(FEET) = 222.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.73 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.45 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 7.34 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.40 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE T Q MIN) = 7.34 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.115 �/�*• SUBAREA LOSS RATE DATA(AMC II): (err DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.53 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 2.39 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 8.58 **************************************************************************** FLOW PROCESS FROM NODE 2.40 TO NODE 2.50 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 16.00 DOWNSTREAM(FEET) = 14.00 FLOW LENGTH(FEET) = 113.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.58 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 7.57 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.50 = 673.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.50 TO NODE 2.50 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 7.57 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.021 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.73 0.98 0.10 32 URBAN GOOD COVER "TURF" A 0.95 0.97 1.00 33 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.61 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 6.70 EFFECTIVE AREA(ACRES) = 3.58 AREA -AVERAGED Fm(INCH/HR) = 0.33 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 3.58 PEAK FLOW RATE(CFS) = 15.12 **************************************************************************** FLOW PROCESS FROM NODE 2.50 TO NODE 2.60 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 14.00 DOWNSTREAM(FEET) = 7.10 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.33 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.12 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.59 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.60 = 705.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00 ELEVATION DATA: UPSTREAM(FEET) = 30.00 DOWNSTREAM(FEET) = 29.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.021 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.760 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 0.14 0.98 0.10 32 6.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.71 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 ]"S CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 26.00 DOWNSTREAM(FEET) = 19.40 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.43 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.71 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 6.13 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 200.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.14 TC(MIN.) = 6.13 EFFECTIVE AREA(ACRES) = 0.14 AREA -AVERAGED FM(INCH/HR)= 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 0.71 END OF RATIONAL METHOD ANALYSIS ,0w., sk.r , #4 REBAR WELDED TYP. 1/2' x 2' STEEL STRAP WITH 3/8- BOLT GRAD ASSEMBLY DETAIL 5 3/19' CATCH BASIN #11% TEMPORARY) NTS Q100=10.8 CFS (DEVELOPED) Q,00=7.0 CFS (UNDEVELOPED, SEE HYDROLOGY CALCS. AT END OF THIS SECTION) CALCULATIONS: 18' AW. —;—' . HEAD T; 1. USING WEIR EQUATION: Q=CL(H)3/2 WHERE C=3.3, L= 9.42' (CIRCUMFERENCE OF 3' DIA CSP, & H=8" (MAX. HEAD OVER RISER) Q=(3.3)(8.42)(0.67)3/2 Q=17.0 CFS > 10.8 CFS OR 7.0 CFS oa00000 10 111A k 21 EA. 1-1/2' DIA. HOLES 6' FLOWLINEROUND (MOUND C.S.P.0 0 0 14 A. 0 0 0 ANCHOR BLOCK MIN. 5 SACKC.Y. CONIC. OR 18' RCP 18'/36' C.S.P. 06 METH APPROVED BY TEE BUILDING OFFlgAL 1.15% 's' Aw. 5 3118' SET TEE SECTION IN WET :.. 12' AM CONCRETE FOOTING AND • �' TROWEL INSIDE TP DRAIN DRAIN PIPE AND RISER 5 3/19' CATCH BASIN #11% TEMPORARY) NTS Q100=10.8 CFS (DEVELOPED) Q,00=7.0 CFS (UNDEVELOPED, SEE HYDROLOGY CALCS. AT END OF THIS SECTION) CALCULATIONS: 18' AW. —;—' . HEAD T; 1. USING WEIR EQUATION: Q=CL(H)3/2 WHERE C=3.3, L= 9.42' (CIRCUMFERENCE OF 3' DIA CSP, & H=8" (MAX. HEAD OVER RISER) Q=(3.3)(8.42)(0.67)3/2 Q=17.0 CFS > 10.8 CFS OR 7.0 CFS MADOLE & ASSOCIATES, INC. Civil Engineers -Land Surveyors -Planners 760-A S. Rochester Ave. (tt Ontario, CA 91761 (909)937-9151 fax 937-9152 N RISER INLET CAPACITY LOCATION: NODE 1.20 Job TRACT 16829 750-1838 Sheet No. of Calculated by: RRN Date—372$= Checked by: Date Scale GIVEN: RISER DIAM. 36 INCH PERIMETER RIM (2*PI*r) (L)= 9.42 FT. BERM ELEV. 21 RIM ELEV. 20.33 FL ELEV. 19 Q cap. At berm HEAD (@ BERM) 0.67 FT. C= 3.3 Q=C*L*H**(3/2)= 17.1 C.F.S. P:\750-1838\Drainage\Riser-Inlet-Capacityl.xis Printed: 3:03 PM -7/1/2006 1 of 1 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 10601 Church Street Suite 107 Rancho Cucamonga, CA 91730 909.948.1311 Fax 948.8464 ------ --------------------------------------------------------------------- TIME/DATE OF STUDY: 14:50 09/15/2005 Problem Descriptions: CATCH BASIN #2 **************************************************************************** >>>>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. t� BASIN INFLOW(CFS) = 1.60 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 0.95 USE W = 3.5 FEET HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 10601 Church Street Suite 107 Rancho Cucamonga, CA 91730 909.948.1311 Fax 948.8464 ----------------------------------------------------- TIME/DATE OF STUDY: 14:53 09/15/2005 Problem Descriptions: CATCH BASIN #3 **************************************************************************** »»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) = 7.10 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.19 USE W = 7.0 FEET HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 10601 Church Street Suite 107 Rancho Cucamonga, CA 91730 909.948.1311 Fax 948.8464 ------ --------------------------------------------------------------------- TIME/DATE OF STUDY: 14:55 09/15/2005 Problem Descriptions: CATCH BASIN #4 »»SUMP TYPE BASIN INPUT INFORMATION«« ----- ---------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 10.30 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.08 USE W = 7.0 FEET HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 10601 Church Street Suite 107 Rancho Cucamonga, CA 91730 909.948.1311 Fax 948.8464 -------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:00 09/15/2005 Problem Descriptions: CATCH BASIN #5 **************************************************************************** >>>>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) = 2.80 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.65 USE W = 3.5 FEET HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 10601 Church Street Suite 107 Rancho Cucamonga, CA 91730 909.948.1311 Fax 948.8464 -------------------------------------------------------- TIME/DATE OF STUDY: 15:08 09/15/2005 Problem Descriptions: CATCH BASIN #6 **************************************************************************** »»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) = 3.50 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.07 USE W = 3.5 FEET HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 10601 Church Street Suite 107 Rancho Cucamonga, CA 91730 909.948.1311 Fax 948.8464 -------------------------------------------------- TIME/DATE OF STUDY: 15:10 09/15/2005 Problem Descriptions: CATCH BASIN #7 **************************************************************************** »»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) = 3.50 �1ww+ BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.07 USE W = 3.5 FEET @4 'Cff� ( MA -09 CHART 9B 2 3 4 5 6 8 10 20 3u •w ov ov v.+ — DISCHARGE n (FT 3/3) Grate Inlet Capacity in Sump Conditions - English Units t , A- 19 �rr 'O C W H S W 070 GFe:�:, CHART 9B — I 2 3 4 5 6 6 10 20 30 g0 av ev ov 1v0 DISCI MM a 1FT3/3l Grate Inlet Capacity in Sump Conditions - English Units 6AVAO T -f A- 19 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 10601 Church Street Suite 107 Rancho Cucamonga, CA 91730 909.948.1311 Fax 948.8464 --------------------------------------------------------------------- TIME/DATE OF STUDY: 15:02 09/15/2005 Problem Descriptions: CATCH BASIN #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) = 3.50 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.07 USE W = 3.5 FEET @4 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 10601 Church Street Suite 107 Rancho Cucamonga, CA 91730 909.948.1311 Fax 948.8464 -------------------------------------------------------------- TIME/DATE OF STUDY: 14:58 09/15/2005 Problem Descriptions: CATCH BASIN #11 **************************************************************************** »»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) = 2.10 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.24 USE W = 3.5 FEET HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 10601 Church Street Suite 107 Rancho Cucamonga, CA 91730 909.948.1311 Fax 948.8464 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:04 09/15/2005 Problem Descriptions: CATCH BASIN #12 **************************************************************************** >>>>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) = 2.60 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.54 USE W = 3.5 FEET @4 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 10601 Church Street Suite 107 Rancho Cucamonga, CA 91730 909.948.1311 Fax 948.8464 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:06 09/15/2005 Problem Descriptions: CATCH BASIN #13 **************************************************************************** >>>>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) = 3.50 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.07 USE W = 3.5 FEET N RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 10601 Church Street Suite 107 Rancho Cucamonga, CA 91730 909.948.1311 Fax 948.8464 ---------------------------------------------------------------------------- PM 16829 - WINCO - Q100 HYDROLOGY - POST -DEVELOPMENT -- INITIAL SUB AREA - NODE 1.10 TO 1.20 - UNDEVEOPED FILE NAME: C:\aes2003\hydrosft\ratscx\WINCO.DAT❑❑❑❑O❑❑❑❑❑❑❑❑❑ TIME/DATE OF STUDY: 13:30 06/29/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 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) = 1.4500 *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 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET a°s (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 1.10 TO NODE 1.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 465.00 m y @4 ELEVATION DATA: UPSTREAM(FEET) = 39.00 DOWNSTREAM(FEET) = Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.575 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.537 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL POOR COVER "BARREN" A 2.50 0.42 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 7.02 30.30 Ap SCS Tc (DECIMAL) CN (MIN.) 0.42 1.00 78 13.57 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE ( CFS) = 7.02 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 26.30 DOWNSTREAM(FEET) 24.00 FLOW LENGTH(FEET) = 138.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.45 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.02 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 13.88 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.30 = 603.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.30 TO NODE 1.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.88 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.489 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.37 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.13 EFFECTIVE AREA(ACRES) = 2.87 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.42 AREA -AVERAGED Ap = 0.88 TOTAL AREA(ACRES) = 2.87 PEAK FLOW RATE(CFS) = 8.04 **************************************************************************** FLOW PROCESS FROM NODE 1.30 TO NODE 1.40 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 24.00 DOWNSTREAM(FEET) = 23.00 FLOW LENGTH(FEET) = 96.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) ESTIMATED PIPE DIAMETER(INCH) PIPE-FLOW(CFS) = 8.04 PIPE TRAVEL TIME(MIN.) = 0. LONGEST FLOWPATH FROM NODE = 6.52 18.00 NUMBER OF PIPES = 1 25 Tc(MIN.) = 14.13 1.10 TO NODE 1.40 = 699.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.40 TO NODE 1.40 IS CODE = 81 --------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.13 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.453 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.70 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 5.13 EFFECTIVE AREA(ACRES) = 4.57 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.46 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 4.57 PEAK FLOW RATE(CFS) = 13.08 **************************************************************************** FLOW PROCESS FROM NODE 1.40 TO NODE 1.50 IS CODE = 31 -->>>>>USING COMPUTER -ESTIMATED (NON-PRESSURE FLOW)<<<<---_-------- --»» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.20 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.02 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.08 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 14.33 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.50 = 784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.50 TO NODE 1.50 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.33 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.424 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.50 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 7.48 EFFECTIVE AREA(ACRES) = 7.07 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.50 AREA -AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 7.07 PEAK FLOW RATE(CFS) = 20.45 **************************************************************************** FLOW PROCESS FROM NODE 1.50 TO NODE 1.50 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 14.33 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.424 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.52 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 1.56 EFFECTIVE AREA(ACRES) = 7.59 AREA -AVERAGED Fm(INCH/HR) = 0.20 AREA -AVERAGED Fp(INCH/HR) = 0.51 AREA -AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 7.59 PEAK FLOW RATE(CFS) = 22.01 **************************************************************************** FLOW PROCESS FROM NODE 1.50 TO NODE 1.60 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 22.20 DOWNSTREAM(FEET) = 21.00 FLOW LENGTH(FEET) = 127.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.10 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.01 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 14.59 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.60 = 911.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.60 TO NODE 1.60 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.59 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.387 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.70 0.98 0.10 32 COMMERCIAL A 0.50 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) = 1.20 SUBAREA RUNOFF(CFS) = 3.55 EFFECTIVE AREA(ACRES) = 8.79 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.53 AREA -AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 8.79 PEAK FLOW RATE(CFS) = 25.31 **************************************************************************** FLOW PROCESS FROM NODE 1.60 TO NODE 1.70 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 21.00 DOWNSTREAM(FEET) = 19.30 FLOW LENGTH(FEET) = 126.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.29 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.31 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 14.82 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.70 = 1037.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.70 TO NODE 1.70 IS CODE = 81 --------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.356 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.51 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 1.50 EFFECTIVE AREA(ACRES) = 9.30 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.54 AREA -AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = 26.55 **************************************************************************** FLOW PROCESS FROM NODE 1.70 TO NODE 1.80 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 19.30 DOWNSTREAM(FEET) = 18.00 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.48 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.55 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 15.00 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.80 = 1139.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.80 TO NODE 1.80 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.332 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.00 0.98 0.10 32 COMMERCIAL A 0.66 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) = 1.66 SUBAREA RUNOFF(CFS) = 4.83 EFFECTIVE AREA(ACRES) = 10.96 AREA -AVERAGED Fm(INCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) = 0.56 AREA -AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 10.96 PEAK FLOW RATE(CFS) = 31.18 **************************************************************************** FLOW PROCESS FROM NODE 1.80 TO NODE 1.80 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.332 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.27 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.79 EFFECTIVE AREA(ACRES) = 11.23 AREA -AVERAGED Fm(INCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) = 0.56 AREA -AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 11.23 PEAK FLOW RATE(CFS) = 31.97 **************************************************************************** FLOW PROCESS FROM NODE 1.80 TO NODE 1.90 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< �.. »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 18.00 DOWNSTREAM(FEET) = 12.60 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.96 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.97 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 15.02 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.90 = 1175.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 321.00 ELEVATION DATA: UPSTREAM(FEET) = 30.00 DOWNSTREAM(FEET) = 24.20 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.825 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.343 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 0.73 0.98 0.10 32 6.82 '00*1 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 %WWI SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.45 TOTAL AREA(ACRES) = 0.73 PEAK FLOW RATE(CFS) = 3.45 FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 20.70 DOWNSTREAM(FEET) = 20.20 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.86 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.45 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.86 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.30 = 338.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 6.86 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.326 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL SUBAREA AVERAGE PERVIOUS A 0.640.98 0.10 LOSS RATE, Fp(INCH/HR) = 0.97 32 SUBAREA AVERAGE PERVIOUS - AREA FRACTION, Ap 0.10 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 3.01 EFFECTIVE AREA(ACRES) = 1.37 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.37 PEAK FLOW RATE(CFS) = 6.45 **************************************************************************** FLOW PROCESS FROM NODE 2.30 TO NODE 2.40 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 20.20 DOWNSTREAM(FEET) = 16.00 FLOW LENGTH(FEET) = 222.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.73 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.45 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 7.34 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.40 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.40 TO NODE 2.40 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 7.34 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.115 SUBAREA LOSS RATE DATA(AMC II): 2.50 TO NODE 2.50 IS CODE = 81 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS �1rrr LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.53 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 DEVELOPMENT TYPE/ SCS SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 LAND USE SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 2.39 A 0.73 0.98 0.10 EFFECTIVE AREA(ACRES) = 1.90 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 SUBAREA AVERAGE PERVIOUS TOTAL AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) = 8.58 **************************************************************************** FLOW PROCESS FROM NODE 2.40 TO NODE 2.50 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 16.00 DOWNSTREAM(FEET) = 14.00 FLOW LENGTH(FEET) = 113.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.58 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 7.57 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.50 = 673.00 FEET. **************************************************************************** ., FLOW PROCESS FROM NODE 2.50 TO NODE 2.50 IS CODE = 81 ------------------------------------------------------------ »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 7.57 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.021 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.73 0.98 0.10 32 URBAN GOOD COVER "TURF" A 0.95 0.97 1.00 33 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.61 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 6.70 EFFECTIVE AREA(ACRES) = 3.58 AREA -AVERAGED Fm(INCH/HR) = 0.33 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 3.58 PEAK FLOW RATE(CFS) = 15.12 **************************************************************************** FLOW PROCESS FROM NODE 2.50 TO NODE 2.60 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 14.00 DOWNSTREAM(FEET) = 7.10 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 ,ww, DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.2 INCHES L PIPE -FLOW VELOCITY(FEET/SEC.) = 23.33 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.12 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.59 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.60 = 705.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00 ELEVATION DATA: UPSTREAM(FEET) = 30.00 DOWNSTREAM(FEET) = 29.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.021 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.760 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 0.14 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.71 Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 32 6.02 0.98 TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) _ 0.71 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 31 -------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 26.00 DOWNSTREAM(FEET) = 19.40 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.43 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.71 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 6.13 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 200.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.14 TC(MIN.) = 6.13 EFFECTIVE AREA(ACRES) = 0.14 AREA -AVERAGED Fm(INCH/HR)= 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 0.71 END OF RATIONAL METHOD ANALYSIS A� •+ n m 1 23 STATION 1027.148 1 113 STATION 1035.758 1 133 �C 1045.350 4. 9.317 �I r �yCO 3 a 1 V = 9.290 O Z Z L L' C Z Z n � f7 H r� 4 ed D Z < 3— -4 W N V %D N r N W N N N N V %D H 0OOOO O OO O 1 13 STATION 1006.390 1 23 STATION 1027.148 1 113 STATION 1035.758 1 133 STATION 1045.350 1 153 STATION 1147.350 1 173 STATION 1256.230 E to] HATIOa H99:390 1 203 STATION 1342.680 1 223 STATION 1424.850 1 233 STATION 1499.948 1 243 STATION 1511.084 Q = 45.600 Q = Ft3/S, V = u u u ru u p O �y y = V = 9,290 d m c Ft3/S, 4. 9.317 �I r �yCO 3 a 1 V = 9.290 O Z Z L L' C Z Z n � f7 H O Z Q = 45.600 Q = Ft3/S, V = 9.290 Ft/S Q = 45.600 Ft3/S, V = 9,290 Ft/S Q = 45.600 Ft3/S, V = 9.317 Ft/S Q = 45.600 Ft3/S, V = 9.290 Ft/S 38.000 Ft3/S, V = 7.741 Ft/S Q = 36.000 Ft3/S, V = 7.334 Ft/S Q = 4.800 Ft3/S, V = 2.716 Ft/S Q = 2.800 Ft3/S, V = 1,584 Ft/S Q = 2,800 Ft3/S, V = 1.584 Ft/S Q = 2.800 Ft3/S, V = 1,662 Ft/S R r��J J yF9� ��s L-11, 1 13 STATION 1006.520 1 23 STATION 1030.080 1 51 STATION 1146.312 1 81 STATION 1153. 921 1 1091 SSTTATTIION 1111663.9874 E 11l STATION 117�:f63 1 193 STATION 1247.792 1 201 STATION 1303.257 1 211 STATION 1331.924 1 223 STATION 1344.378 E R 0TO 134:198 1 313 STATION 1369.740 rri r rri -4 O Z O 0 O ►� r ►� .- N N N N N N A 0% OD O N _P C, co O O O O O O O O O O O O O O O O O O Q = 15.600 Ft3/S, V = 4.966 Ft/S Q = 15.600 Ft3/S, V = 4.966 Ft/S Q = 8.900 Q = Ft3/S, V = 2.833 Ft/S Q = 6,500 Ft3/S, V = 2.069 Ft/S Q = 6.500 Ft3/S, V = 2.170 Ft/S 8 = 9:988 MA" V = 9:969 WE 6,500 Ft3/S, V = 7.766 Ft/S Q = 6.500 Ft3/S, V = 7.613 Ft/S Q = 6.500 Ft3/S, V = 7. 258 Ft/S Q = 6.500 Ft3/S, V = 6.921 Ft/S 8 = 9:988 FIN; V = 9:23? FIA Q = 3.500 Ft3/S, V = .882 Ft/S r a m a r Y V P4 1"I nT I"1 f'1 1"t 1"1 T N MOD %0— �+ N N N nwu n u u u uW o r � u 9 C S -Dj D �� ^yc3� a r d- c r Y z ..3D .- L C- c C z z n n H H z z v T1 PM 16829 T2 WINCO T3 INPUT FILE T4 LINE "B" SO 1006.390 13.510 1 19.700 -29.997 .000 0 R 1029.950 17.830 1 .013 .000 0 R 1045.350 17.810 1 3 .013 7.600 18.030 .000 90.0 .000 JX 1047.360 17.840 1 .013 0 R 1147.350 19.120 1 6 .013 2.000 19.230 .000 -90.0 .000 .000 JX 1149.350 19.140 1 .013 .000 0 R 1268.350 20.810 1 18 .013 31.200 21.040 .000 90.0 .000 JX 1272.350 20.910 1 .013 0 R 1342.680 21.810 3 3 6 .013 2.000 22.020 .000 -90.0 .000 .000 JX 1344.680 21.830 .013 -45.000 0 R 1424.850 22.850 3 .013 .000 .000 0 R 1514.830 24.000 3 .013 .000 SH 1514.830 24.000 25 .000 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 .000 1.500 .000 .000 .000 .00 CD 6 4 1 .000 1.000 .000 .000 .000 .00 CD 7 4 1 .000 2.500 .000 .000 .000 .00 CD 9 4 1 .000 1.500 .000 .000 .000 .00 CD 11 4 1 .000 2.500 .000 .000 .000 .00 CD 13 4 1 .000 1.000 .000 .000 .000 .00 CD 15 4 1 .000 2.500 .000 .000 .000 .00 CD 17 4 1 .000 1.500 .000 .000 .000 .00 CD 18 4 1 .000 2.000 .000 .000 .000 .00 CD 19 4 1 .000 2.500 .000 .000 .000 .00 CD 20 4 1 .000 1.000 .000 .000 .000 .00 c CD 21 4 1 .000 1.500 1.000 .000 .000 .000 .000 .00 .00 CD 22 4 1 .000 .000 .000 CD 23 4 1 .000 1.500 .000 .000 .000 .00 CD 25 3 0 .000 5.000 3.500 .000 .000 .00 Q 2.800 .0 v x FILE: WINCO.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2006 Time: 3:18:59 PM 16829 - WINCO LINE "B" I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 -I- ZL IPrs/Pip -I -I- L/Elem -I- ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I X-Fa111 ZR (Type Ch 1006.390 I I 13.510 I 6.190 I 19.700 I 45.60 9.29 I 1.34 I 21.04 .00 I 2.23 I .00 I I 2.500 -I- I .000 -I- .00 I 1 .0 -I- 20.758 -I- .1834 -I- -I- -I- -I- -I- .0124 -I- .26 -I- .00 -I- .00 -I- .87 .013 .00 .00 1- PIPE 1027.148 I I 17.316 I 2.777 I 20.093 I 45.60 9.29 I 1.34 I 21.43 .00 I 2.23 I .00 I I 2.500 I .000 .00 I 1 .0 HYDRAULIC JUMP 1027.148 I I 17.316 I 1.719 I 19.035 I 45.60 12.67 I 2.49 I 21.53 .26 I 2.23 I 2.32 I I 2.500 I .000 .00 i 1 .0 -I- .272 -I- .1834 -I- -I- -I- -I- -I- .0182 -I- .00 -I- 1.98 -I- 1.79 -i- .87 -I- .013 -I- .00 .00 1- PIPE 1027.420 I I 17.366 I 1.740 I 19.106 1 45.60 12.50 I 2.43 I 21.53 .25 I 2.23 I 2.30 I I 2.500 I .000 .00 I 1 .0 .857 .1834 .0169 .01 1.99 1.75 .87 .013 .00 .00 PIPE 1028.277 I I 17.523 I 1.818 I 19.341 I 45.60 11.92 I 2.21 I 21.55 .22 -I- I 2.23 I 2.23 I I 2.500 I .000 .00 I 1 .0 -I- .681 -I- .1834 -I- -I- -I- -I- -i- .0152 -I- .01 2.04 -i- 1.60 -I- .87 -I- .013 -I- .00 .00 1- PIPE 1028.958 I I 17.648 I 1.904 I 19.552 i 45.60 11.37 I 2.01 I 21.56 .19 I I 2.23 2.13 I I 2.500 I .000 .00 I 1 .0 -I- .515 -I- .1834 -I- -I- -I- -I- -I- .0136 -I- .01 -I- 2.09 -I- 1.46 -I- .87 -I- .013 -I- .00 .00 1- PIPE 1029.473 I I 17.743 I 1.999 I 19.742 I 45.60 10.84 I 1.82 I 21.57 .16 i I 2.23 2.00 I I 2.500 I .000 .00 I 1 .0 -i- .344 -I- .1834 -I- -I- -I- -I- -I- .0124 -I- .00 -I- 2.16 -I- 1.32 -I- .87 -I- .013 -I- .00 .00 1- PIPE 1029.817 -I- I I 17.806 I 2.106 -I- I 19.912 -I- I 45.60 -I- 10.33 -I- I 1.66 -I- I 21.57 .13 I I 2.23 1.82 I I 2.500 I .000 .00 I 1 .0 .133 -I- .1834 I i .0114 -I- .00 -I- 2.24 -I- 1.17 -I- .87 -I- .013 -I- .00 .00 1- PIPE 1029.950 -I- 17.830 -I- 1 2.235 -I- I 20.065 -I- I 45.60 -I- 9.85 I 1.51 I 21.57 .00 I I 2.23 1.54 I I 2.500 I .000 .00 I 1 .0 1.342 -.0013 -I- -I- .0108 -I- .01 -I- 2.23 -I- 1.00 -I- .00 -I- .013 -I- .00 .00 1- PIPE 0 FILE: WINCO.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2006 Time: 3:18:59 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head -I- I Grd.El.l Elev -I- I Depth -I- I Width IDia.-FT1or -I- -I- I.D.1 -1- ZL IPrs/Pip -1 -I- L/Elem ICh -I- Slope i -I- -I- I I -I- I -I- SF Avel -I- HF ISE DpthlFroude NINorm Dp I "N" I X-Fall) ZR IType Ch I I I 1031.292 I 17.828 2.347 I I 20.175 I 45.60 9.53 1.41 I I 21.59 .00 -I- I 2.23 1.20 I I 2.500 -I- i .000 .00 1 .0 -I- 4.465 -I- -.0013 -I- -I- -I- -I- -I- .0110 -I- .05 2.35 -I- .84 .00 -i- .013 -I- .00 .00 1- PIPE I 1035.758 I 17.822 2.464 i I 20.286 I 45.60 9.32 1.35 I I 21.63 .00 I 2.23 I .60 I I 2.500 I .000 .00 I 1 .0 -I- 2.168 -I- -.0013 -I- -I- -I- -I- -I- .0117 -I- .03 -I- 2.46 -I- .57 .00 -I- -I- .013 -I- .00 .00 1- PIPE I 1037.925 I 17.820 2.500 I I 20.320 I 45.60 9.29 1.34 i I 21.66 .00 -I- I 2.23 I .00 1 I 2.500 I .000 .00 i 1 .0 -I- 7.425 -I- -.0013 -I- -I- -I- -I- -I- .0123 -I- .09 2.50 -I- .00 .00 -I- -I- .013 -i- .00 .00 1- PIPE I 1045.350 I 17.810 2.601 I I 20.411 I 45.60 9.29 1.34 I I 21.75 .00 I 2.23 i .00 I I 2.500 I .000 .00 I 1 .0 -i- JUNCT STR -I- .0149 -I- -I- -i- -I- -I- .0105 -i- .02 -I- 2.60 -I- .00 -I- -1- .013 -I- .00 .00 I- PIPE I 1047.360 I 17.840 3.411 I I 21.251 I 38.00 7.74 .93 I I 22.18 .00 I 2.08 I .00 I I 2.500 I .000 .00 I 1 .0 -I- 99.990 -I- .0128 -i- -I- -I- -I- -I- .0086 -I- .86 -I- 3.41 -I- .00 -I- 1.72 -I- .013 -I- .00 .00 1- PIPE I 1147.350 i 19.120 I 2.990 I 22.110 I 38.00 7.74 .93 I I 23.04 .00 I 2.08 I .00 I I 2.500 I .000 .00 I 1 .0 -I- JUNCT SIR -I- .0100 -I- -I- -I- -I- -I- .0081 -I- .02 -I- 2.99 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE I 1149.350 I 19.140 I 3.177 I 22.317 I 36.00 7.33 .84 I I 23.15 .00 I 2.04 I .00 I I 2.500 I .000 .00 I 1 .0 -I- 106.880 -i- .0140 -I- -I- -I- -I- -I- .0076 -I- .82 -I- 3.18 -I- .00 -I- 1.60 -I- .013 -I- .00 .00 1- PIPE I 1256.230 -I- I 20.640 I 2.500 I 23.140 I 36.00 7.33 .84 I I 23.98 .00 I 2.04 I .00 i I 2.500 I .000 .00 I 1 .0 12.120 -I- .0140 -I- -I- -I- -I- -I- .0071 -I- .09 -I- 2.50 -I- .00 -I- 1.60 -I- .013 -I- .00 .00 1- PIPE I 1268.350 I 20.810 I 2.389 I 23.199 I 36.00 7.45 .86 I I 24.06 .00 I 2.04 I 1.03 I I 2.500 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0250 -i- -I- -I- -I- -I- .0034 -I- .01 -I- 2.39 -I- .61 -I- -I- .013 -I- .00 .00 I- PIPE FILE: WINCO.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6-30-2006 Time: 3:18:59 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope -I- I -I- 1 -I- I I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm Dp -i- -I- I "N" I -1- X -Fall] ZR -I (Type Ch I I 1272.350 I 20.910 I 3.983 I 24.893 I I 4.80 2.72 I .11 i 25.01 .00 .84 I .00 I I 1.500 -I- I .000 .00 1 .0 -I- 70.330 -I- .0128 -I- -I- -I- -I- -I- .0021 -I- .15 -I- 3.98 -I- .00 .66 -I- .013 -i- .00 .00 1- PIPE 1342.680 I 21.810 I 3.230 I 25.040 I I 4.80 2.72 I .11 I 25.15 I .00 .84 I .00 I I 1.500 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0100 -I- -I- -I- -I- -I- .0014 -I- .00 -I- 3.23 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1344.680 I 21.830 I 3.364 I 25.194 I I 2.80 1.58 I .04 I 25.23 I .00 .64 I .00 i I 1.500 I .000 .00 I 1 .0 -I- 80.170 -I- .0127 -I- -I- -I- -I- -I- .0007 -I- .06 -I- 3.36 -I- .00 -I- .50 -I- .013 -I- .00 .00 1- PIPE 1424.850 I I 22.850 2.406 i 25.256 I I 2.80 1.58 I .04 I 25.30 I .00 .64 I .00 I I 1.500 I .000 .00 I 1 .0 -I- 75.098 -I- .0128 -i- -I- -I- -I- -I- .0007 -I- .05 -I- 2.41 -i- .00 -I- .50 -I- .013 -I- .00 .00 1- PIPE 1499.948 I I 23.810 I 1.500 25.310 I I 2.80 1.58 I .04 I 25.35 I .00 .64 I .00 I I 1.500 I .000 .00 I 1 .0 -I- 11.136 -I- .0128 -I- -I- -I- -I- -I- .0007 -I- .01 -I- 1.50 -I- .00 -I- .50 -I- .013 -I- .00 .00 1- PIPE 1511.084 I I 23.952 I 1.360 25.312 I I 2.80 1.66 I .04 I 25.36 I .00 .64 I .87 I I 1.500 I .000 .00 I 1 .0 -I- 3.746 -I- .0128 -I- -I- -I- -I- -I- .0006 -I- .00 -I- 1.36 -I- .21 -I- .50 -I- .013 -I- .00 .00 1- PIPE 1514.830 -I- I I 24.000 -I- i 1.312 -I- 25.312 -I- I I 2.80 -I- 1.71 -I- I .05 -I- I 25.36 -I- I .00 -I- .64 -I- I .99 -I- I I 1.500 -I- I .000 -I- .00 I 1 .0 I- T1 PM 16829 T2 WINCO �r T3 INPUT FILE T4 LINE "C" SO 1006.520 10.160 1 R 1030.080 13.600 1 R 1033.930 13.990 1 JX 1035.930 14.010 1 2 R 1147.480 16.090 1 JX 1149.480 16.110 1 3 R 1365.740 20.110 1 JX 1369.740 20.210 3 3 R 1370.740 20.230 3 R 1384.770 20.700 3 SH 1384.770 20.700 3 CD 1 4 1 .000 2.000 CD 2 4 1 .000 1.500 CD 3 3 0 .000 4.000 Q 3.500 .0 m 17.200 .013 .013 .013 6.700 14.200 .013 .013 2.400 16.600 .013 .013 3.000 20.310 .013 .013 20.700 .000 .000 .000 .00 .000 .000 .000 .00 3.500 .000 .000 .00 -29.997 .000 0 .000 .000 0 -90.0 .000 .000 .000 0 90.0 .000 .000 .000 0 90.0 .000 .000 -23.000 0 .000 .000 0 FILE: WINCOC2.WSW PM 16829 - WINCO LINE "C" W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 7- 1-2006 Time:10:50:45 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev -I- I Depth I Width IDia.-FTIor -I- I.D.1 -I- ZL -I IPrs/Pip -I- L/Elem ICh -I- Slope I -I- -I- I I -I- I -I- -I- SF Ave] -I- HF ISE DpthlFroude -I- NINorm -I- Dp I "N" I X -Fall) ZR (Type Ch I I 1006.520 I 10.160 7.040 I I 17.200 I 15.60 4.97 I .38 I 17.58 .00 I 1.42 I .00 I 2.000 I .000 .00 I 1 .0 -I- 23.560 -I- .1460 -i- -I- -I- -I- -I- .0048 -I- .11 -I- .00 -I- .00 -I- .58 -I- .013 -I- .00 .00 1- PIPE I 1030.080 I 13.600 3.756 i I 17.356 I 15.60 4.97 I .38 I 17.74 .00 I 1.42 I .00 I 2.000 I I .000 .00 I 1 .0 -I- 3.850 -I- .1013 -I- -i- -I- -I- -I- .0048 -I- .02 -I- 3.76 -I- .00 -I- .63 -I- .013 -I- .00 .00 1- PIPE I 1033.930 I 13.990 3.385 I I 17.375 I 15.60 4.97 I .38 I 17.76 .00 I 1.42 I .00 I 2.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0100 -I- -I- -I- -i- -I- .0032 -I- .01 -I- 3.38 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE I 1035.930 I 14.010 3.887 I I 17.897 i 8.90 2.83 I .12 I 18.02 .00 I 1.06 I .00 I 2.000 I I .000 .00 I 1 .0 -I- 110.382 -I- .0186 -I- -I- -I- -I- -i- .0015 -I- .17 -I- 3.89 -I- .00 -I- .73 -I- .013 -I- .00 .00 1- PIPE I 1146.312 I 16.068 I 2.000 I 18.068 I 8.90 2.83 I .12 I 18.19 .00 I I 1.06 .00 i 2.000 I I .000 .00 I 1 .0 -I- 1.168 -I- .0186 -I- -I- -i- -I- -I- .0015 -I- .00 -I- 2.00 -I- .00 -I- .73 -I- .013 -I- .00 .00 1- PIPE I 1147.480 I 16.090 I 1.979 I 18.069 I 8.90 2.84 I .13 I 18.19 .00 I i 1.06 .40 I 2.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0100 -I- -I- -I- -I- -I- .0011 -I- .00 -I- 1.98 -I- .18 -I- -I- .013 -I- .00 .00 I- PIPE I 1149.480 I 16.110 I 2.078 I 18.188 I 6.50 2.07 I .07 I 18.25 .00 I I .90 .00 I I 2.000 I .000 .00 I 1 .0 -I- 4.441 I -I- .0185 -I- -I- -I- -I- -I- .0008 -I- .00 -I- 2.08 -I- .00 -I- .62 -I- .013 -I- .00 .00 1- PIPE 1153.921 -I- I 16.192 -I- I 2.000 I 18.192 I 6.50 2.07 I .07 I 18.26 .00 I I .90 .00 I I 2.000 I .000 .00 I 1 .0 10.054 .0185 -I- -I- -I- -I- -I- .0008 -I- .01 -I- 2.00 -I- .00 -I- .62 -I- .013 -I- .00 .00 1- PIPE I 1163.974 -I- I 16.378 -I- I 1.814 -I- I 18.192 -i- I 6.50 -I- 2.17 -I- I .07 -I- I 18.27 .00 I I .90 1.16 I I 2.000 I .000 .00 I 1 .0 5.673 .0185 .0007 -I- .00 -I- 1.81 -I- .24 -I- .62 -I- .013 -I- .00 .00 1- PIPE FILE: WINCOC2.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 7- 1-2006 Time:10:50:45 I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow TopiReight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTior I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -i- I -I- I -I- -I- SF Avei -I- -I- HF ISE DpthIFroude -I- -I- NINorm Dp -I- I "N" -I- I X -Fall) ZR -I (Type Ch 1169.647 I I 16.483 I 1.706 I 18.189 I 6.50 2.28 I .08 I 18.27 .00 I .90 I 1.42 I 2.000 I I .000 .00 I 1 .0 -I- 4.521 -I- .0185 -I- -I- -I- -I- -I- .0008 -I- .00 -I- 1.71 .28 -I- -I- .62 -I- .013 -I- .00 .00 1- PIPE 1174.167 I i 16.567 I 1.618 I 18.185 -I- I 6.50 -I- 2.39 i .09 I 18.27 .00 I .90 I 1.57 I 2.000 I I .000 .00 i 1 .0 -I- 3.928 -i- .0185 -I- -i- -I- .0009 -I- .00 -I- 1.62 .32 -I- -I- .62 -I- .013 -I- .00 .00 1- PIPE 1178.095 I i 16.639 I 1.540 I 18.179 I 6.50 2.50 I .10 I 18.28 .00 I .90 I 1.68 I I 2.000 I .000 .00 I 1 .0 -I- 3.442 -I- .0185 -i- -I- -I- -I- -I- .0010 -I- .00 -I- 1.54 .36 -I- -I- .62 -I- .013 -I- .00 .00 1- PIPE 1181.537 -I- i I 16.703 I 1.470 I 18.173 I 6.50 2.63 I .11 I 18.28 .00 I .90 I 1.77 I I 2.000 I .000 .00 I 1 .0 3.064 -I- .0185 -I- -I- -I- -I- -I- .0011 -I- .00 -I- 1.47 .39 -I- -I- .62 -I- .013 -I- .00 .00 1- PIPE 1184.601 -t- I I 16.760 I 1.406 I 18.166 -I- I 6.50 2.75 I .12 I 18.28 .00 I .90 I 1.83 I I 2.000 I .000 .00 I 1 .0 2.794 -I- .0185 -I- -I- -I- -I- .0012 -I- .00 -I- 1.41 .43 -I- -I- .62 -I- .013 -I- .00 .00 1- PIPE 1187.395 -I- I I 16.811 I 1.346 I 18.157 I 6.50 2.89 I .13 I 18.29 .00 I .90 I 1.88 I I 2.000 I .000 .00 I 1 .0 2.458 -I- .0185 -I- -I- -I- -I- -I- .0014 -I- .00 -I- 1.35 .46 -I- -I- .62 -I- .013 -I- .00 .00 1- PIPE 1189.853 -I- I i 16.857 I 1.291 I 18.148 I 6.50 3.03 I .14 I 18.29 .00 I .90 I 1.91 I I 2.000 I .000 .00 I 1 .0 1.028 -I- .0185 -I- -i- -I- -I- -I- .0016 -I- .00 -I- 1.29 .50 -I- -I- .62 -I- .013 -I- .00 .00 1- PIPE 1190.881 I I 16.876 I 1.239 I 18.115 I 6.50 3.18 I .16 I 18.27 .00 I .90 I 1.94 I I 2.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 1190.881 -I- I I 16.876 -I- I .624 -I- I 17.500 -I- i 6.50 -I- 7.77 -I- I .94 -I- I 18.44 .00 I .90 I 1.85 I I 2.000 I .000 .00 I 1 .0 56.911 .0185 .0185 -I- 1.05 -i- .62 2.04 -I- -I- .62 -I- .013 -I- .00 .00 1- PIPE 0 0 n FILE: WINCOC2.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 7- 1-2006 Time:10:50:45 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I -I- L/Elem -I- ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" I -I- X -Fall) ZR (Type Ch I I I 1247.792 I I 17.928 I .624 I 18.552 I 6.50 7.77 I .94 I 19.49 .00 -I- 1 .90 I 1.85 -i- I 2.000 -I- .000 .00 1 .0 -I- 55.466 -I- .0185 -I- -I- -1- -I- -I- .0180 -I- 1.00 .62 2.04 -I- .62 .013 -I- .00 .00 1- PIPE 1303.257 I I 18.954 I .633 I 19.587 I 6.50 7.61 I .90 I 20.49 .00 I .90 I 1.86 I I 2.000 I .000 .00 I 1 .0 -I- 28.667 -I- .0185 -I- -I- -I- -I- -I- .0164 -I- .47 -I- .63 1.98 -I- .62 -I- -I- .013 -I- .00 .00 1- PIPE 1331.924 I I 19.485 I .655 I 20.140 I 6.50 7.26 i .82 I 20.96 .00 I .90 I 1.88 I I 2.000 I .000 .00 I 1 .0 -I- 12.454 -I- .0185 -I- -I- -i- -I- -I- .0144 -I- .18 -I- .66 1.85 -I- -I- .62 -I- .013 -I- .00 .00 1- PIPE 1344.378 I I 19.715 I .678 I 20.393 I 6.50 6.92 I .74 I 21.14 .00 I .90 I 1.89 I I 2.000 i .000 .00 I 1 .0 -I- 7.385 -I- .0185 -I- -I- -I- -I- -I- .0126 -I- .09 -I- .68 1.73 -I- -I- .62 -I- .013 -I- .00 .00 1- PIPE 1351.763 I l 19.851 I .702 I 20.554 I 6.50 6.60 I .68 i 21.23 .00 I .90 I 1.91 I I 2.000 I .000 .00 I 1 .0 -I- 4.887 -I- .0185 -I- -I- -I- -I- -I- .0110 -I- .05 -I- .70 1.62 -I- -I- .62 -I- .013 -I- .00 .00 1- PIPE 1356.650 I I 19.942 I .727 I 20.669 I 6.50 6.29 I .61 I 21.28 .00 I .90 I 1.92 I I 2.000 I .000 .00 I 1 .0 -I- 3.387 -I- .0185 -1- -I- -I- -I- -I- .0097 -I- .03 -I- .73 1.51 -i- -t- .62 -I- .013 -I- .00 .00 1- PIPE 1360.037 I I 20.005 I .753 I 20.758 I 6.50 6.00 I .56 I 21.32 .00 I .90 I 1.94 I I 2.000 I .000 .00 I 1 .0 -I- 2.278 -I- .0185 -I- -I- -I- -I- -I- .0085 -I- .02 -I- .75 1.41 -I- -I- .62 -i- .013 -I- .00 .00 1- PIPE 1362.315 -I- I I 20.047 I .781 I 20.828 I 6.50 5.72 I .51 I 21.34 .00 I .90 I 1.95 i I 2.000 I .000 .00 i 1 .0 1.646 -I- .0185 -I- -I- -I- -I- -I- .0075 -I- .01 -I- .78 1.32 -I- -I- .62 -I- .013 -I- .00 .00 1- PIPE 1363.961 -I- I i 20.077 -I- I .809 -I- I 20.866 -I- I 6.50 5.45 -I- I .46 i 21.35 .00 I .90 I 1.96 I I 2.000 I .000 .00 I 1 .0 1.085 .0185 -I- -I- .0065 -I- .01 -I- .81 1.23 -I- -I- .62 -I- .013 -I- .00 .00 1- PIPE FILE: WINCOC2.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 7- 1-2006 Time:10:50:45 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope -I- I I -I- I -I- I -I- -I- SF Avel HF -I- -I- -I- ISE DpthlFroude NINorm -I- Dp -I- I "N" -I- I X-Fa111 ZR -I (Type Ch I I I I 1365.046 -I- 20.097 I I .838 20.935 i 6.50 I 5.20 .42 21.36 .00 .90 I 1.97 I 2.000 I I .000 .00 I 1 .0 .562 -I- .0185 -I- -I- -I- -I- -I- .0057 .00 -I- -I- .84 -I- 1.15 -I- .62 -I- .013 -I- .00 .00 1- PIPE 1365.607 -I- I 20.108 -I- t I .869 -I- I 20.977 -I- i 6.50 -I- I 4.96 .38 -i- -I- 21.36 I I .00 -I- -I- .90 I 1.98 I 2.000 I I .000 .00 I 1 .0 .133 .0185 .0050 .00 .87 -i- 1.07 -I- .62 -I- .013 -I- .00 .00 1- PIPE 1365.740 -I- I 20.110 I I .903 I 21.013 -I- I 6.50 I 4.72 .35 21.36 I I .00 .90 I 1.99 i I 2.000 I .000 .00 I 1 .0 JUNCT STR -I- .0250 -I- -I- -I- -I- .0024 .01 -I- -I- .90 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE -------------------- WARNING - Junction Analysis - Change in Channel Type --------------- 1369.740 -I- I 20.210 -I- 1.133 -I- 21.343 -I- 3.50 -I- .88 .01 -I- 21.36 .00 -I- .31 3.50 4.000 3.500 .00 0 .0 1.000 .0200 I -I- .0001 .00 -I- 1.13 -I- .15 -i- .20 -I- .013 -I- .00 .00 1- BOX 1370.740 -I- I 20.230 -I- I 1.114 -I- I 21.344 -I- I 3.50 I .90 .01 21.36 I I .00 .31 I 3.50 I I 4.000 I 3.500 .00 I 0 .0 1.515 .0335 I -I- -I- -I- .0001 .00 -I- -I- 1.11 -I- .15 -I- .17 -I- .013 -I- .00 .00 1- BOX 1372.255 -I- I 20.281 -I- I 1.062 -I- I 21.343 -I- I 3.50 -I- I .94 .01 -I- 21.36 I I .00 .31 I 3.50 I I 4.000 I 3.500 .00 I 0 .0 1.439 .0335 I -I- .0001 .00 -i- -I- 1.06 -I- .16 -I- .17 -I- .013 -i- .00 .00 1- BOX 1373.694 -I- I 20.329 -I- I 1.012 -I- I 21.341 -i- i 3.50 -I- I .99 .02 -I- 21.36 I I .00 I .31 3.50 I I 4.000 I 3.500 .00 I 0 .0 1.367 .0335 I I -I- .0001 .00 -I- -I- 1.01 -I- .17 -I- .17 -I- .013 -I- .00 .00 1- BOX 1375.061 -I- 20.375 -I- I .965 -I- I 21.340 -I- I 3.50 -I- I 1.04 .02 -I- 21.36 I I .00 I .31 3.50 I I 4.000 I 3.500 .00 I 0 .0 1.298 .0335 -I- .0002 .00 -I- -I- .97 -i- .19 -I- .17 -I- .013 -I- .00 .00 1- BOX 1 R1 FILE: WINCOC2.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 7- 1-2006 Time:10:50:45 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/]Base Wt1 INo Wth Station I Elev I (FT) I Elev I (CES) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTior I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope -I- I -I- I I -i- I -I- -I- SF Ave] -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I IType Ch I I 1376.359 -I- I 20.418 -I- I .920 -I- I i 21.339 -I- I 3.50 1.09 .02 I 21.36 .00 .31 I 3.50 I 4.000 I i 3.500 .00 I 0 .0 1.231 .0335 -I- -I- -I- .0002 -I- .00 -I- .92 -I- .20 -I- .17 -I- .013 -I- .00 .00 1- BOX 1377.589 -I- I 20.459 -I- I .878 -I- I I 21.337 -i- I 3.50 1.14 .02 I I 21.36 .00 I .31 I 3.50 I 4.000 I I 3.500 .00 i 0 .0 1.167 .0335 -I- -I- -I- .0002 -I- .00 -I- .88 -I- .21 -I- .17 -I- .013 -I- .00 .00 1- BOX 1378.756 -i- I 20.499 -I- I .837 -I- I I 21.335 -I- I 3.50 -I- 1.20 .02 I I 21.36 .00 I .31 I 3.50 I 4.000 I I 3.500 .00 I 0 .0 1.104 .0335 -I- -I- .0003 -I- .00 -I- .84 -I- .23 -I- .17 -I- .013 -I- .00 .00 1- BOX 1379.860 -I- I I 20.536 -I- I .798 -I- I 21.333 I 3.50 1.25 .02 I I 21.36 .00 I .31 I 3.50 I I 4.000 I 3.500 .00 I 0 .0 1.044 .0335 -I- -I- -I- -I- .0003 -I- .00 -I- .80 -I- .25 -I- .17 -I- .013 -I- .00 .00 1- BOX 1380.905 -I- I I 20.571 -I- I ,761 -I- I 21.331 -I- I 3.50 1.31 .03 I I 21.36 .00 I .31 I 3.50 I I 4.000 I 3.500 .00 I 0 .0 .986 .0335 -i- -i- -I- .0003 -I- .00 -I- .76 -I- .27 -I- .17 -i- .013 -I- .00 .00 1- BOX 1381.891 -I- I I 20.604 -I- I .725 -I- I 21.329 -I- I 3.50 -I- 1.38 .03 I I 21.36 .00 I .31 I 3.50 I I 4.000 I 3.500 .00 I 0 .0 .930 .0335 -I- -I- .0004 -I- .00 -I- .73 -I- .29 -I- .17 -I- .013 -I- .00 .00 1- BOX 1382.821 -I- I I 20.635 -I- I .691 -I- I 21.326 -I- I 3.50 1.45 .03 I I 21.36 .00 I .31 I 3.50 I I 4.000 I 3.500 .00 I 0 .0 .875 .0335 -I- -I- -I- .0004 -I- .00 -I- .69 -I- .31 -I- .17 -I- .013 -i- .00 .00 1- BOX 1383.696 -I- I I 20.664 -I- I .659 -I- I 21.323 -I- I 3.50 -I- 1.52 .04 I I 21.36 .00 I .31 I 3.50 I I 4.000 I 3.500 .00 I 0 .0 .822 .0335 I -I- -I- .0005 -I- .00 -I- .66 -I- .33 -I- .17 -I- .013 -I- .00 .00 1- BOX 1384.518 -I- I 20.692 -I- I .629 -I- I 21.320 -I- I 3.50 -I- 1.59 .04 I I 21.36 .00 I I .31 I 3.50 I 4.000 I 3.500 .00 I 0 .0 .252 .0335 -I- -I- .0006 -I- .00 -I- .63 -I- .35 -I- .17 -I- .013 -I- .00 .00 1- BOX FILE: WINCOC2.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 6 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 7- 1-2006 Time:10:50:45 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTior I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa11i ZR IType Ch I I I I f I I I I I i I I 1384.770 20.700 .619 21.319 3.50 1.62 .04 21.36 .00 .31 3.50 4.000 3.500 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- �vsn rr, C) MANNING'S EQUATION FOR PIPE SIZING c (N FOR TYPICAL PLAN PIPE) N 0.009 Diameter So (ft) I (in) 0.001 1 0.002 0.003 f 0.004 0.005 0.006 0.007 0.008 0.009 0.01 0.015 1 0.02 1 0.025 0.03 0.035 4_ 0.08 0.12 0.15 0.17 0.19 0.21 0.22 0.24 0.25 0.27 0.33 0.38 0.42 0.46 0.50 _0.33_ 0.5 6 _ 0.44 0.51 0.57 0.63 0.68 0.72 0.77 0.81 0.99 1.15 1.28 1.40 1.52 0.67 8 _0._26 0.56 _0.36 0.97 1.12 1.25 1.37 1.48 1.58 1.68 1.77 2.17 2.50 2.80 3.06 3.31 0_.83 __ 10 0.99 _0.79 1.40 1.71 1.98 2.21 2.43 2.62 2.80 2.97 3.13 3.83 4.43 4.95 5.42 5.86 1 _ 12_ _ _ 1.63__ 2.30 2.82 3.25 3.64 3.99 4.31 4.60 4.88 5.15 6.30 7.28 8.14 8.91 9.63 15 _ 4.17 5.11 5.90 6.60 7.23 7.81 8.35 8.85 9.33 11.43 13.20 14.75 16.16 17.46 ___1.2_5_ 18_ _2.95 4.80__ 6.79 8.31 9.60 10.73 11.75 12.69 13.57 14.39 15.17 18.58 21.46 23.99 26.28 28.39 __1.5 21 10.24 12.54 14.48 16.18 17.73 19.15 20.47 21.71 22.89 28.03 32.37 36.19 39.64 42.82 __1._75__ ---7.24- 10.33 14.61 17.90 20.67 23.11 25.31 27.34 29.23 31.00 32.68 40.02 46.21 51.67 56.60 61.13 ---2 2.25 _24_ 27 _ 20.01 24.50 28.29 31.63 34.65 37.43 40.01 42.44 44.73 54.79 63.26 70.73 77.48 83.69 ---14.15-- 18.74_ 26.50 32.45 37.47 41.89 45.89 49.57 52.99 56.21 59.25 72.56 83.79 93.68 102.62 110.84 _2.5 --30 24.16 34.16 41.84 48.31 54.02 59.17 63.91 68.33 72.47 76.39 93.56 108.03 120.79 132.31 142.92 --2- _.75----33- 3 36_ 30.47 43.09 52.77 60.93 68.12 74.63 80.61 86.17 91.40 96.34 117.99 136.25 152.33 166.87 180.24 39 37.72 53.34 65.32 75.43 84.33 92.38 99.78 106.67 113.15 119.27 146.07 168.67 188.58 206.57 223.13 -3.25 3.5 __42_ 64.99 79.60 91.91 102.76 112.57 121.59 129.98 137.87 145.33 177.99 205.52 229.78 251.71 271.88 3.75_ 45_ _45.96 55.24 78.12 95.68 110.48 123.52 135.31 146.15 156.24 165.72 174.68 213.94 247.03 276.19 302.55 326.80 4 _ 6_5.61 92.79 113.64 131.22 146.71 160.72 173.59 185.58 196.84 207.48 254.12 293.43 328.06 359.37 388.17 4.25 __48 51 77.13 109.07 133.58 154.25 172.46 188.92 204.05 218.14 231.38 243.89 298.70 344.91 385.63 422.43 456.28 _ 4.5 54 9.82 127.03 155.58 179.65 200.85 220.02 237.65 254.06 269.47 284.05 347.89 401.71 449.12 491.99 531.41 4.75 -8 103.76 146.73 179.71 2,07.51 232.00 254.15 274.51 293.46 311.27 328.10 401.84 464.01 518.78 568.29 613.82 _ 5 _57_ 60 118.96 168.24 206.05 237.93 266.01 291.40 314.75 336.48 356.89 376.19 460.74 532.02 594.82 651.59 703.80 5.25 63 _135.49 191.62 234.68 270.99 302.97 331.89 358.48 383.23 406.48 428.47 524.76 605.94 677.47 742.13 5.5_ 66 153.39 216.92 265.68 306.78 342.99 375.72 405.83 433.85 460.17 485.06 594.07 685.98 766.94 840.14 _801.59 907.46 5.75 69 244.22 299.11 345.39 386.15 423.01 456.90 488.45 518.08 546.10 668.84 772.30 863.46 945.88 1021.66 6 72 _172.69 193.45 273.58 335.06 386.89 432.56 473.85 511.81 547.15 580.34 611.73 749.22 865.12 967.24 1059.55 1144.45 7,--,-84- 505.42 583.60 652.49 714.76 772.03 825.34 875.40 922.76 1130.14 1304.98 1459.01 1598.26 1726.32 8 96 _291.80 416.61 _412.67 589.18 721.59 833.23 931.57 1020.49 1102.25 1178.36 1249.84 1317.45 1613.54 1863.15 2083.07 2281.88 2464.72 9 108 570.35 806.59 987.87 1140.70 1275.34 1397.06 1509.00 1613.19 1711.04 1803.60 2208.95 2550.67 2851.74 3123.92 3374.22 (Q = FLOW AT "JUST" FULL CONDITION) pipe-flow.xis MANNING'S EQUATION FOR PIPE FLOW 0.013 (N FOR TYPIC,r+RCP) Diameter So (ft) (in) 0.001 0.002 1 0.003 1 0.004 0.005 0.006 1 0.007 0.008 0.009 0.01 0.015 1 0.02 0.025 0.03 0.035 0.33_ 4-- 0.08 0.10 0.12 0.13 0.14 0.16 0.17 0.18 0.19 0.23 0.26 0.29 0.32 0.35 6 _0.06 0.18 0.25 0.31 0.35 0.40 0.43 0.47 0.50 0.53 0.56 0.69 0.79 0.89 0.97 1.05 _0.5_ 0.67 8 0_.39_ 0_.55 0.67 0.77 0.87 0.95 1.02 1.10 1.16 1.22 1.50 1.73 1.94 2.12 2.29 0.83 10 _ 0.69 _ 0.97 1.19 1.37 1.53 1.68 1.81 1.94 2.06 2.17 2.65 3.07 3.43 3.75 4.06 __ 1 12_ 1.13 _ 1.59 1.95 2.25 2.52 2.76 2.98 3.19 3.38 3.56 4.36 5.04 5.63 6.17 6.67 1225-115-2.04 2.89 3.54 4.09 4.57 5.00 5.40 5.78 6.13 6.46 7.91 9.14 10.21 11.19 12.09 1.5 18 4.70 5.75 6.64 7.43 8.14 8.79 9.40 9.97 10.50 12.87 14.86 16.61 18.19 19.65 1._75 21 _3.32_ 5.01 _ 7.09 8.68 10.02 11.20 12.27 13.26 14.17 15.03 15.85 19.41 22.41 25.05 27.44 29.64 2 24_ 7.15 10.12 12.39 14.31 16.00 17.52 18.93 20.23 21.46 22.62 27.71 31.99 35.77 39.18 42.32 27_ 13._85 16.96 19.59 21.90 23.99 25.91 27.70 29.38 30.97 37.93 43.80 48.97 53.64 57.94 __2.25 2.5 30 --9.79 12.97 18.34 22.47 25.94 29.00 31.77 34.32 36.69 38.91 41.02 50.24 58.01 64.85 71.041 76.74 2._75__ 33 16.72 23.65 28.97 33.45 37.40 40.97 44.25 47.30 50.17 52.89 64.77 74.79 83.62 91.60 98.94 3 21.09 29.83 36.53 42.18 47.16 51.66 55.80 59.66 63.28 66.70 81.69 94.33 105.46 115.53 124.78 _ -- 3.2 _36 39 45.22 52.22 58.38 63.96 69.08 73.85 78.33 82.57 101.13 116.77 130.55 143.01 154.47 42 _26.11 31.82 _36.93 44.99 55.11 63.63 71.14 77.93 84.18 89.99 95.45 100.61 123.22 142.28 159.08 174.26 188.22 _3.5 3__.75 45 38_.24 54.08 66.24 76.48 85.51 93.67 101.18 108.17 114.73 120.93 148.11 171.02 191.21 209.46 226.24 4 64.24 78.68 90.85 101.57 111.27 120.18 128.48 136.27 143.64 175.93 203.14 227.12 248.80 268.73 4.25 _48 51 _45.42 53._39 75.51 92.48 106.79 119.39 130.79 141.27 151.02 160.18 168.85 206.80 238.79 266.97 292.45 315.89 4,554 54 62.19 87.94 107.71 124.37 139.05 152.32 164.53 175.89 186.56 196.65 240.85 278.10 310.93 340.61 367.90 -� 4.75 57 ---- 71.83 1_01.58 124.41 143.66 160.62 175.95 190.05 203.17 215.49 227.15 278.20 321.24 359.15 393.43 424.95 5 82.36 116.47 142.65 164.72 184.16 201.74 217.90 232.95 247.08 260.44 318.98 368.32 411.80 451.10 487.24 5.25 _60_ 63 93.80_ 132.6_6 162.47 187.61 209.75 229.77 248.18 265.32 281.41 296.63 363.30 419.50 469.02 513.78 554.95 5.5 66 106.19 150.18 183.93 212.38 237.45 260.12 280.96 300.36 318.58 335.81 411.28 474.91 530.96 581.64 628.24 5.75 69 119.56 169.08 207.08 239.11 267.34 292.85 316.32 338.16 358.67 378.07 463.04 534.67 597.78 654.84 707.31 6 72 133.93 189.40 231.97 267.85 299.47 328.05 354.33 378.80 401.78 423.51 518.69 598.93 669.63 733.54 792.31 _ 7 --84 202.0_2 285.69 349.90 404.03 451.72 494.84 534.49 571.39 606.05 638.83 782.41 903.45 1010.08 1106.49 1195.15 8 _96 _288.42 499.57 576.85 644.94 706.49 763.10 815.79 865.27 912.08 1117.06 1289.87 1442.12 1579.77 1706.34 9 108 394.86 _407.89 558.41 683.91 789.71 882.92 967.20 1044.69 1116.82 1184.57 1248.64 1529.27 1765.85 1974.28 2162.72 2336.00 (Q = FLOW AT "JUST" FULL CONDITION) pipe-flow.xls SAN BERNARDINO COUNTY HYDROLOGY MANUAL A INDEX MAP r. 1. A JZ i. 4 Ir 1A �e.4 15 11%. I v L p. I %'i"q OL 1.1.:1's. m I Ati WK. ly CC + V?1j.'.1 A Y; "T """:.7,ioukEi�,497r."Scs::Stjfw 'N' J.. A J1. V v -ItP 4-': 4 7�T 7-7 Ij 7 tv. ....... ..... ... ............. w! NIL NI Ll 91 -0 �-JL "AL, • t! Till", ITT 6 '7 a t A I 10 A: C-1 C- SANBERNARD IND COUNTY _k, 11 SOIL GROUP BOUNDARY C-7 C -a C-3 C-41 INDEX MAP r. 1. A JZ i. 4 Ir 1A �e.4 15 11%. I v L p. I %'i"q OL 1.1.:1's. m I Ati WK. ly CC + V?1j.'.1 A Y; "T """:.7,ioukEi�,497r."Scs::Stjfw 'N' J.. A J1. V v -ItP 4-': 4 7�T 7-7 Ij 7 tv. ....... ..... ... ............. w! NIL NI Ll 91 -0 �-JL "AL, • t! Till", ITT 6 '7 a t A I 10 A: FOR SOUTHWEST—A AREA LEGEND SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION SCALE-1148,W0 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST—A AREA I VALLEY � I I i I 1 R7W_I. IPIELAN R6W , I I 4W t.:: L� R2Nl ' t- r -RIW `err .e RIE "°.'., „„, ( R, 11 A5• . 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RDI _ _ �.. - I -i .I_^, =\,��\ ( YI I- E - '�•2.6 difY T2 — 14 ISI LE YTL 1( — — I - _ ' — — _ -Eo•,m Le — I— �I �, 1SEAR Lfir, — — ' ERWIII 1.957. "b 1 — __ I — c •ro" �. — � ( r,\ I I:- u n.vr_N` CR�ESTLINE� ` .. r v�•Lr tau [y •,. °�-{-- . CUCAN�' ;- �Yi + <� I • (_; - I r.,�jr[•. �•i 4 — T —) PEA •{ f i L �' - �vaJJ �} =O - / 1 i 11 ... 3' {W AI ' N. �T� - ) a ° I Y� d t, I V y'y., r , - _ / 1, f "` w X2.6. RI IND sPRINes' : .jf f I I i N , >`.` 2 `��-'� - N - "t- --.�,-T -_ - ! P, 9 _ _ QI - — �, ' f� TN" I .� 44. I I Qg� I� � - I I 1 L _I •Y.l• � 1/t. Y Y ' / v: 1 I— i L4- ` - - -i- — IF�'�•�L:.' •L� J.i- -I iI.� -a� 't1-- �.I. .4.� - -- __� `%y_ / �'r,r I y �� L41 c_uL ." P z rL aAlo ' 2.2 f t• y - f r ��+= fLAYs- -� -� �_ . I- � Z. - - }, jl�f F...,,+,. .om r. Isl �I P Y h•,r. �.iJ I I I I b T`TTLEMM T," � �� --J -- - G - � . - � L � _ � d _ � — t- 1t�- _-1 \ �_ N }- -} DAM ; `..�;�'..i.;ur°r 1J , I I. I s : �` „ ` 1`L C\ I I 1 "--I .0 "�V.! 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LINDA _ L _ - I , ✓Jh ^ _ 1 s" 2.6 #1 I-yCRESTMOPW - - A•IL a L }+, `� _ IP .11 ON I 1- yh i YUCAIP 11, dUNVFA GRAN4 TERR [ ' 1 Srrr I 1 �°" w ' I � i� I '••� I�CCPGo'�% I CHINO :.[ I I - -_ -- I -- - - - -+ - - +-�2 " � - ...:� -- Q• I ,r „ IY- --I - - - LAN BERN +° ouN _ a, I +, I, ,«If RIE I I I R 2 E/t�l I RIV4RLID[ , COUNT ^ Ir I i I E R S I E °- _- I - �- T ^_ -- PN'c I R W I R3 II°p5 R2W } r ' SAN BERNARDINO COUNTY 4- NTROL DISTRICT + FLOOD CO t' Z4,15W VALLEY AREA I _ , ,II°LOOD ONTROL,' REDUCED DRAWING — - -- - — SCALE ft' = 4 MILES S - - - 130HHY/LETTALS L� ,a. I ;DAN/ _ - - l - I N�i�CO Ofl� . U.[.., I~{OAA WL.A OZ SAN BERNARDINO COUNTY c A ISO ARIp/m BY LEGEND: F R R RBW , R7W - R6W- �'- HYDROLOGY MANUAL ti �.0 ISOLINES PRECIPITATION (INCHES) DATE SCALE fa[ IIQ� MO 1982 I"• E LIL MIEO-I 1 M 12 R Bw ! , R7 Rsw HYDROLOGY MANUAL G.0 ISOLINES PRECIPITATION (INCHES) DATE 7CAL[ ..E Na amm ND. 1982 I •llL MIID-I 2 of 12 smvimt- 1.0 RIE 2 ER5W RIw I' I I IPNELAN di I�Il°66I ]0 II IIPS/` / I 4 : 12Y IR ' T PERIA 1 4N I I •:. I -I�- T =— -T.- -i - — _ �M — — - T tl ST so I I I/ I ' 9' I i �' I i:•I I I I /,vR L r "'747 ' uwllr o� 3 I= �y EO �""' - I wL� a aeq"o•+r 1 u 1: 1 f �•� ' J RAT :LE 9N NE T 3 i I I I I — I s — I I' - i -1 I I conk • `' �. ,-IMTN.-P _ : �a — ?..S _� ( � `� � �c � � � � - 1 � + _ I__- I � I T. � � 9 ^� 6 5 c•wrof- - 1 /. ,�/ � . — _ __ t. __ _ . +'_ __ I _- _- —I —I y `+•. I I 14.5 I - I I o i I S I; • ,[°,,. MT SAN ANTONIO ar + •oI P wa I I I — --F 7.0 •^ I — `•/� • , -T vI 1 f — ' I` B.0 r- _z I I —1 ,,,� 1. ARROWHEAD .•''' \ � ',� _{ L f 1[_ I N — I ! ^� — \\`, ••. _ BALI WI L I y N I I /' C,h Mi L'E FOR I I :L LE I l , i \ 1 % . S.6 ..I D" •-1 tj �„c`:[e[S.}.. R — 34 — --� 4- I I .[•••n I I i V L G T i ( � } 1 \ '-}r� 1. 1 - ERWIN L _.� /OF'1 3.95 C a•a E ° � •Y.. -i (" I f'' 1 ••r(f+[u :nt — , k•ecw [ w.a•r .. — It-•.eav1"~ { --t I�AWAX / - I , Sr ^I I `I PEAR MUlY - ^ ` • ` •e• • I I I / I (.0� �L. '' I� �' \ 4n YI I ' 'MYT 6 `G ' Il a.. ' .1 / y ' SMINai°o 'l I N i 1 AR / 1V I 'sl I r I I i _ _ tr—I ! `='C ��� �Y� 1— I w !-- / T� • a.0 I �_ kr —. _ -•� i. :- fit- — 6,k�- 4.3� ! __ _, -�'- _ __1A' _. [. y FEAT ,\ _ " •,,•/ TIN — iI — — — - 1 [ - -- r. �, df. ..: y _ .: ` ,_ _ ,.«. w,• •'�, 7 TTLE[M�,v r`: Y'[ruwor ,;! `1'ly ., 4rrk 1 aY. — _ " - - - --' f Tv° .� .-- - - .� - ., I ,� - ^' �:. r _ � *Alt T ,t-�- ` - 1 N Y • . _ `} � � \' I/ % I r, Q ' •\ I � ,�T Rea I... _- - - - - — 1.. w[ - - T. _ -' 1 yd'• s. 1 •:� 1[ �d ~-+ al i( -I- �" -- J •. L -t' --�r� °' — -�- _-- I I 1 I I I ,• I AL A wA _ •' _ I . 3 .i , �: i _ I _ 3 �' �t .• , 3.0 / +n/ I `• S AR01110 / \ \ I — I I UPIL ND; o ! cLA••roNT T • cL �' •R r[ ' k __ _ L•• • R IrAL FONTANA. r- ' �Aa Doo \ ' _ _ _ . �• t' iy '� - t . I MEvx ;ti-� {.y,Y /I I TIS 10 3: s TOM CO LTO �r i - a t - — - _ xTONE r,„,,,� - — — -F - — t— } — S - - - —•�ti. , ' -, — - -'-t - R DLANDS - T t : i Lowl1. iIXOA _ - �' • �[i -. _ • -,- - - - : -+ - - - - -- — 6.0 '� °S c - I --4 ' -- -'- - ° • `i- [ °` ,,. , - -� "I ~r Lc .�[ °PF,DN t fj I I ,I 1 B `1 -1 ,aa• roY` ! a • .I I -;- na,P.., CR[ MOII[ ,`.c p, 00 I' I I I I I .., I / I EN I 5.0 o/t auNUPA I `,. M41"1 I A; YAN+T[f1R�CE I ja 7T, CHINO ..[ I i - t -G - -+- — - '' — a- It - y — _ •[RNA onto oux f. 1 E I I R2E I� _'�- _ , \• PO ♦ „•• I •O i RIY( E COUXT ., I ” 3.O 1 •00 I T2S — -_ - - - -- - — - — — - - — - --w- •v4 —' -- - - - ,r•°"� I - I I I 2.5 i I S I I ".'° -i— — --- / y — I ° °'• ,° ,,c, a .v[ •:.r.a T 3.0 •., a «.. / yr ...— , , 3.0 I I I R w R2W \.i R I2.0 J, �✓� o I f , r� ' , >✓' FAN BERNARDINO C l�'ITY . LOOD CONTROL DIS 5W REDUCED DRAWING VALLEY AREA I I IIFLOOCONTROL; BA ,. ;,I i SCALE I"= 4 MILES . ISOHYETALS — - — __ — _ K2 — 2 YEAR 24 HOUR \T3.S— - -� - - - -- SAN B E R N AR D I N 0 COUNTY BASED ON U.iO IWAA ff> .. 1, 113 - -- - C A LES APPF[NED BY F L g=LDmpum-- R Bw ! , R7 Rsw HYDROLOGY MANUAL G.0 ISOLINES PRECIPITATION (INCHES) DATE 7CAL[ ..E Na amm ND. 1982 I •llL MIID-I 2 of 12 smvimt- \� `ZLEY W I I I. R W I AN °„[..„:. R 6 W! .A.: R 5W I I I 4 W 1 I I r•I ro ;; 4 I R 2V4(� -- -- -t R I W . RIE °`° "° �, R 2 E - I T4N — — — - — _ P 1 - L L — l '•�d° I' 1 � -i NE9PERIA *.. I - I � �• •. I I ••.9 a -� - - I i i t- r - - �- - - r - t t- - I - + - I - -- T - - - - i - - s - - 7' t T7 1 I_ 4 I LI WEST MIT � � ; I � -- ' - - - •--�- �I -i - I-- -- , `, r,, 1 -I - I-- ' I- •” - _`� r .'��v� � `•_ � � I- � �; t , 9 r 11 [ _ 'MLL” A.[4 IT YMONIY 1 •'•Mr I I � \6C I 5 I 4 1 3 I 2 I Oi rl L•` i I Q4. I �I Qi 1 I I 1 / � \i' « ' n 1, I h, • � I I � 1� \ •J'' o rr I I 1.3 - L h `i H� I I I m y I �L.9 - -� -- or I W I f r - I•- -r o - - - IA i�'[ �ti yL��/ e -I ---\It- -F- --L - Y 1-- I I -' 1 _ •lLt • r, T B 9 .o I I2 `• L_ J" 1 c I I• _ 4f �� -I ' -Y , -I - d -� h .�•RE�N_� � - I i- + -- � - 1 .i v-� / / I ,JI `�, ` RA LESN ,I / � Q* I I i /� ,}/j • T 3N I I - I- I_ - - RE910N •3 •le • �• .I� , Is• I Is I BLBIMIr I i y , I f(�� - I � �- -• - - J o.i wTN. L - , ! /•'I- _ S• � �E � - -- f i _ _ • .I I t I 'c° a / I / i e I i 71, I z � I I. 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Fti SI . , rp\ S ,., ipn I I I I I •+ • - I ' I ' �I I I I I c„, _ • ,,,Aa iwc TU IPA _ SArrt ` 1 ?. ; "a auGUFA I ' • : W�- I - ,rr • ,y 6RANq TERRICE - -r - � ve, o[ •v[ ^x �vt• - I , - vl 1�' i .r4 � ; 1. :.0 �GOa �% I i CHINO • �, •,�f --t -T-' `,��, , , SAN BERNA DINO OUN Y - 1 a� �` I� RIE I I R E I 4- \ !4 '° I Imo\„' / ��,• I RIVERSIDE, COUNT _ W ' J3,°00 ��.°. 7 I I RSIDE - 1 i -/ �jpgl \ R 4 W °! 5 i R 3 R 2 W a� R I W SAN BERNARDINO COUNTY t — r i -I -- — rt• •, `;'J - - - - 7 FLOOD CONTROL DISTRICT l 'RADO R5W: VALLEY AREA .,FL DDaSNNTROL REDUCED DRAWING T'SS — — — ISOHYETALS �A -- i;,N SCALE I"=4 MILES, OYEAR HOUR 1 • _ "SED ON U: D.C., AO.A.A. ATLAS 3 • 1 y `\ -- - SAN BERNARDINO COUNTY - uT cS• "• 8 N/ - -- R -% W '- - - - Rs - - A7•PFETVED 8Y �, / LEGEND: FL(��� HYDROLOGY MANUAL � • / .8 ISOLINES PRECIPITATION (INCHES) DATE SCALE FIIF NO. DNY+G. NC �`J • I982 I"•z E. LE 3 DI IP 1.6 1.6 I I l I -�y W 1y��. -— — — — - R2E R$ Hit HER6w 5W W .4N NIT�4N -I' - --� 4- -- -' - - - - j t w I j - - t i.l -- 1 r - ! - y , - , -- T 2. 1 I ! WEST MIT I I / I. a' ( •' 3 )!r _ _I n 1�' It' I /'' I ' I I(7 IwLur deu . w ur I �Ty6••a•' I. I - -"I , wl.ur • [ ) f/•A I I I I ! g' �' H IT---71 \so I 5 I a 1 z T 2 �- N - '� -I .� �� I' 1- 'I- • r'v" �-'�' _ �J-F � [ _�' '-I - It �- -1 . �__ __ �° _ _ _ _ �i I-- � ,.�' -r .-I � •' � -I - '_F" [r i.✓�% I T 9 9 IO n I ` I II j'I . II� / r nr• PI _ �,1.7 �% /,,-+,.r All I RE I ( IT 1.7 I o[[. c•u -- •-- - i '� ' � 6 ili'/p i; / I ' I I I .I =� ' • I i5 I I '' ' � -/ 't0?x = ♦. "YZ•""' '• l f/ 1.9 / t� I I I" A'rl T1 -�� -✓. - _•w, ' _._ ' 2.,- _'�. - -- _- - - - - .__ _. '4 22 NTVER�- -_ u ./ - ,� - -- - - ' _ -_ ZI--•-- - -t- I - --r - I 1 22 i t I ! � ! y •.� r `�, I` J, � - 4 - ! - I I R. �.0 •- 29 - z e MI .0 - FII • L -i'-. ' ,. a• � f 3f 34 3TN _ {j�i••OI _ y - - ! - "`\\\ `•Sp.T��Ty �, �F aro. Naa iML SAN TOMO 1 OR I I •• I I .. ° o '• �a I I ! II I s'- :.7 ' °• � 1.5 I ,, I I 1 ' , a�f .,I 2.2 %� � ' I d _ �, •y • • -1--- cµ.A• ^P'� I .Aa i r� i ••, • ,` I ' I • \ \RAL DwIN L n N • l - ARROWN •, ' [['.' !SC "R.r ',••' :�.. \ (DPT) ! , [[[���III -`y -' it - . -• -- - - - - 19 T - I a•is' - I - s'i !•= MIr L TL o?� - -- - - - - - t.T - __ ' Imo•, I.f -I' -_ __ I - "1-°�.1. �- _ K • .+ - ' _'• _ ._ - I [-'• - _ u I_._ - N, • _ ... _ .._ _ .t • - R LAKE 6T 1 I -11 4L - 1 I 2.7c1 A alc,Sr = `, 1 y , ,y-•� c[o c I 'l �� -AK '';- - ��•--'Sr ij- owncJ - -- � - � If•1` .. - - -- -- � '- - - � /"a°•-T' . I' 2.3 I - � *. � •, 1 r I � su ARLOAE I � ! ! , ) ,l _ ' i , ; \ 9., cell[ % •; s a" , L, • R1i�11N0 L sr I. �' I +1/ I 1 C I j I- , i I- - _ - Z:. � ..lT � , . • � ''�l _ � Jai-°/ 'y'' __- ;T- �__ _ al' :P � _, .. , .L l .I ` -__ _. '-*/ _ ... -4 +- 2 % a Ip i~ __ r.91.� al l[v I •.� 4• b+i 1 EK / ' `�• - • - / I tl—I[[a 0 TIN — �f — --' -- --=- • '- o� >r \� - - - \\\ti . - - •� " n, ` :T._ >` `� - «•4 _ _ p 4 .I - r - ATOM--- _e. �� - \ I ! ( I - \4 �s \— \ [[.T I N DAM I.f I ' .1.4 ;"i T x \,y SAN RNAIN)s o / �! I I i I I 91ALTA I , I Ir••.r.•" ,Y d "r •'/ i Itai I I I i i t I 1 I 1 I 1, UPL` I _ .��� _ N �DI 0 I _. `' 1. - :o�,[.� ., ! 'T' I ! ! •�i ' "ti. cLAREroNT „oia ,a .r• R IrA LTO- • _ TCLxi a- cucA _� +..- O N T A N TIS- -T " TqNrnI TnN ONTA 10 j.' RDLANDS A.L. LOMA. LINDA _ -- - 'aL �I _ ' .Aa'�N , _ ager.`,-I' RMDRi.- r - - out EN 41 I I L5 I /. 1.2 :1 I '.L I �• sS, 1 I 1 1.2 -•.+ YUCAIPA / 1 •�� aalo[ E.. ah" I. RI A •• �I+- I - ri1 BRANS TZAR '•I / � . GO�Tt; , T ___ r• - � ..,,lar,,, - - 1.1 \4 -4 - -;- - ,- -I -J• 1.6 •I , • [ CH o ,�,.. , •. R` I •! R2 II MN lERNA DING OUN Y - I - y_Ja•00 \` IV( TIDE COUNT ol T2S - — - - _ — ERSIDE -V au _'- ..__ .__ r--- DIVER•, � S�lPj- - - I ~ o• 0.Ef� e..... .I rl ..[• >�-� `..- R4W R3• - - -R2W 11 SAN BERNARDINO COUNTY 1 Z,-R F T 1 T 5 VALLEY AREA INAOOREDUCED DRAWING IF OD SDNTROL` I$OHYETALS T3S— - — — ;- -,- -- •..-- - - - - -, - - SCALE 1" = 4 MILES YKa=100 YEAR (' HOUR BASED ON U.SAC. NOAA. al-AS 2, If13 -_`sa: SAN BERNARDINO COUNTY •.• , Q,i- ._; _ I _'!Y�, - _ .I.A v�' A _ _ _ _- JO - - _ - _ APPIRWED BY F ADd&T-,tp#WNLL OA . d w - w- - HYDROLOGY MANUAL C8 ISOLINES PRECIPITATION (INCHES) DATE snuir rfl "a on(III, no. 1882, f•Rt MRO-1 1 eR 12 .......... ........ ....• Inl i LUCERN . - b1 4s 1 I I .. — R7W I I ..[t• I Riva° I R5W 1 I 4W I III2°IIS .i a I ;__ L 1 > 1 ,,� ;. 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I FOR rTIE I I' I L c�N c - I I` /EAR L I I ERWI --44"15 I-- - 11 - � I I I s '•,�F'I` - , ��� - - ` ,K' 1- I - • `A. - -I I /- Il=1.t CREBTLIN �OR�6f1,4r O -� -4 - All �I:.-4L ' ( �� %0 A, •044 I I 1 _ A fn .,r{4e•. orw0 w NILLY[ E 1- -i t 1 `I- I Is b Iii f • r . , •w r 2 I 6.� —i WLLZY fit °,— I �I : 4•Y1 ' I li 'v a , ~ i 4F I I ARLOAF r r / , � . �I Irz ,-$.�... - Y I.. f .1~• (n I * , • Nu�INO 7NIINY[ I � I I i r - ''� t-- .r. ;� >..- 0 I C--- + - -�- --• `�-�. � - -- -- "' f .- I . � � Y L-• �. t� - - - -� �?�/.. f �� I.. � 'I I / I L m I �- - - -f •+(4..4.5r 114At[, ' �- - ,yi°!� _ 5.0 •- • I — 4 _ ' — _ _.�• - 1:yT .._ ' 4W.. Mlh I:I T�"1I P f 4' /— _ �' ( .4 I � I I � -� - _ I •-JI �" ej, • , TiIE eM w 'i � •�../ -'! -._ -_ _ - /'-- \ �i, .4-:0000,71 r^- -1_ Ci• ` DAM I-�i 4. •yL`f ; - r•,_ .x� _ - - _- - ' -P. ! -f -r'TI 41 '.*__ -f- - -- { -} 1 R I 1 Fw<<„�;} I ' ' ti/ l J I I I t- \ �� 7 � :�` I T 4 I I srAI TA II 1 I I � - - 1 � ��) � zl � -I ". •... LO91 Wri, SAN�..ARIDIPLgND' r°� •1+ •. . `.. I r o .. _ , �i��••° _ L. D' • O In•'iy ° V cLAR[rONT .h,°iNt R IrA 0_ r. 7 - TC - + *- _-- -- Tc , kucA . "- _ ��_ FONTANA� 2.5 u+°' W45M. ,tt t{ I 1 0 1' - - • __. i..._ . 'I w 1- _ -f - - "I` ._ -'f _- AKrA �-- I - .t `• --F _ I,L I/ _t IRIYEE\ �i T I s — — -- �, — _ - A•aaxA N t I -x. - _ • r l —I I f _ I _ \ 1 y' ON TARIO�;I 3.5+ ! Tdll OLTO rFr L eTONE` t „„,„'„ - fY_ - i I - - 3 ' - -* TIS -- - :��• REDLANDS °. .,[ _' - _ i F�•`j ' / - I / r - v LINDA J - � �• 1{ .•d[t..l I I ! ''"• �f I „,.,.I_ I I i 1^ I .I I i •, V i �' - I I \' - EM 5.o A r •CA UNUPA yV�" `I - h.. ORA N4 TERRrE • I / ' TU -CA i l I T CHINO ra x .•.'` -I - -- '\ -7-- —I — — - —I — — �— - i — �— — Ir- --1 - RAN OUN w.0 I E ( I I I R 2 E [ERNA 01 ' , I \ - i wo• ` + I ROVIN31DE COUNT - `• -}34000' T2S I �1�, • [ [ i I i I E R IDE _ 3.o I- — T F—- I ' a."• s .o n •v[. .,w• . I ..SER 1 I gP�.� � I I �- 'f- r�e[,r P - I �./ - V •v[ --t __ _ i -- -. _ _ 1 - _._ I- -r 4- o- _ _ _- - _ _ - • 1 •v/ I �/ R4W "•IIS I R2W \I RI ,.�J ��Y�D SAN BERNAF0140 COUNTY I 1 I FLOW CONTROL'S _ I I -r -7 FLOOD CONTROL DISTRICT ����� � i I BASIN . i REDUCED DRAWING I90HYETALS T3S — — —�� r T - ' —( SCALE I = 4 MILES X3-100'YEAR 6 HOUR I — - SAN B ER N A RD I N O COUNTY .At� ON U.M�. �.. uLAs =. Ws 1 I C A A'w'a'E° By .y cE END: FLOOD I I R 8 W 14 J R R6W HYDROLOGY MANUAL C.0 ISOIIHES PRECIPITATION (INCYiES)DATE I SCALE I FU �' 982 1 ... ZML vm-l. owaa IMZ. T4N R8WI 117 45 R6 I— IPNELAN rN[tu11 117°,30 ,y I I I R5 I .'_-j - 4W — _ -- LUGERW VALLEY — -• — — I— I yNr I I I 111715 —�� H NESPERIA RIW `+' a.5 'RI °Wy p - R 2, I. 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RINALR L - e I I � � � • -� �✓FIN ,� l `•�- P C: .4 ° o.A 1 \ I yyr , '�:I L GRe�kY _- -- — --.0 •'- `� \ 01 CAP ISTZN wE - - CREtTLIME �DA.° � EA, rN[ a[o oNly - l yJry -�aE wEc[v�- �EAA LAK •� I - I �l -�{� ' IE I 4.(• - r __-I M •r- , -F 1 cEurr 1E [ - I -. - - - ..� -- 1 1 1 3'�' .�•' .-� \�. �.0 i a` + _ y1- -I� L• '„�, / RANO aPRINGS 1 I, S'{r i 1I f- A .-� — .-F � _ �� v F �_ ' -�B _ x � ' drceK ,�� 4 - - hi.0 !- j' _ - :!- - D' �•' w �N. 1 1 I •. sr' -I -f- YTn - • - - - rF ` 1e1:Y ry[VZ'� P— _ :� 4, - —w ; r .% - f / 'y'r''% `�, ./ ' — •-"t/—' I 4 A _ fi~ 1L- \ EI'. .I• I '� I ` , "`.."`�7".! _°'"" 1' 1n ','T., I: J �' o jr`C +" __ r�r 1 ] ['� .r �/ I I / 1� ;\fL --{ }- DAM \ I r�j� (MT,:. I % % �"• - 1 /—r-- -•- ° d'i`�.� 1 eAR� I a� �. . �d�/ � 4rr,'I V I a• � - y � ' r 7,-\ ,IO.O I ``..1'yj - ,.,,1 - g _ ��� - -F^, \-IQ�.I iOr 1 I .'� :r D..r=T I.N.. AL T -A' I `� Uv' --t — _- _ I I ` I \.y •! I ✓ \.. I \ I� 1 UPL%ND 5AN RNARDI \� \-I I CLAROIONT . ; •• . ' � loor _ t - _ x..i� nD n 1. f � \. 1 rte[ I I I ` I I 'I. i _.._ . •r 4W1 • ' yr R ALTO < - [.•- :I -.-�ti• ..�`� - --' _ 3� ; ` IEE.. I I.. 4,, FONTANA� - w' /. y ' ai 's� SAh GDN '1 TIS JAft A D w Ai' `. V i - e n I � •-� - ND. ONTARIOi„I �T.Oy L[.. I OLTONr .� r 47” E I - / -- --� _- - r RE 7 I - +_ A " 4 - LOMA. LINDA - /• -, i__ _TITIS- .. i -- I•- - - al .wrap• I - .:r • _ _. _ ' 1. •.E _ ARE — Hh �R PF TDN - 1_ .; !` IBA w........... v CREST �- � �1 I •v[ '� I" �. °' rNl • a, : ..p 1e' _ -{ u.,,,• ,Su I hifl 1 cN� .C4r�y I ' CI ' Iv[4•IID 'F'•S 1 °�v vUNUPAIy -D''/aT4• ; I rYuc ,' I I I .y I IJOy I �",•� nn�I MINO ' ' Y 1 !� 7.0 _� _ f .\ GDF I .r%-I — -•4' -- - - r - - -"i- --� — +- - yy-F- ' ?w 1 I , ' D• ,/ - - / - _ / .t �'-4- It-i -' I -' ax � : _ i +i'' �y -_` - � SAN EERNA DNIO OUN Y � 34 A � Ic•NyM 1 � � yP�I d. ` TLS < - - - - 3r _. - urvr• I I �P/rl i . I + RIVSRIIDE COUNTY \ I I I R . II I Joy no +34^00 R IDE ,V[. a Y, r i ...�fR 1 r���•f I- - - -' I - - °yrro�P. r R4W II,.I15' '40 o r ,v[.` �- --• - -` { / � � ._ FAN B.ERNARDINA`.. GbuNTY l - -- -i- - - R.5 W 4.0 NR I' .TRI T PRADO IF 00 SIONTROL`B. - ,•_ - T3 - - - -- - REDUCED DRAWING VALLEY. AREA 1 __ r,; Yy; - - S 111= 4 MILEJc WHY TALS., . A _�30, -� SAN BERNARDINO COUNTY x+ `i00'YEAR 24`HOUR. BASED ON U.S.D.C, t,A }OA. ATLAS -1, 1973 I 117145 �� � T ` R 6^ APPRl3VED BY - R R6 �-' - I ' W W HYDROLOGY MANUAL IO.O ND: -PLr ROL, tNQINhhF G.O IS06NES PRECIPITATION (INCHES) r' DATE SCALE .1 FILE 'HO. DRIM..! �1 . .... . ..... .... ............ IB . ....... .. CR . ... . .......... ......... 0' %all 9�18 ---------- - • .... .. ..... . ..... . .... -COTHILL ........ .... . . . ....... . .... ... . . . ........ ....... 4LMOND A V&I: I L22 I N 2.rj9'y3* w I tzoj' I I L26 I N 43'36W* W I ZM' I cum TALE CwDELTA Moos Levm cy mASA O• a. nm. 112.. C2 MW%V- 45.00' 2156' 12.050 CONSTRUCTION NOTES @AISMU ADS 12* CA M12 WE. @AWALL ADS WON N12 NOPE 9oamu Acs IS'Dk N12 NOPE. @Asmu ADS 21'DM. N12 MWE @AG7ALL ADS M' CA N12 hVPF ®ASM 24' DM RCP FM PtaC SMW DIVA RAAS AV 1769 ©INSTAL JO' D94 HCP PM RVW SIM MW BANS AV 1769 @ ASM PRECIS! CaWRETE UVOOLE FO? AP. WA SID AM 200-2 SEE DUALS ON WET 9. COA57RLCT C1M8 OVW COOV MM PER APWA SW " JW -2 SEE DUALS MV 9VM 9. CM7RM7 JWC7M SMWTLW PW 10 PFE FB? AAWA STD RM JM -1. V�Z.- —zx- ORR. �i WT FOR 12'. 15'. & 18" PPE PO? @#6TAU BROOMS FRWXr CE -204 VMH SM MM SM MIF OR SM &TAC 12.12 .-.--SW MFM SM OR S79ET 9. ®ASM DMW PPE & REM PER C4R2I 8451V it, ALIAC OV SM7 9 SCALE IN FEET C.9 t y _-_ L20 N 0'36W'W 11155, L25 N 45*JOW' 1149' IV im V, L26 Lji LM I&MOO a,01 FIR I 79 52 co UT V�Jfl FARE cl mw 12 it @#MU AUS 15'DM M12 MW #SM AVS 18' Xt N12 MW DK M12 WFE @ASVLL ADS 24 4 @#6TAU 24'DI4 RCP F& ROX MW MW RAW NO 1769 LAT D�W IN UT I 15"N i 20 0 P -� 27 45 tam w FOO THILL BL VD. SME IN FEET clo K REBAR WELDED TYP. 1 1A NV\� 1/2" x 2" STEEL STRAP MATH 3/8" BOLT— GRATE pAS.SEMBLY DETAIL 12" MIN. Q,.=10.8 CFS 10' 21 EA. 1-1/2" DIA. HOLES ° °6- O GROUUNDND 36' C.S.P. GROUND GR 14 GA. ANCHOR BLOCK MIN. 5 SACK / C.Y. CONC. OR 18' RCP 18"/36^ C.S.P. I METHOD APPROVED BY TEE I BUILDING OFFICIAL 1.1576 17" MIN. SET TEE SECTION IN WET _ CONCRETE FOOTING AND _ TROWEL INSIDE TP DRAIN DRAIN PIPE AND RISER CATCH BASIN #1 (TEMPORARY) 56 NTS 7I YI y� mOORO �� m000 mOOQ_ffi� 'a'y[�� moov-� t� m000-» mooQ» moo¢ cr.-�ooex� CB-2424 12"CATCH BASIN WITH 4" WALLS m I£AD AM IAM At III \ to IR e t PLAN ADJUSTING �. YHIIIH.L11[ RING DETAIL r•� ga6 R €;4'J ger ONE JOINT DETAIL L- ,vnnAA 11,,N[r [ REDUCER RING AND SECTION A -A ADJUSTING RINGS O ALLIucAII NIBLL: ROLxe Ae W MTON . e0YHi1N fJLI0111M tlYPIOI PRECAST CONCRETE SEWER MANHOLE 200-2 SA51; x]war — tB YRIRiE . 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RDD93U NOW�' - STORM DRAIN PUN 91781 RIOIE�870 917-7181 D� ter'` DETAILS ANS C12 m -.D-06 I(�j`V w/ P 2.10 Wim_ US 1D�H' F = XX.XX 11w INITIAL w —I -All — - — w -w-w-4 _w_w .40 1 = 16.5 Q10 = 8.6 25 = F O O T H I L L B O U L E V A R D (VARIOUS WIDTH, PUBLIC RIGHT OF WAY) w w w w w w w w w w w Q200= 0.70 ZZ w w —w M w EXIST. 84 " RCP EXIST. CB z ZZ 13.4 /NV _w -w z 0 ,girl w _ w yr ---;r All w --s�- w w w– 1 11.30 1 INV Q25 = 24.0 = 12.2 F O O T H I L L B O U LE V A R D (VARIOUS WIDTH, PUBLIC RIGHT OF WAY) yr w w w w w w w w w w w w w w w w w w w w yr ww w LEGEND w EXIST. 84 " RCP F O O T H I L L B O U L E V A R D (VARIOUS WIDTH, PUBLIC RIGHT OF WAY) w w w w w w w w w w w VIw w w w w w �••�••� DRAINAGE BOUNDARY -r L=404' FLOW PATH OR PIPE FLOW LENGTH NODE NUMBER 1.10 FINISH- SURFACE ELEVATION FS= 11.80 INV=07.80 INVERT ELEVATION 0100=2.4 Q VA UE IN CFS 025- SCALE I N FEET m vi -W