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Tract 18137, 18260 & 18261
Oft T R. 18137, 18260, 18261 MO Fontana, CA DRAINAGE STUDY a .. September 12, 2007 a WO 1 S � 3 wo Reference 103- 114, - 130, -131 PREPARED BY: Encompass Associates, Inc. 5699 Cousins Place Oft Rancho Cucamonga, CA 91737 909 - 684 -0093 o¢ts;�i�� Fax - 909 - 483 -3263 • / 0 �„ ►K ' R - 9-? -o ( r+o.e2,6 '► Aaron T 'keers Date ,�y. E X30.07 / R.C.E.62183 Exp.9 /30/07 _� %. �OF to askeers(c�encompasscivil.com www.encompasscivil.corn S a a OR CONTENTS • SECTION TITLE .m ❑ A DISCUSSION ❑ Vicinity Map ❑ Index Map (Drainage Schematic) oft ❑ Q Q100 HYDROLOGY �,,, ❑ D STREET FLOW DEPTH & CATCH BASIN SIZING ❑ Overflow facility calculation ❑ H STORM DRAIN HYDRAULICS ❑ Line A (TTM 18260) ❑ R REFERENCES & MAPS ❑ Soils Map (from San Bernardino County Hydrology Manual) ❑ Isohyetal Map (from San Bernardino County Hydrology Manual) ❑ Hydrology Map kW oft gps PO llr U U S U ...., i TRACTS 1 81 37, 18260, 18261 :: :: :: :. •:::::::: .4.4,A :: :ii ,:, ii.„,,,: tf4,114! t34-2Pie El A $ -:: slip si susurstri5figs5a. ijitri#IFIrrr" ,...zif:.: Cl) . . ::::: „ „,::: : :: „,„:„ :: , :, :: : ■ ,01 , Lit R7 ii t t' g ;lur , ,,,,..; :* t 9 11,14, R 41_ OF-a * tiNVER.“ :: E - - 7,---,::: •‘,/r.1., „ „ •• •• ::-.,:„ :- - :: :: L. ...a:A di CH111 IA A A 1,ii 131 i lei. it /gni gare, • .0 :,,+; ,PF., ,,,A lig, ill. 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SCALE = 1"=1000' :• ir f CONSULTING CIVIL ENGINEERS . 4 5699 COUSINS PLACE RANCHO CUCAMONGA, CA 91737 IL. E (909) 684-0093 I.\ 1 A 1 A% ClInnnrA InnedllIvArnlowv Arm C In /9IV17 A.1 *.CC DM ' 1.1 n• S am DISCUSSION The purpose of this drainage study is to determine the drainage facility requirements for Tr. 18137, 18260, 18261 in Fontana. Specifically, the subject project is located south of Tract 17317, vacant land and Walnut Avenue, west of low- density residential and Oleander Avenue, north of low- density residential and vacant land, and east of Citrus Avenue, in the City of Fontana, County of San Bernardino, California. The subject site will consist of 66 single - family residences in three tracts, with an O. approximate area of 16.8 acres acres. Proposed drainage is overland and by sheet flow generally in a south westerly direction.. The site is subject to nominal off -site runoff, including from about 4 acres at the southwest corner of Walnut and Oleander, a portion of Tract 17317, and a provision for future development south of Tract 18261. W The 100 -year storm event was modeled in the rational method hydrology calculations in this study. The 25 -year event was not modeled, as the calculations show that 100 -year runoff is rrr maintained in the street and picked up with two catch basins at the southwest corner of Tract 18260. The runoff will then be conveyed to an existing 36" RCP stubout from the 78" RCP storm drain in Citrus Avenue. The proposed catch basins will be doubled in size to provide better insurance against clogging. However, secondary, emergency overflow in the event of basin clogging will be +•• provided with appropriate grading and perimeter wall openings in Lot B, the infiltration basin. The overflow facility (spillway, see channel calculations) will be sized to provide a minimum of one -foot freeboard protection for the lowest building pad for the 100 -year "clogged" event (see calculation). The spillway elevation is 1434.0, with a flow depth of 0.68', generating a maximum flow elevation of 1434.7. The lowest pad is set at 1435.8, "w% therefore 1 foot of protection is provided. ION Low flows will be routed to a proposed water quality infiltration basin, proposed between Lots 15 and 16 in Tract 18261 (the city may instead opt to manage water quality with pervious pavement at a later date). The basin is sized following procedures established in the San Bernardino County Water Quality Management Plan Template and as per the Aim California Best Management Practices Handbook. Calculations are included in Section D, excerpted from the approved project WQMP. The total volume required, 25,724 cubic -feet, is provided. • Calculations are included in Section D confirming that 100 -year flows will be maintained within the right -of -way, and essentially within the curbs (0.01' over curb will generate neglible flow beyond curb, moreso in split flow conditions where the excess will instead spread out across the crownline to the otherside of the street). The catch basins are sized to provide protection against potential clogging. Calculated widths are doubled in accordance with sump conditions (CB #1 is enlarged to provide additional capacity due to driveway constraints for CB #2). S a' l a 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 some street flow depth analysis. Additional street flow analysis and catch basin sizing are determined utilizing spreadsheet- driven hydraulic algorithms. CivilDesign's WSPGW hydraulic software program was used to validate pipe sizes. eft a r rr S it Ng ION I I S I A.0 TRACT 18137, 18260, 18261 Drainage Study di ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OM RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE • (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -2005 Advanced Engineering Software (aes) „ Ver. 11.0 Release Date: 06/01/2005 License ID 1584 • Analysis prepared by: MO Encompass Associates, Inc. 5699 Cousins Place • Rancho Cucamonga, CA 91737 909 - 684 -0093 askeers @encompasscivil.com ma * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • * TTMs 18137, 18260, 18261 * * HYDROLOGY STUDY * mum * 100 -YEAR DEVELOPED CONDITION, INCLUDING OFF -SITE TRIBUTARY AREAS ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a FILE NAME: 18137POO.DAT ISM TIME /DATE OF STUDY: 08:45 01/08/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: •••■ -- *TIME -OF- CONCENTRATION MODEL*- - . USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 w- SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* YID SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5300 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* .�. *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING for WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0. 0.020/0.020/0.020 0.50 1.50 0.0313 0.110 0.0150 rr 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 mm OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** mm FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 11 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME - OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« mm INITIAL SUBAREA FLOW - LENGTH(FEET) = 860.00 I ELEVATION DATA: UPSTREAM(FEET) = 1454.00 DOWNSTREAM(FEET) = 1444.00 mm Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 a Encompass Associates, Inc. Q -2 5/8/2007 a PIP TRACT 18137, 18260, 18261 ir Drainage Study Ai SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.983 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.517 SUBAREA Tc AND LOSS RATE DATA(AMC II): �w DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 4.10 0.98 0.600 32 14.98 Pm SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 kk SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA RUNOFF(CFS) = 10.82 PM TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 10.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ma »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.98 PM * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.517 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ma "3 -4 DWELLINGS /ACRE" A 1.30 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.43 EFFECTIVE AREA(ACRES) = 5.40 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 14.25 wr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** kit FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 62 JIM » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »»>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1444.00 DOWNSTREAM ELEVATION(FEET) = 1439.00 STREET LENGTH(FEET) = 640.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 PP INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 mm **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.98 ** *STREET FLOW SPLITS OVER STREET - CROWN * ** • FULL DEPTH(FEET) = 0.51 FLOOD WIDTH(FEET) = 20.56 FULL HALF - STREET VELOCITY(FEET /SEC.) = 2.99 Pm SPLIT DEPTH(FEET) = 0.41 SPLIT FLOOD WIDTH(FEET) = 14.80 SPLIT FLOW(CFS) = 5.68 SPLIT VELOCITY(FEET /SEC.) = 2.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 Pm HALFSTREET FLOOD WIDTH(FEET) = 20.56 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.99 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.53 STREET FLOW TRAVEL TIME(MIN.) = 3.57 Tc(MIN.) = 18.55 Nom * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.095 MP Encompass Associates, Inc. Q -3 5/8/2007 I milm ii TRACT 18137, 18260, 18261 Drainage Study .s MI SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN mw RESIDENTIAL • "3 -4 DWELLINGS /ACRE" A 3.30 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 mm SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 7.45 • EFFECTIVE AREA(ACRES) = 8.70 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 19.65 mm IN END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.56 FLOW VELOCITY(FEET /SEC.) = 2.99 DEPTH *VELOCITY(FT *FT /SEC.) = 1.53 mm LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1500.00 FEET. ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 62 mm ON » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>( STREET TABLE SECTION # 1 USED) ««< .. UPSTREAM ELEVATION(FEET) = 1439.00 DOWNSTREAM ELEVATION(FEET) = 1434.00 iml STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 ..m DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 OM INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 m. SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 No STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb - to - curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 it * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.36 ** *STREET FLOW SPLITS OVER STREET - CROWN * ** FULL DEPTH(FEET) = 0.51 FLOOD WIDTH(FEET) = 20.56 FULL HALF - STREET VELOCITY(FEET /SEC.) = 4.10 y SPLIT DEPTH(FEET) = 0.35 SPLIT FLOOD WIDTH(FEET) = 11.84 SPLIT FLOW(CFS) = 4.49 SPLIT VELOCITY(FEET /SEC.) = 2.98 m „ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 IN HALFSTREET FLOOD WIDTH(FEET) = 20.56 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.10 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.10 w STREET FLOW TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 19.93 MO * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.964 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS mm LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN • RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.60 0.98 0.600 32 mm SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 U SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.43 EFFECTIVE AREA(ACRES) = 10.30 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.60 mm TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 22.05 ii END OF SUBAREA STREET FLOW HYDRAULICS: w DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.56 ii a Encompass Associates, Inc. Q -4 5/8/2007 IN mm • TRACT 18137, 18260, 18261 Drainage Study um • FLOW VELOCITY(FEET /SEC.) = 4.10 DEPTH *VELOCITY(FT * FT /SEC.) = 2.10 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 1840.00 FEET. • FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MN • MAINLINE Tc(MIN) = 19.93 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.964 SUBAREA LOSS RATE DATA(AMC II): w DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS MS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 6.10 0.98 0.600 32 ... SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 is SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 13.06 EFFECTIVE AREA(ACRES) = 16.40 AREA - AVERAGED Fm(INCH /HR) = 0.59 ... AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.60 SI TOTAL AREA(ACRES) = 16.40 PEAK FLOW RATE(CFS) = 35.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ... FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 iiS »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.93 ill * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.964 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN y RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 3.40 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 .s SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 y SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 7.28 EFFECTIVE AREA(ACRES) = 19.80 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 19.80 PEAK FLOW RATE(CFS) = 42.40 No ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 so »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< MAINLINE Tc(MIN) = 19.93 ... * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.964 • SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL OS "3 -4 DWELLINGS /ACRE" A 3.40 0.98 0.600 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600 o n SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 7.28 • EFFECTIVE AREA(ACRES) = 23.20 AREA - AVERAGED Fm(INCH /HR) = 0.59 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA - AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 23.20 PEAK FLOW RATE(CFS) = 49.68 • END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 23.20 TC(MIN.) = 19.93 aeA EFFECTIVE AREA(ACRES) = 23.20 AREA - AVERAGED Fm(INCH /HR)= 0.59 Ills „w Encompass Associates, Inc. Q -5 5/8/2007 II TRACT 18137, 18260, 18261 Drainage Study MO AREA — AVERAGED Fp(INCH /HR) = 0.98 AREA — AVERAGED Ap = 0.600 PEAK FLOW RATE(CFS) = 49.68 ate+ ON END OF RATIONAL METHOD ANALYSIS aka OW S Mb 1111. ww� S a■ S MO mm MO Yn MO am a O M gg S aw a�w OO Encompass Associates, Inc. Q -6 5/8/2007 TRACTS 18137, 18260, 18261 Drainage Study fly ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** min HYDRAULIC ELEMENTS - I PROGRAM PACKAGE IN (C) Copyright 1982 -2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1584 00 Analysis prepared by: N Encompass Associates, Inc. fam 5699 Cousins Place Rancho Cucamonga, CA 91737 909 - 684 -0093 askeers @encompasscivil.com TIME /DATE OF STUDY: 22:18 07/12/2007 Problem Descriptions: ... TRACTS 18137, 18260, 18261 STREET FLOW & CATCH BASIN SIZING MD D ST (W'LY) TO CB #1 - 4 CFS SPLITS TO CB #2 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** » » STREETFLOW MODEL INPUT INFORMATION«« • CONSTANT STREET GRADE(FEET /FEET) = 0.017000 CONSTANT STREET FLOW(CFS) = 22.10 ,.. AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 O m CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03000 �+ CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ** *STREET FLOW SPLITS OVER STREET - CROWN * ** ... FULL DEPTH(FEET) = 0.51 FLOOD WIDTH(FEET) = 20.00 We FULL HALF - STREET FLOW(CFS) = 18.13 FULL HALF - STREET VELOCITY(FEET /SEC.) = 4.42 .- SPLIT DEPTH(FEET) = 0.33 SPLIT FLOOD WIDTH(FEET) = 11.04 SPLIT FLOW(CFS) = 3.97 SPLIT VELOCITY(FEET /SEC.) = 3.00 STREET FLOW MODEL RESULTS: NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. Oft THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.51 10 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.42 00 PRODUCT OF DEPTH &VELOCITY = 2.25 N Problem Descriptions: 010 TRACTS 18137, 18260, 18261 STREET FLOW & CATCH BASIN SIZING 01 E ST (S'LY) TO CB #1 - BALANCED FLOW CONDITION:2.9 CFS SPLITS TO CB #2 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .. » »STREETFLOW MODEL INPUT INFORMATION« « S Encompass Associates, Inc. D -2 7/19/2007 Is TRACTS 18137, 18260, 18261 Drainage Study Al CONSTANT STREET GRADE(FEET /FEET) = 0.005000 w CONSTANT STREET FLOW(CFS) = 13.10 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 • CONSTANT SYMMETRICAL STREET HALF - WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 sw� INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 Ow CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER - WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER - LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER - HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ** *STREET FLOW SPLITS OVER STREET - CROWN * ** so FULL DEPTH(FEET) = 0.51 FLOOD WIDTH(FEET) = 20.00 FULL HALF - STREET FLOW(CFS) = 9.83 _ 111110 FULL HALF - STREET VELOCITY(FEET /SEC.) = 2.39 SPLIT DEPTH(FEET) = 0.37 SPLIT FLOOD WIDTH(FEET) = 12.77 is SPLIT FLOW(CFS) = 3.27 SPLIT VELOCITY(FEET /SEC.) = 1.88 iww STREET FLOW MODEL RESULTS: 40 NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 20.00 ... AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.39 PRODUCT OF DEPTH &VELOCITY = 1.22 iM Problem Descriptions: TRACTS 18137, 18260, 18261 ftw STREET FLOW & CATCH BASIN SIZING CB # 1 (SOME FLOWS SPLIT TO CB #2) - W =12 - -> USE Wx2 =28' IN SUMP ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»SUMP TYPE BASIN INPUT INFORMATION« « or ws Curb Inlet Capacities are approximated based on the Bureau of ow Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 28.30 • BASIN OPENING(FEET) = 0.70 DEPTH OF WATER(FEET) = 0.90 ma » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 11.86 MO omm Problem Descriptions: IN TRACTS 18137, 18260, 18261 STREET FLOW & CATCH BASIN SIZING am CB # 2 (SOME FLOWS SPLIT FROM CB #1) - W =9 - -> W =16' max w/ dwy (see below) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** $ » »SUMP TYPE BASIN INPUT INFORMATION«« S Encompass Associates, Inc. D -3 7/19/2007 S UPI Mg TRACTS 18137, 18260, 18261 e� Drainage Study ig Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. Is BASIN INFLOW(CFS) = 21.50 en BASIN OPENING(FEET) = 0.70 DEPTH OF WATER(FEET) = 0.90 11 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 9.01 100 Total calculated catch basin capacity = 12' + 9' = 21' Double for clogging: 21' x 2 = 42' mw CB #1 = 28' S CB #2 = 16' Total provided = 44' (> 42', therefore okay). tr Om OP W ow 1rr a MO A.. S di ww 0 MN oft Encompass Associates, Inc. D -4 7/19/2007 MN 40 TRACTS 18137, 18260, 18261 40 Drainage Study IS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2005 Advanced Engineering Software (aes) • Ver. 10.2 Release Date: 01/01/2005 License ID 1584 411111. Analysis prepared by: OS Encompass Associates, Inc. 5699 Cousins Place Rancho Cucamonga, CA 91737 909 - 684 -0093 askeers @encompasscivil.com S TIME /DATE OF STUDY: 09:49 01/08/2007 Problem Descriptions: TRACTS 18137, 18260, 18261 , DRAINAGE STUDY Q1000 = 1.35 *Q100 = 1.35x49.7 = 67 CFS SECONDARY OVERFLOW FACILITY - AT INFILTRATION BASIN TO CITRUS AVENUE. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »»CHANNEL INPUT INFORMATION«« CHANNEL Z1(HORIZONTAL /VERTICAL) = 3.00 SO Z2(HORIZONTAL /VERTICAL) = 3.00 BASEWIDTH(FEET) = 6.00 aim CONSTANT CHANNEL SLOPE(FEET /FEET) = 0.030000 UNIFORM FLOW(CFS) = 67.00 MANNINGS FRICTION FACTOR = 0.0140 wA NORMAL -DEPTH FLOW INFORMATION: OP »»> NORMAL DEPTH(FEET) = 0.68 FLOW TOP - WIDTH(FEET) = 10.11 ww FLOW AREA(SQUARE FEET) = 5.52 HYDRAULIC DEPTH(FEET) = 0.55 * FLOW AVERAGE VELOCITY(FEET /SEC.) = 12.15 UNIFORM FROUDE NUMBER = 2.898 .., PRESSURE + MOMENTUM(POUNDS) = 1685.16 AVERAGED VELOCITY HEAD(FEET) = 2.292 OW SPECIFIC ENERGY(FEET) = 2.976 w ► CRITICAL -DEPTH FLOW INFORMATION: SO CRITICAL FLOW TOP - WIDTH(FEET) = 13.57 CRITICAL FLOW AREA(SQUARE FEET) = 12.36 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 0.91 CRITICAL FLOW AVERAGE VELOCITY(FEET /SEC.) = 5.42 MO CRITICAL DEPTH(FEET) = 1.26 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 1127.95 , AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.457 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.719 ON mib SPILLWAY um TOP WIDTH = 13.6' \ D = 0.68' / \3:1 3:1 / .. \ BASE =6.0' / S *°ft Encompass Associates, Inc. D -5 7/19/2007 r Encompass Associates, Inc. Job Tract 18137,18260,18261 Fontana 0.i / Civil Engineers Sheet No. 1 of 1 ,,, 5699 Cousins Place Calculated by: ATS Date 9/12/07 Rancho Cucamonga, CA 91737 Checked by: Date (909) 684 -0093 Fax 483 -3263 Scale Caiifornla. BMP' TAfaternont Controt- TC 11 . infiltration Basin BMP Drainage Area A= 16.48 acres 1 Rainfall to Runoff Losses Cover Descr. Area Ap (%) Ai i(wt) 3 -4 DU /AC 16.48 60% 40% 6.592 o ` t' 0 E= 16.48 >1i= 0.4 \ i= 0.40 Q 2 Loss factor, C -BMP C -BMP = .8581 ^3 - .781 1. '2 +.7741 +.04 C - BMP= 0.28 c 3 'Valley area 4 Mean 6 -yr rainfall, P -6 P -6= 0.96 in ' From T.D -1 1.4807 2 -yr 1 -hr From F.D -1 0.65 C t 5 Drawdown time a= 1.58 1 24 - hr 1 1.582 1 6 Maximum Detention Volume t P - = a C - BMP P - P -0= 0.43 in e 7 Target Capture Volume, Vo Vo = Po A / 12 V -0= 0.59 ac -ft 25724 cf o t 8 Infiltration Basin Sizing Side Slopes 3 :1 Basin Volume 22655 cf Depth 6 ft (5 max) (bottom) c Top Width 63 ft (27) Top Length 100 ft (64) 839 cy k 6300 sf Add'In rock in bottom 1.8 ft, 3069 cy, Total 25724 cy OK ;,, �,, \\\ „ ,t.,A: , \.,N,:,� , ,,u,;.«.` a`.- , e” . b-w- =`s,. ,---- `' , , ,,: `sw,,\`,,\ \ \ \ \-R ::'?tp ` \ fie\• \ ,,,. :io. :::: ,s1 4 < \ : \ \4.,, s :' 1 P:\ 103 - 114 \WQMPs \WQMPcalc - sheet- Tr18137, 18260, 18261.xis 1 Printed: 4:11 PM- 9/12/2007 1 of 1 1 1 1 11 1 t 1 L i l i e 1 1 1 1 1 1 1 1 1 1 1 11 1 11 1 r 1 1 1 1 1 1r 1 1 1 11 1 TRACTS 18137, 18260, 18261 Drainage Study FILE: A.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 9 -12 -2007 Time: 3:51:44 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) a CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 3.000 CD 2 4 1 2.500 CD 3 4 1 2.500 CD 4 2 0 .000 5.000 28.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TTM 18137, 18260, 18261 HEADING LINE NO 2 IS - 100 -YEAR HYDRAULICS HEADING LINE NO 3 IS - LINE A (TR 18260 TO CITRUS) W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT W S ELEV 1008.000 1420.790 1 1422.200 ELEMENT NO 2 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1035.570 1427.360 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1042.180 1427.400 1 .013 45.001 8.416 .000 0 ELEMENT NO 4 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1166.580 1428.230 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1203.640 1428.470 1 .013 45.007 47.179 .000 0 ELEMENT NO 6 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 43 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1209.580 1428.510 1 2 0 .013 21.500 .000 1428.640 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1251.700 1428.740 1 .013 .000 .000 .000 0 ELEMENT NO 8 IS A WALL ENTRANCE * U/S DATA STATION INVERT SECT FP 1251.700 1428.740 4 .500 ELEMENT NO 9 IS A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT W S ELEV 1251.700 1428.740 4 1428.740 Encompass Associates, Inc. H -2 9/12/2007 i 1 t " 1 r 1 I;.1 It 1 I l ". 1 1r 1 11 11 1 1 1 1 1 1 1 1 1 1 1 - 1 w i lt' 1 ail TRACTS 18137, 18260, 18261 Drainage Study FILE: A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9 -12 -2007 Time: 3:51:52 TTM 18137, 18260, 18261 100 -YEAR HYDRAULICS LINE A (TR 18260 TO CITRUS) ******************************************************************************************* ** * * * * * * * * * * * ** * * * * * * * * * * * * * * ** * * * * * * ** I Invert 1 Depth I Water 1 Q I Vel Vel I Energy 1 Super ICritical1Flow ToplHeight /IPase Wtl INo Wth Station 1 Elev 1 (FT) I Elev I (CFS) I (FPS) Head 1 Grd.E1.1 Elev I Depth I Width IDia. -FTlor I.D.I ZL IPrs /Pip - I - - 1 - - I - - I - - 1 - - I - - I - - I - - I - - 1- - I - - I - - I - - I L /Elem 1Ch Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp 1 "N" I X -Falll ZR IType Ch ********* I********* 1******** 1********* 1********* 1******* 1******* 1********* I******* 1******** I * * * * * * * * 1 * * * * * * *1 * * * * * * *1 * * * ** 1 * * * * * ** I I 1 1 I I I I 1 1 1 I I 1008.000 1420.790 1.058 1421.848 49.70 22.31 7.73 1429.58 .00 2.29 2.87 3.000 .000 .00 1 .0 - I - I - - I - - 1 - - 1 - - I - - I - - I - - I - - 1 - - 1 - - 1 - - I - 1 .340 .2383 .0777 .03 1.06 4.46 .79 .013 .00 .00 PIPE 1 I I I I 1 1 I I I 1 I I 1008.340 1420.871 1.061 1421.932 49.70 22.23 7.68 1429.61 .00 2.29 2.87 3.000 .000 .00 1 .0 - I - - I - - I - - 1 - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - 1- 3.981 .2383 .0725 .29 1.06 4.44 .79 .013 .00 .00 PIPE 1 I 1 I I 1 I I I I I I I 1012.321 1421.820 1.099 1422.918 49.70 21.20 6.98 1429.90 .00 2.29 2.89 3.000 .000 .00 1 .0 - 1 - - I - - I - - I - - 1 - - I - - I - - I - - I - - I - - I - - 1 - - I - 1 3.405 .2383 .0636 .22 1.10 4.15 .79 .013 .00 .00 PIPE I I 1 I I I I I I I I I I 1015.726 1422.631 1.138 1423.769 49.70 20.21 6.34 1430.11 .00 2.29 2.91 3.000 .000 .00 1 .0 -1- - I - - I - - I - - I - - 1 - - I - - I - - 1 - - I - - I - - I - - I - 1 2.935 .2383 .0558 .16 1.14 3.88 .79 .013 .00 .00 PIPE 1 1 I I I I I I I I I 1 I 1018.661 1423.331 1.179 1424.510 49.70 19.27 5.77 1430.28 .00 2.29 2.93 3.000 .000 .00 1 .0 -I- - I - - I - - I - - I - - I - - 1 - - 1 - - 1 - -I- - I - - I - - 1 - 1 2.542 .2383 .0490 .12 1.18 3.62 .79 .013 .00 .00 PIPE I I I I I I 1 I 1 I I I I 1021.203 1423.936 1.222 1425.158 49.70 18.37 5.24 1430.40 .00 2.29 2.95 3.000 .000 .00 1 .0 - I - I - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - 1 - - I - 1 2.212 .2383 .0430 .10 1.22 3.38 .79 .013 .00 .00 PIPE I I 1 I I I I I I I I 1 I 1023.415 1424.464 1.267 1425.730 49.70 17.52 4.77 1430.50 .00 2.29 2.96 3.000 .000 .00 1 .0 - I - - I - - I - - I - - I - -I - 1 - - I - - I - - I - - I- - I - - I - 1 1.928 .2383 .0377 .07 1.27 3.16 .79 .013 .00 .00 PIPE I I 1 1 I I I I 1 I I I I 1025.343 1424.923 1.313 1426.236 49.70 16.70 4.33 1430.57 .00 2.29 2.98 3.000 .000 .00 1 .0 - I - I - - I - - I - - I - - 1 - - 1 - - I - - I - - I - - I - - I - - I - 1 1.683 .2383 .0332 .06 1.31 2.94 .79 .013 .00 .00 PIPE I 1 I I I I 1 I I I I I I 1027.026 1425.324 1.362 1426.686 49.70 15.93 3.94 1430.62 .00 2.29 2.99 3.000 .000 .00 1 .0 - 1 - - 1 - - I - - 1 - - I - - 1 - - I - - I - - I - - I - - 1 - - 1 - - 1 - 1 1.468 .2383 .0292 .04 1.36 2.75 .79 .013 .00 .00 PIPE 1 i Encompass Associates, Inc. H -3 9/12/2007 Ira t 1 1 1 S I t i III 11 11 11 L 1 1 1 t 1 o n Iri it 1 Iri Ili • I 1 1 TRACTS 18137, 18260, 18261 Drainage Study , FILE: A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9 -12 -2007 Time: 3:51:52 TTN 18137, 18260, 18261 100 -YEAR HYDRAULICS LINE A (TR 18260 TO CITRUS) ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert 1 Depth 1 Water 1 Q 1 Vel Vel 1 Energy 1 Super ICriticallFlow ToplHeight /1Base Wtl INo Wth Station 1 Elev 1 (FT) 1 Elev 1 (CFS) 1 (FPS) Head 1 Grd.E1.1 Elev 1 Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip - I - - I - -I - 1 - - I - - I - - I- - I- - 1 - - I- - I - - 1 - - 1 - - I L /Elem ICh Slope 1 1 1 I SF Avel HF ISE DpthlFroude NINorm Dp 1 "N" 1 X -Fa111 ZR IType Ch ********* 1********* 1******** 1********* 1********* 1******* 1******* 1********* 1******* 1******** 1 * * * * * * * *1 * * * * * * *1 * * * * * * *1 * * * ** 1 * * * * * ** I I 1 I I I 1 1 I I I I I 1028.494 1425.674 1.413 1427.087 49.70 15.19 3.58 1430.67 .00 2.29 2.99 3.000 .000 .00 1 .0 - I - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - 1 1.280 .2383 .0256 .03 1.41 2.56 .79 .013 .00 .00 PIPE 1 1 1 1 1 1 1 1 1 I 1029.774 1425.979 1.466 1427.445 49.70 14.48 3.26 1430.70 .00 2.29 3.00 3.000 .000 .00 1 .0 - 1 - 1- -1- - 1 - -1 - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - -1 - 1 - 1- 1.113 .2383 .0226 .03 1.47 2.39 .79 .013 .00 .00 PIPE I I I I I I I I I I I I 1030.887 1426.244 1.522 1427.766 49.70 13.80 2.96 1430.73 .00 2.29 3.00 3.000 .000 .00 1 .0 - 1 - - 1 - - 1 - - 1- - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - 1 .963 .2383 .0199 .02 1.52 2.22 .79 .013 .00 .00 PIPE 1 1 1 1 1 1 1 1 1 1 1 1 I 1031.850 1426.474 1.581 1428.054 49.70 13.16 2.69 1430.74 .00 2.29 3.00 3.000 .000 .00 1 .0 - 1 - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - I - - 1 - - 1 - - 1 - - 1 - 1 .829 .2383 .0175 .01 1.58 2.07 .79 .013 .00 .00 PIPE 1 1 I 1 I 1 I I 1 1 I I I 1032.679 1426.671 1.642 1428.313 49.70 12.55 2.45 1430.76 .00 2.29 2.99 3.000 .000 .00 1 .0 - I - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - 1- .707 .2383 .0155 .01 1.64 1.92 .79 .013 .00 .00 PIPE I I I I 1 1 1 I 1 1 I I 1033.386 1426.840 1.707 1428.547 49.70 11.97 2.22 1430.77 .00 2.29 2.97 3.000 .000 .00 1 .0 - 1 - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - 1 .595 .2383 .0137 .01 1.71 1.78 .79 .013 .00 .00 PIPE I I I I 1 I 1 I I 1 I I I 1033.981 1426.981 1.776 1428.757 49.70 11.41 2.02 1430.78 .00 2.29 2.95 3.000 .000 .00 1 .0 - I - I - - 1 - - I - - 1 - - 1 - - 1 - - I - - 1 - - I - - I - - 1 - - I - 1 .492 .2383 .0121 .01 1.78 1.65 .79 .013 .00 .00 PIPE 1 I I 1 1 1 1 1 I I 1 1 I 1034.473 1427.099 1.848 1428.947 49.70 10.88 1.84 1430.78 .00 2.29 2.92 3.000 .000 .00 1 .0 - 1 - - I - - I - - 1 - - I - - I - - 1 - - I - - 1 - - 1 - - 1 - - I - - 1 - 1 .396 .2383 .0107 .00 1.85 1.53 .79 .013 .00 .00 PIPE I I I I 1 I I 1 1 1 I 1 I 1034.868 1427.193 1.925 1429.118 49.70 10.37 1.67 1430.79 .00 2.29 2.88 3.000 .000 .00 1 .0 - 1 -1- - I - - I - - 1 - - I - - I - - 1 - - 1 - - 1 - - 1 - - 1 - - I - 1 .305 .2383 .0095 .00 1.92 1.42 .79 .013 .00 .00 PIPE Encompass Associates, Inc. H -4 9/12/2007 1 1 1 1 It 1 Ii 1 11 1 1 1 1 1 1 1 1 1 E 1 1 1 1 1 I/ 1 IF 11 1 1 1 1 11 1 1 11 1 TRACTS 18137, 18260, 18261 Drainage Study FILE: A.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1818 's WATER SURFACE PROFILE LISTING Date: 9 -12 -2007 Time: 3:51:52 1 TTM 18137, 18260, 18261 100 -YEAR HYDRAULICS LINE A (TR 18260 TO CITRUS) ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert I Depth I Water 1 Q 1 Vel Vel I Energy 1 Super ICriticallFlow ToplI} eight /IBase Wtl INo Wth Station I Elev 1 (FT) I Elev 1 (CFS) 1 (FPS) Head 1 Grd.E1.1 Elev 1 Depth I Width 1Dia. -FTlor I.D. I ZL IPrs /Pip -1 - I - - I - - I - - I - - I - - I - - 1 - - 1 - - 1 - - I - - 1 - - 1 - -1 L /Elem ICh Slope I I 1 I SF Avel HF ISE DpthlFroude NINorm Dp 1 "N" 1 X -Fall) ZR IType Ch ********* 1********* 1******** 1********* 1********* 1******* 1******* 1********* 1******* 1******** 1 * * * * * * * *1 * * * * * * *1 * * * * * * *1 * * * ** 1 * * * * * ** 1 1 1 1 I I I 1 1 I I I I 1035.174 1427.266 2.007 1429.273 49.70 9.89 1.52 1430.79 .00 2.29 2.82 3.000 .000 .00 1 .0 -I - I - - 1 - - I - - 1 - - I - -1 - 1 - - 1 - - 1 - - I - - I - - I - 1 .218 .2383 .0085 .00 2.01 1.31 .79 .013 .00 .00 PIPE I I I 1 I 1 1 I 1 I 1 1 1035.392 1427.318 2.095 1429.412 49.70 9.43 1.38 1430.79 .00 2.29 2.75 3.000 .000 .00 1 .0 - 1 - 1 - - I - - 1 - - 1 - - 1 - - 1 - - 1 - - I - -I - 1 - - 1 - - I - 1 .132 .2383 .0075 .00 2.09 1.20 .79 .013 .00 .00 PIPE 1 1 1 I 1 I 1 I I I I I I 1035.524 1427.349 2.190 1429.539 49.70 8.99 1.26 1430.79 .00 2.29 2.66 3.000 .000 .00 1 .0 - I - - 1 - - 1 - - I - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - I - 1 .046 .2383 .0068 .00 2.19 1.10 .79 .013 .00 .00 PIPE I I 1 1 1 I 1 1 I 1 1 I 1035.570 1427.360 2.294 1429.654 49.70 8.57 1.14 1430.79 .06 2.29 2.54 3.000 .000 .00 1 .0 - 1 - 1 - - 1 - - 1 - - I - - I - - 1 - - 1 - - 1 - -1 - 1 - - 1 - - I - 1 5.449 .0061 .0064 .03 2.36 1.00 2.35 .013 .00 .00 PIPE I I 1 1 I I 1 I I 1 I I I 1041.019 1427.393 2.294 1429.687 49.70 8.57 1.14 1430.83 .06 2.29 2.54 3.000 .000 .00 1 .0 - I - - I - - I - - 1 - - 1 - - I - - I - - 1 - - I - - 1 - - 1 - - 1 - - 1 - 1 HYDRAULIC JUMP I 1 I I 1 I I 1 I 1 1 I I 1041.019 1427.393 2.251 1429.644 49.70 8.74 1.19 1430.83 .07 2.29 2.60 3.000 .000 .00 1 .0 - 1 - 1 - - I - - I - - 1 - - I - - 1 - - 1 - - 1 - -1 - 1 - - 1 - - 1 - 1 1.161 .0061 .0067 .01 2.32 1.04 2.35 .013 .00 .00 PIPE 1 I 1 1 I I 1 I 1 I I 1 I 1042.180 1427.400 2.251 1429.651 49.70 8.74 1.19 1430.84 .00 2.29 2.60 3.000 .000 .00 1 .0 - I - I - - 1 - - 1 - - 1 - - I - - I - - I - - I - - I - - 1 - - I - - 1 - 1 108.229 .0067 .0067 .72 2.25 1.04 2.25 .013 .00 .00 PIPE I 1 I I I 1 1 1 1 I 1 1 I 1150.409 1428.122 2.251 1430.373 49.70 8.74 1.19 1431.56 .00 2.29 2.60 3.000 .000 .00 1 .0 - 1 - I - - 1 - - I - - 1 - - 1 - - 1 - - 1 - - 1 - - I - - I - - I - - I - 1 16.171 .0067 .0066 .11 2.25 1.04 2.25 .013 .00 .00 PIPE I I I I I 1 1 I I 1 I 1 I 1166.580 1428.230 2.280 1430.510 49.70 8.62 1.15 1431.66 .13 2.29 2.56 3.000 .000 .00 1 .0 -I - 1 - - 1 - - I - - I - - I - -1 - 1 - -I - 1 - - I - - I - - I - 1- 1 32.658 .0065 .0065 .21 2.41 1.01 2.28 .013 .00 .00 PIPE Encompass Associates, Inc. H -5 9/12/2007 i 1 1111 i 1 1 1 l 1 l 1 1 1 1 1 1 l 1 1 1 1 1 1 1 1 11 1 11 1 1 1 ! 1 ! 1 11 TRACTS 18137, 18260, 18261 Drainage Study FILE: A.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 4 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9- 12-2007 Time: 3:51:52 TTM 18137, 18260, 18261 100 -YEAR HYDRAULICS LINE A (TR 18260 TO CITRUS) ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev l (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTlor I.D.I ZL IPrs /Pip - I - I - - H - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" I X -FallI ZR IType Ch ********* 1********* 1******** 1********* 1********* 1******* 1******* 1********* 1******* 1******** 1 * * * * * * * *1 * * * * * * *1 * * * * * * *1 * * * ** I * * * * * ** I I I 1 1 I I I I I 1 1199.238 1428.441 2.280 1430.722 49.70 8.62 1.15 1431.88 .13 2.29 2.56 3.000 .000 .00 1 .0 - I - I - - 1 - - H - I - - I - - I - - 1 - - 1 - - 1 - - I - - 1 - - I - 1 4.402 .0065 .0064 .03 2.41 1.01 2.28 .013 .00 .00 PIPE 1 I 1 1 I I I I I 1 I 1 I 1203.640 1428.470 2.294 1430.764 49.70 8.57 1.14 1431.90 .00 2.29 2.54 '3.000 .000 .00 1 .0 - I - I - - I - - 1 - - I - - 1 - - 1 - - I - - I - - I - - I - - 1 - - 1 - I JUNCT STR .0067 .0041 .02 2.29 1.00 .013 .00 .00 PIPE 1 1 I 1 I I I 1 1 I 1 I 1 1209.580 1428.510 3.469 1431.979 28.20 3.99 .25 1432.23 .00 1.72 .00 3.000 .000 .00 1 .0 - I - 1 - - I - - 1 - - 1 - - I - - 1 - - 1 - - 1 - - 1 - - I - - I - - I - 1 42.120 .0055 .0018 .08 3.47 .00 1.63 .013 .00 .00 PIPE I 1 I I 1 I 1 I I 1 I 1 I 1251.700 1428.740 3.315 1432.055 28.20 3.99 .25 1432.30 .00 1.72 .00 3.000 .000 .00 1 .0 - H - 1 - - 1 - - I - - I - - I - - I - - I - - I - - I - - 1 - - 1 - - 1 - (- WALL ENTRANCE I I I I I I I I I I 1 1251.700 1428.740 3.684 1432.424 28.20 .27 .00 1432.43 .00 .32 28.00 5.000 28.000 .00 0 .0 - I - I - - 1 - - 1 - - I - - 1 - - 1 - - 1 - - 1 - - 1 - - I - - I - - H I i i Encompass Associates, Inc. H -6 9/12/2007 1 1 1 1 1 1 11 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TRACTS 18137, 18260, 18261 Drainage Study FILE: LAI.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 9 -12 -2007 Time: 3:56:59 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER /PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 2 0 .000 4.000 16.000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TR 18137, 18260, 18261 HEADING LINE NO 2 IS - 100 -YEAR HYDRAULICS HEADING LINE NO 3 IS - LAT Al W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1004.400 1428.660 1 1431.370 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1058.340 1428.910 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1058.340 1428.910 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1058.340 1428.910 2 1428.910 Encompass Associates, Inc. H -7 9/12/2007 TRACTS 18137, 18260, 18261 Drainage Study FILE: LAI.WSW W S P G W- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1818 WATER SURFACE PROFILE LISTING Date: 9 -12 -2007 Time: 3:57: 7 TR 18137, 18260, 18261 100 -YEAR HYDRAULICS LAT Al **** *************************************************************************************** * * * * * * * * ** * * * ** * * * *** * * * * * * * * ** * * ** * * ** 1 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip - I - I - - I - - I - - I - - 1 - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NFNorm Dp I "N" I X -Fall1 ZR IType Ch ********* 1********* 1******** 1********* 1********* 1******* 1******* I********* 1******* 1******** I * * * * * * * *I * * * * * * *1 * * * * * * *1 * * * ** 1 * * * * * ** 1 I 1 I 1 I I I 1 I I 1 1004.400 1428.660 2.710 1431.370 21.50 4.38 .30 1431.67 .00 1.58 .00 2.500 .000 .00 1 .0 - I - 1 - - 1 - - 1 - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - 1 53.940 .0046 .0027 .15 2.71 .00 1.65 .013 .00 .00 PIPE I 1 1 1 I I I 1 I I I I I 1058.340 1428.910 2.608 1431.518 21.50 4.38 .30 1431.82 .00 1.58 .00 2.500 .000 .00 1 .0 - 1 - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - (- WALL ENTRANCE 1 I I I I I I I I I I I I 1058.340 1428.910 3.051 1431.961 21.50 .44 .00 1431.96 .00 .38 16.00 4.000 16.000 .00 0 .0 - I - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - - I - (- Encompass Associates, Inc. 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Tracts 18137, 18260, 18261 TT M 17 43 4 64 j i CONSULTING CIVIL ENGINEERS IL R ANCH 6 O CUCAMONGA, CA 91737 NOTE (909) 684 -0093 FINAL HYDROLOGY MAP ALL SOILS GROUP "A" IA 1A2_1 1 aA Co......\ e:...a1/...1.. 1...... a..... C H1 /941/17 1.1 6.112 DM 1.1 ..•