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Tract No. 16167 and 16167-1 Hydrology Study
ALLAI3IJ ENGINEERING eau Remy land surveying land planning TRACT 16167 &16167-1 HYDROLOGY & HYDRAULICS REPORT February 13, 2001 Amended September 24, 2002 Amended December 11, 2002 Amended February 6, 2003 Prepared For: BCA Development, Inc. 4901 Birch Street, Suite C Newport Beach, CA 92660 Job Number 134.02.03 Prepared under the supervision of: Q) WHITE David S Hammer ACE 43976 Exp. 06-30-05 0 8253 Sierra Avenue Fontana, CA 92335 (909) 356-1815 * (909) 356-1795 HYDROLOGY EXHIBITS Table of Contents Introduction Purpose Methodology Findings Summary Hydrology Exhibits Hydrology Calculations Street Capacity Calculations Catch Basin Sizing Calculations Storm Drain Hydraulic Calculations 25-Year Storm Event Bridlepath D-Load Table for Case I Bedding Hydrology Maps (rear pocket) A) Onsite Hydrology Map B) Offsite Hydrology Map Introduction Tracts 16167 and 16167-1 are proposed 24 and 43 single family lot subdivisions located in the Hunter's Ridge Community of Fontana. They are bounded on the west by Bridlepath Drive, on the south by Southern California Edison transmission corridor, on the east by a city park and on the north by existing single family lots. The 10-acre site was initially zoned for multifamily dwelling and the existing 24" storm drain located in the southeast corner of the site was sized accordingly. Purpose The purpose of this Hydrology and Hydraulics Report is to determine the 100-year event storm water runoff for the site and to show that the drainage systems, comprised of proposed streets, catch basins and storm drain are adequately sized to carry the runoff. Methodology The rational method, as outlined by the current San Bernardino County Hydrology Manual, is used to determine the 100-year event storm water runoff. Computer programs commonly used for this purpose are utilized, herein. Sizing catch basins and pipes is performed using hydraulic computer programs for this purpose. Findings The proposed interior tract streets adequately carry the expected runoff within the street right-of—way. In fact, the runoff will flow without exceeding the height of the curbs. Three catch basins remove the drainage from the streets. One of the catch basins is a flow -by condition and accepts, most, but not all of the surface water flowing to it. The flows that pass by it continue down the street to one of the other basins, both of which are in "sumps". The runoff is conveyed out of the tract by an underground storm drain system that connects to the existing 24" RCP storm drain in the southeast corner of the site. The sump catch basins are sized such that if one of the basins fails to function properly (due to debris or some other obstructions) the other sump catch basin is capable of receiving the entire rate of runoff. In addition, an emergency overflow system is provided at the rear of lot 23. The overflow system consists of a cast iron inlet located in a concrete ditch that could deposit flows in to the storm drain system down stream of the three catch basins, and an opening in the perimeter wall to outlet all flows the cast iron inlet was not capable of handling. Summary The on -site streets and storm drain system proposed for the tract will adequately convey 100-year event storm water runoff to a safe and acceptable storm drain. • o+ 9mu!' armssmergria®sM 41 ;mn ��� 701.1 tit „ tT.t a= u a • • ,• as S - t • �� C1 • �Z••, iVItU • •r lucpra .1 Vs .l �. • ~II FV•e•kr R6W AV R5W iaulal � ar n CITRUS A► :Ir AV 4.‘1I")I '2!1 { AV AY a !'!,07lirnxir., ;:• ; ��c�a..a• • .f • • • • .• c •'•a f • . «: - •I• -T• • . (.f, • - ■S••' . ;t�.=•:i :i`- • Ze. -.. ram]-•+. t: ,44,r f sif- - • • :., • _-41 • ::t. ~r" ry /0 z lib i .0481 • dt ' tSA•N BERNARDINO COUNTY I HIYJ)FJLOG MANUAL sOq C0000* 0ou.o•0. SCht CROW. o(s.c.•r•o+ °04•0•RT of • .C.r(o SOLO(( _..7t-• -- • sC•a.c ••.0000 ivi...::.....: _ '.. ... "'..• 1_( 7.; _ .7".::-.-:Ak :: '.:. i .f..: t-st...- I -.. :� ,.• +:_ =tip• —f .47 • 7. _ ""1"73:17-bf": OM IP • at .=:'•,• Z• ".• • yea • .••• ' ••r � �.�.i�.�-.Tt•,- ..} • SCALE REDUCED BY 1, 2 • 1 .I HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST —A AREA T2S I r 4/ 10141111"1 44:21 . r � '�1 ly P, v 1 •� ,_, 17 <NitittilmwEetAMEMSEIMME'rnIMMUMMISIENN 1101,M,,,fi1pa1r1m11iM.inwaiNiVmliutIrbCii.Ip.mEaiRllIimgaAIM.m1123I2NimIRa-MtirAINgINIMr- �� ���r 7. r"��mw�maw'O RI/ILTO_ Ra""M "111. a� ��F�� �� a TA �'aPl1�,'�rirlE(1 '• � NM�� ._t;;•armahninat , . offal . p.,:„; istammEnniffacm= _ nkii .=1”11111111K111111iiiii. ocrairmaiwmplipiNTIRIEW IL, egitinppwr,. � ®gu, .lei 4,,,yi .�MICAi�.tea.. Mk are 111,4...,AMPOrlii PI!111Mibill I itAger" ...... . trimi dot* rCj�.t •-•.. •.4. �ERSIDE _ �� � witaffil __ ;y_ �Raw , . j .141 T _ _..,.�; _ _ .,'•__ � •• - REDUCED DRAWING :r:•i % -. r' SCALE I = a MILES ..,•, -�_ .. � . • •�: i•• SAN BERNARDINO COUNTY =•-- r3s HYDROLOGY MANUAL 4X4£ti9 • Cyl ISOUNES Pf CIPlTATlON ( INCHES I RZE r •„ I ••q SAN OCR p(N0 FLOOD CONNA�y( AOt DISTRICT • VALLEY AREA . i90 x TALs . Ye,-FOQ YreAR rti(....R••- •• .,.,CD 0.1 t 1D.r 1; • .71.. "}- L TIS .1• • T2S w r R6W „ 4W P""' %Nguema., ••••••aliur—wilm RIFAMISSIMP RIALTO r'-- /�.•wen�s--- _s� _a�sraE�. FOHTAH !._��Jtrlt�ialv:Es�.�J�I � 'II:e. % . R2w r R 7 w SAN BERNARDINO COUNTY HYDROLOGY MANUAL -t REDUCED DRAWING SCALE I":4 MILES -a r -f--. • RIE I R2E• �} --T4N :• I •• ��S . .. SAN BERNARDINO COUNTY 13,QQQ CONTRQLJ ISTRICT VALLEY .AREA. ISOHYETALS Yb - 10 YEAR .1 HOUR �Ko Ow VSCL- i(OM ALAS 7. A33 HYDROLOGY CALCULATIONS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE. FONTANA CA. 92336 (909) 356-1815 FAX (909) 356-1795 TEL. DESCRIPTION OF STUDY * TRACT NO 16167, 100 YEAR RATIONAL METHOD HYDROLOGY * BY: SAM FLORES, FILE NAME 0016167.DAT * FILE NAME: 0016167.DAT TIME/DATE OF STUDY: 17:16 9/24/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.6000 *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 18.0 10.0 .020/ .020/ .020 .50 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .14 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.* FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 -_ ELEVATION DATA: UPSTREAM(FEET) = 1641.50 DOWNSTREAM(FEET) = 1631.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.460 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.563 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE RESIDENTIAL GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) "5-7 DWELLINGS/ACRE" A 1.30 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, .50 32 10.46 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .50 .98 SUBAREA RUNOFF(CFS) = 4.77 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 4.77 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6.2 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » >(STREET TABLE SECTION # 1 USED) ««< a ....... a a==a aaa = == = a = = == = = = = aaa== = = == = == = = aaa = a UPSTREAM ELEVATION(FEET) = 1631.50 DOWNSTREAM ELEVATION(FEET) = 1613.30 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 7.45 STREET FLOW DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 11.87 AVERAGE FLOW VELOCITY(FEET/SEC) = 4.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.71 STREET FLOW TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 11.99 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.205 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCHH/HR) (DECIMAL) SCS RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.60 .98 .50 SUBAREA AVERAGE PERVIOUS LOSS RATE, 32 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .50 = .98 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 5.35 EFFECTIVE AREA(ACRES) = 2.90 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) = 9.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .38 HALFSTREET FLOOD WIDTH(FEET) = 13.20 FLOW VELOCITY(FEET/SEC.) = 5.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.97 FLAW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE _ 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «c = = = = = = = = = = = = = = = = = _ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.99 RAINFALL INTENSITY(INCH/HR) = 4.21 AREA -AVERAGED Fm(INCH/HR) _ .49 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 2.90 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.70 FLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = = = = = = = == = == ===== = = == = = = = = = = = = = _ = = = = = = = = = = = = = = = = = == = = = = = = = = = = = = = = = = = = _ _ _ INITIAL SUBAREA FLOW-LENGTH(FEET) = 580.00 = ELEVATION DATA: UPSTREAM(FEET) = 1623.50 DOWNSTREAM(FEET) = 1613.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.125 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.398 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) _ FP (INCH/HR) Ap SCS Tc (DECIMAL) CN (MIN.) A 1.60 .98 LOSS RATE, Fp(INCH/HR) = .98 AREA FRACTION, Ap = .50 5.63 1.60 PEAK FLOW RATE(CFS) = 5.63 .50 32 11.12 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.12 RAINFALL INTENSITY(INCH/HR) = 4.40 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.63 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.70 11.99 4.205 .98( .49) .50 2.90 10.00 2 5.63 11.12 4.398 .98( .49) .50 1.60 13.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) Ae SOURCE (ACRES) NODE 1 15.1 11.99 4.205 .975( .488) .50 2 15.1 11.12 4.398 .975( .488) .50 4.34.513.00 13.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.10 Tc(MIN.) EFFECTIVE AREA(ACRES) = 11.12 4.29 AREA -AVERAGED Fp(IN(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 4.50 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< = = = = = a a= =a =a = = a == = = ====a = = = == a === = = = = = = = = a === = = a = = = = = a = = == = = === = = =a = _ a=a=a== FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = = == a = = = = = === = a = = = = a = == == a = = a = = = = = = === == = == == == = = = === == = = = a INITIAL SUBAREA FLAW-LENGTH(FEET) = 550.00 as=== ELEVATION DATA: UPSTREAM(FEET) = 1641.50 DOWNSTREAM(FEET) = 1631.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.797 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.477 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 RESIDENTIAL (MIN.) "5-7 DWELLINGS/ACRE" A 1.20 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE,.50 32 10.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap 50 .98 SUBAREA RUNOFF(CFS) = 4.31 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.31 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 6.2 i 4� »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » >(STREET TABLE SECTION # 1 USED) « «< _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ = = = - _ = = _ _ _ _ UPSTREAM ELEVATION(FEET) = 1631.40 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 = 1613.60 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 5.82 STREET FLOW DEPTH(FEET) = .31 HALFSTREET FLOOD WIDTH(FEET) = 10.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.61 STREET FLOW TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 11.90 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.223 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) _ EFFECTIVE AREA(ACRES) = AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 2. A .90 .98 .50 32 LOSS RATE, Fp(INCH/HR) _ .98 AREA FRACTION, Ap = .50 .90 SUBAREA RUNOFF(CFS) = 3.03 2.10 AREA -AVERAGED Fm(INCH/HR) _ .49 = .98 AREA -AVERAGED Ap = .50 10 PEAK FLOW RATE(CFS) _ 7.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 11.01 FLOW VELOCITY(FEET/SEC.) = 5.35 DEPTH*VELOCITY(FT*FT/SEC.) = 1.77 FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE _ 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < _ = a e a = _ = a - - - _ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.90 RAINFALL INTENSITY(INCH/HR) = 4.22 AREA -AVERAGED Fm(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 2.10 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.06 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 2.1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLAW-LENGTH(FEET) = 230.00 ELEVATION DATA: UPSTREAM(FEET) = 1631.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.425 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.114 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = = 1621.10 Fp Ap SCS Tc (INCH/HR) (DECIMAL) CN (MIN.) A .60 .98 LOSS RATE, Fp(INCH/HR) = AREA FRACTION, Ap = .50 3.04 .60 PEAK FLOW RATE(CFS) = .50 .98 3.04 32 6.42 FLOW PROCESS FROM NODE 24.00 TO NODE 22.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » » >(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1621.10 DOWNSTREAM ELEVATION(FEET) = 1613.60 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 12.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.28 STREET FLOW TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 8.21 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.277 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) _ EFFECTIVE AREA(ACRES) = A 1.30 .98 LOSS RATE, Fp(INCH/HR) _ .98 AREA FRACTION, Ap .= .50 1.30 SUBAREA RUNOFF(CFS) = 1.90 AREA -AVERAGED Fm(INCH/HR) 5.85 .50 32 5.60 = .49 AREA -AVERAGED Fp(INCH/HR) = TOTAL AREA(ACRES) = 1.90 .98 AREA -AVERAGED Ap = .50 PEAK FLOW RATE(CFS) = 8.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET). = .40 HALFSTREET FLOOD WIDTH(FEET) = 14.21 FLOW VELOCITY(FEET/SEC.) = 3.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1.52 FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.21 RAINFALL INTENSITY(INCH/HR) = 5.28 AREA -AVERAGED Fp(INCH/HR) = .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 1.90 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 (ACRES) NODE 2 7.06 11.90 4.223 .98( .49) .50 2.10 20.00 8.19 8.21 5.277 .98( .49) .50 1.90 23.00 8.19 RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE STREAM Q NUMBER (CFS) 1 13.4 2 14.4 ** Tc Intensity (MIN.) (INCH/HR) 11.90 4.223 8.21 5.277 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 14.43 EFFECTIVE AREA(ACRES) = 3.35 AREA -AVERAGED Fp(INCH/HR) = .98 TOTAL AREA(ACRES) = 4.00 RATIO Fp(Fm) Ap Ae (INCH/HR) (ACRES) . 975( .488) .50 4.0 . 975( .488) .50 3.3 SOURCE NODE 20.00 23.00 AS FOLLOWS: Tc(MIN.) = 8.21 AREA -AVERAGED Fp(INCH/HR) = .49 AREA -AVERAGED Ap = .50 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 » »>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY« «< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 14.43 8.21 5.277 .98( .49) Ap Ae (ACRES) .50 3.3 SOURCE NODE 23.00 2 13.45 11.90 4.223 .98( .49) .50 4.0 20.00 ** MEMORY BANK # 1 CONFLUENCE DATA STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) 1 15.10 11.12 4.398 2 15.06 11.99 4.205 ** PEAK FLOW RATE TABLE ** STREAM NUMBER. 1 2 3 4 28.4 11.99 TOTAL AREA(ACRES) = Q Tc (CFS) (MIN.) 28.1 8.21 28.5 11.90 28.8 11.12 ** Fp(Fm) Ap Ae (INCH/HR) (ACRES) . 98( .49) .50 4.3 . 98( .49) .50 4.5 SOURCE NODE. 13.00 10.00 Intensity Fp(Fm) Ap Ae SOURCE (INCH/HR) (INCH/HR) (ACRES) NODE 5.277 .975( .488) .50 6.5 23.00 4.223 .975( .488) .50 8.5 20.00 4.398 .975( ABS) .50 8.2 13.00 4.205 .975( .488) .50 8.5 10.00 8.50 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 28.76 EFFECTIVE AREA(ACRES) = 8.15 AREA -AVERAGED Fp(INCH/HR) = .98 TOTAL AREA(ACRES) = 8.50 a aaaaa == as =a aaa a a a a a as a a a a a a aaa a s as a a a a a a aaa a == a a a a as a a a a a =aaa == a= =aaaa = a a a a END OF STUDY SUMMARY: TOTAL AREA(ACRES) a 8.50 EFFECTIVE AREA(ACRES) = 8.15 AREA -AVERAGED Fp(INCH/HR) = .98 PEAK FLOW RATE(CFS) = 28.76 ** PEAK FLOW RATE TABLE ** AS FOLLOWS: Tc(MIN.) = 11.125 AREA -AVERAGED Fm(INCH/HR) = AREA -AVERAGED Ap = .50 .49 TC(MIN.) = 11.12 AREA -AVERAGED Fm(INCH/HR)a .49 AREA -AVERAGED Ap = .50 STREAM Q Tc Intensity Fp(Fm) Ap e NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 28.1 8.21 5.277 .975( .488) .50 6(ACRES) 2 28.8 11.12 4.398 .975( .488) .50 .2 3 28.5 11.90 4.223 .975( .488) .50 8.2 4 8.5 28.4 11.99 4.205 .975( .488) .50 aaaaa====aaa=aaa=====aaaa 8.5 _ ==a= = aaaaaa a a a a a == a a a a a a as a a a a a ==aaaaaa==aaaaaa=a=====aaaaaa END OF RATIONAL METHOD ANALYSIS SOURCE NODE 23.00 13.00 20.00 10.00 a = a **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE. FONTANA CA. 92336 TEL. (909) 356-1815 FAX (909) 356-1795 ************************** DESCRIPTION OF STUDY ************************** * Tract 16167-1 & 16167 Bridlepath 25 year developed hydrology * 02/06/03 FILE NAME: BRDLPATH.DAT TIME/DATE OF STUDY: 16:15 2/ 6/2003 * * * USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 1.3500 *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 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 2 22.0 10.0 .020/ .020/ .020 .67 1.50 .03125 .1100 .01500 3 20.0 10.0 .020/ .020/ .020 .67 1.50 .03125 .1100 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .14 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.* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« fry INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1715.20 DOWNSTREAM(FEET) = 1664.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.740 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.289 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 .76 .98 .10 32 8.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 2.87 TOTAL AREA(ACRES) = .76 PEAK FLOW RATE(CFS) = 2.87 ***,************************************************•************************* FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6.2 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1664.30 DOWNSTREAM ELEVATION(FEET) = 1614.75 STREET LENGTH(FEET) = 965.40 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 10.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.21 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.69 STREET FLOW TRAVEL TIME(MIN.) = 3.09 Tc(MIN.) = 11.83 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.577 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 7.20 EFFECTIVE AREA(ACRES) = 3.06 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.06 PEAK FLOW RATE(CFS) = 9.58 G.3•4g ck-S LovJ toY END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 12.46 FLOW VELOCITY(FEET/SEC.) = 5.77 DEPTH*VELOCITY(FT*FT/SEC.) = 2.08 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 5.00 IS CODE = 2.1 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 845.00 ELEVATION DATA: UPSTREAM(FEET) = 1614.75 DOWNSTREAM(FEET) = 1571.28 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE) SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH/HR) = SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL A .95 SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) _ ]** .20 8.154 4.471 Fp (INCH/HR) .98 Ap SCS (DECIMAL) CN .10 32 LOSS RATE, Fp(INCH/HR) _ .98 AREA FRACTION, Ap = .10 3.74 .95 PEAK FLOW RATE(CFS) = 3.74 Tc (MIN.) 8.15 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8.1 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 8.15 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.471 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .18 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .18 SUBAREA RUNOFF(CFS) = .71 EFFECTIVE AREA(ACRES) = 1.13 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.13 PEAK FLOW RATE(CFS) = 4.45 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6.2 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED)< «< UPSTREAM ELEVATION(FEET) = 1571.28 DOWNSTREAM ELEVATION(FEET) = 1536.01 STREET LENGTH(FEET) = 1020.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 10.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.34 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.43 STREET FLOW TRAVEL TIME(MIN.) = 3.92 Tc(MIN.) = 12.07 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.533 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .75 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .75 SUBAREA RUNOFF(CFS) = 2.32 EFFECTIVE AREA(ACRES) = 1.88 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.88 PEAK FLOW RATE(CFS) = 5.81 3.46 = c1•2.9 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 11.06 FLOW VELOCITY(FEET/SEC.) = 4.37 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.88 TC(MIN.) = 12.07 EFFECTIVE AREA(ACRES) = 1.88 AREA -AVERAGED Fm(INCH/HR)= .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 PEAK FLOW RATE(CFS) = 5.81 END OF RATIONAL METHOD ANALYSIS STREET CAPACITY CALCULATIONS **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 16:45 2/ 6/2003 ************************** DESCRIPTION OF STUDY ************************** * STREET CAPACITY CALC. @ INTERSECTION OF CHERRY & BRIDLEPATH * EI 02/06/03 * * * **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET)= .033520 CONSTANT STREET FLOW(CFS) = 9.29 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .38 HALFSTREET FLOOD WIDTH(FEET) = 13.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.92 PRODUCT OF DEPTH&VELOCITY = 1.86 1 1 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 --1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 11:14 1/27/2003 DESCRIPTION OF STUDY * street calculation for catch basin flowby * ei 01/27/03 LOC- o $ p i * * 4 /-�D �'��'OE' �. am', SO. P(�T ** ( 't''�J�^*Ai�7r�**************************************************4****44 »»ST>SSTREE�TFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = .050790 CONSTANT STREET FLOW(CFS) = 9.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 12.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.96 PRODUCT OF DEPTH&VELOCITY = 2.12 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 17: 2 12/12/2002 i ************************** DESCRIPTION OF STUDY Tract 16167-1, Fontana * Street Capacity Calculation / 100 Yr. Storm * Raccoon Way * ************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = .024700 S= 2.47% CONSTANT STREET FLOW(CFS) = 7.10 Q = 7.1 cfs AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10 00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 12.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.20 PRODUCT OF DEPTH&VELOCITY = 1.52 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 17:16 12/12/2002 ***+******************+*** DESCRIPTION OF STUDY * * * Raccoon Way @ Catch Basin No. 2 ************************************************************************** **********************************+*******************+**********+********** »»STREETFLOW MODEL INPUT INFORMATION«« + Tract 16167-1, Fontana + Street Capacity Calculation / 100 Yr. Storm CONSTANT STREET GRADE(FEET/FEET) = .009000 CONSTANT STREET FLOW(CFS) = 9.80 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 17.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.01 PRODUCT OF DEPTH&VELOCITY = 1.40 r.. PLANS PREPARED FOR: O WNER/DE V ELOPER/APPLICANT BCA DEVELOPMENT ATTN: BEN ANDERSON 17780 FITCH STREET SUITE 120 IRVINE. CA 92614 (949) 863.1055 • FAX (949) 863-0065 MALLARD ENGINEERING ® Um A.m. y___._ r u..r. 1Z135 �••� S Aar A c c 09i6 _. o,. •' _ t.o... warms) HYDROLOGY EXHIBIT TRACT MAP NO. 16167& 16167-1 KNUCKLE AT BISON LANE AND RACCOON WAY Drown Dy: wr Checked Dy Sr Dote SEM 26. 2002 Score N 1.S r.. t \D•cI $aO)\..•wis\<"Oc<t! a-y R 1005.000 613.530 1 .015 R 1044.270 613.900 1 .015 R 1079.230 614.770 1 .015 SH 1079.230 614.770 1 CD 1 5 0 .000 .00 .00 PTS 1 6 10.000 10.000 17.000 PTS 35.000 9.830 Q 1.600 .0 Ti 7-�' rl Gam- I (xi (0.- Ai D 1 T2 t-fU /� Tt✓ t2 ( � SO 1000.000 613.480 1 613.480 614.770 .00 .00 .00 .00 .00 .000 -90.000 .000 .00 .00 .00 9.860 17.000 9.360 18.500 9.470 18.500 9.500 0 E MN M - - V 1 M E 1 N E N i MN M 11111 FILE: Bison.WSW 1295 For: Allard Engineering, Fontana, Californiasi-nS/N.643 WATER SURFACE PROFILE LISTING TRACT 16167-1, FONTANA KNUCKLE 8 BISON WAY i RACCOON WAY I Invert I Depth I Water Station 1 Elev I (FT) I Elev -I -I- -I- - L/Elem ICh Slope 1 I I 1 I I I I 1000.000 613.480 .276 613.756 -I- -I- -I- - 2.766 .0100 I I I 1002.766 613.508 .276 613.783 -1- -1- -I- - 2.234 .0100 I I I 1005.000 613.530 .278 613.808 -I- -1- -1- - 32.157 .0094 I I 1 1037.157 613.833 .278 614.111 -I- -1- -I- 1.732 .0094 1 I 1038.889 613.849 .273 614.122 -I- -I- -I- - 1.405 .0094 1 1 I 1040.294 613.863 .269 614.132 -1- -1- -I- - .691 .0094 I I 1040.985 613.869 .264 614.133 -1- -I- -1- .811 .0094 I I I 1041.796 613.877 .260 614.137 -I- -I- -I- - .704 .0094 I I I 1042.500 613.883 .256 614.139 -I- -1- -1- - .635 .0094 PAGE Date:12-12-2002 Time:11:54: 0 (CFS) (FPS) Head 1 Grd E1 Elev I Depth I Width IDia.-FTIor I.D. Q Vel Vel I Energy Super ICriticallFlow ToplHeight/IBase Wt - - I -I- -I- -I- SF Ave! HF SE DpthjFroude NlNorm D -I 1 P I ,,N,� 1 X-Fall 1 I 1 1 I 1 1.60 2.02 .06 613.82 .00 1 .29 I 8.29 I i -1- -1- - - -I- -I- -I-1 .0100 .03 .28 1.15 .276.015 -I- 1.60 2.02 .061 613.85 I .00 l .29 I 8.29 I 1 ! - -I- -I- -I- -I- 1 .0097 .02 .28 1.15-1- -I- -I- -I- 1 .276 .015 1.60 1.98 .06 613.87 .05 I .29 I 8.40- I 1 1 -I- -1- -I- -1-1 .0094 .30 .33 1.12_I' .278-1-.015 -I- -!- I I I I I I 1.60 1.98 .06 614.17 .05 .29 8.40 -I- _ -I- .0100 .02 -I 1 .331.12-I- .278 -1 .015 -1- 11- 1.60 2.07 .07 1 1 1 1 614.19 .06 .29 8.15 1 -I- - -1- -1- -I-1 .02 .0113 'I- -1- -1--I- .33 1.18 .278.015 I I II 1 1.60 2.17 .07 614.20 .06 .29 7.95 -I- -1- -1- -1- 1 .0128 .01 -1- -1- -1- -I- .33 1.26 .278 .015 I I I I I 1.60 2.28 .08 614.21 .06 .29 7.70 I I -I- -1- -I- -I- 1 .0144 .01 -I- -I- -I- -I- .33 1.33 .278 .015 1.60 2.39 .09 614.23 .07 .29 7.51 I -1- -I- -I- -1- -I- 1 .0163 .01 .33 1.41-I- -I- -1- I .278 .015 1.60 2.50 .10 614.24 ! .07 1 .29 I 7.30 1 I i -1- -1- -I- -I- 1 .0184 O1 -I- -I- -1- -)- .33 1.49 .278 .015 INo Wth ZL IPrs/Pip ZR (Type Ch 0 .0 IR-OPEN 0 .0 IR-OPEN 0 .0 IR-OPEN 0 .0 IR-OPEN 0 .0 IR-OPEN 0 .0 IR-OPEN 0 .0 IR-OPEN 0 .0 IR-OPEN 0 .0 IR-OPEN 1 OM- - - N MB NM NM MI N S N 1 N E 1 - N NM FILE:. Bison.WSW LDESIGN For: Allard Engineering,GFontana,,ICaliforniars- S/Nn26.95 43 WATER SURFACE PROFILE LISTING TRACT 16167-1, rONTANA KNUCKLE 8 BISON WAY 6 RACCOON WAY I Invert 1 Depth Station 1 Elev I (FT) -I- -1- L/Elem ICh Slope I I I PAGE 2 Date:12-12-2002 Time:11:54: 0 Water Elev I I 1043.136 613.889 -I- -1- .587 .0094 1 1 1043.723 613.895 .252 614.141 .248 614.143 -I- -I- -I- - .547 .0094 I 1 1 1044.270 613.900 .244 614.144 -I- -I- -1- - 24.530 .0249 1 I I 1068.800 614.510 .244 614.754 -1- -1- -1- - 5.917 .0249 1 1 1074.717 614.658 .246 614.904 -1- -1- -1- - 1.975 .0249 I I I 1076.693 614.707 .250 614.957 -1- -1- -1- .845 .0249 1 I I 1077.538 614.728 .255 614.983 -1- -1- -1- .634 .0249 1 I I 1078.172 614.744 .259 615.003 -1- -1- -1- - .426 .0249 I I 1078.598 614.754 .263 615.017 -1- -1- -1- - .299 .0249 Q (CFS) 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 1.60 Vel Vel 1 Energy I Super (FPS) Head I Grd.E1.I Elev -1- -I- -1- - SF Ave' HF (SE Dpth 1 1 1 I 1 2.63 .11 614.25 .08 .0208 .01 .33 I I 2.75 .12 614.26 .08 -1- -1- -I- .0235 .01 .33 1 2.89 .13 614.27 .00 -I- -1- -I- - .0249 .61 .24 I 2.89 .13 614.88 .00 -1- -I- -1 - .0238 .14 .24 1 1 2.79 .12 615.02 .00 - I- -1- -1- - .0214 .04 .25 1 1 2.66 .11 615.07 .00 - 1- -1- -1- - .0190 .02 .25 I I 2.54 .10 615.08 .00 -I- -1- -1- - .0169 .01 .26 I 1 2.42 .09 615.09 .00 -1- -1- -1- - .0149 .01 .26 1 2.31 .08 615.10 .00 -1- -1- -I- .0132 .00 .26 CriticallFlow Top)Height/IBase Wt INo Wth Depth I Width IDia.-FTlor Z.D. ZL iPrsPip -I- -1- -i - -1 Froude N1Norm Dp I "N" I X-Fall ZR IType Ch I 1 I I I I 1 .29 7.10 1 0 .0 -1- -1- -1- - 1- 1.58 .278 .015 IR-OPEN I I I .29 6.91 1 0 .0 -I- -1- -1- 1- 1.67 .278 .015 IR-OPEN 1 1 1 .29 6.70 1 1 0 .0 -1- 1.77 .244 .015 i I IR-OPEN- .29 6.70 I I • -1- 1 0 .0 1.77 .244 .015 IR-OPEN 1 .29 6.81 1 0 .0 -1- -1- -I- 1- 1.69 .244 .015 IR-OPEN I .29 7.45 1 0 .0 -I- -I- -I- I_ 1.43 .244 .015 IR-OPEN 1 .29 7.65 1 0 .0 -I- -I- -I- I- 1.35 .244 .015 IR-OPEN I I I I .29 7.01 1 0 .0 -I- -1- -I- - I_ 1.60 .244 .015 IR-OPEN I I I I .29 7.25 1 0 .0 -1- -I- -I- I- 1.52 .244 .015 IR-OPEN 1 E N= I - -- M - - - 1 1 - N 1 r FILE: Bison.WSW 1 Invert Station 1 Elev -1- L/Elem ICh Slope 1 1 1078.897 614.762 -I- - .138 .0249 1079.035 614.765 .151 .0249 1079.186 614.769 .040 .0249 1079.230 614.770 -1- WSPW-For: Allard Engineering,GFontana,,ILDESIGN CaliforniaVers- S/Nn26.95 43 WATER SURFACE PROFILE LISTING TRACT 16167-1, FONTANA KNUCKLE e BISON WAY 6 RACCOON WAY PAGE 3 Date:12-12-2002 Time:11:54: 0 Depth (FT) water Elev - .267 .272 615.029 615.037 .276 - 615.045 .287 - 615.057 Q 1 Vel Vel 1 Energy 1 Super CriticallFlow ToplHeight/ (CFS) 1 (FPS) Head I Grd.E1.1 Elev Depth 1 Width 1Dia.-FT -1- -I- -1- -I- - -1- -1- I 1 SF Ave! HF ISE Dpth Froude NlNorm Dp I "N" I I I 1 I I 1 1.60 2.20 .08 615.10 .00 .29 7.85 1 -I- -I- -I- -1- - - -1- -i- .0117 .00 .27 1.27 .244 .015 1 1 I 1.60 2.10 .07 615.11 .00 -I- -1- -I- -I- - .0103 .00 .27 1 1 I 1.60 2.00 .06 615.11 .00 -1- -I- -I- -I- -I- .0091 .00 .28 1 1.60 1.80 .05 615.11 .00 -1- -I- -I- -I- -1- I 1 .29 8.10 -1- -1- 1.20 .244 .015 1 .29 8.30 -I- -I- - 1.13 .244 .015 I I .29 8.86 -I- -I- Baize WtI or I.D.I ZL X-Fa111 ZR I No Wth Prs/Pip Type Ch 0 .0 IR-OPEN 0 .0 IR-OPEN 0 .0 IR-OPEN 0 .0 CATCH BASIN SIZING CALCULATIONS HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 6101 CHERRY AVENUE FONTANA CA. 92336 FAX (909) 899 - 5014 TEL (909) 899-5011 TIME/DATE OF STUDY: 15:49 5/ 6/2002 ************************** DESCRIPTION OF STUDY ######*########*******#*** Tract 16167-1, Fontana SUMP CATCH BASIN CALCULATIONS FOR LINE A (W=7') } �. * BY: SAMFLORES * FILE: LNACB7 ***********************#*************#************************************ **************************************************************************** »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) = 15.10 BASIN OPENING(FEET) = .71 DEPTH OF WATER(FEET) _ .97 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.78 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 6101 CHERRY AVENUE FONTANA CA. 92336 FAX (909) 899 - 5014 TEL (909) 899-5011 TIME/DATE OF STUDY: 15: 3 5/ 6/2002 ************************** DESCRIPTION OF STUDY * Tract 16167-1, Fontana * CATCH BASIN CALCS FOR LATERAL A-1� BY: SAM FLORES FILE: A1CB * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.10 GUTTER FLOWDEPTH(FEET) = .35 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 14.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 21.4 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.5 TOTAL PROJECT Q = 28.8 cfs Q SUMP = 28.8 - 5.5 = 23.3 cfs HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 14:26 1/27/2003 * 4*}**#***********}******DESCRIPTION OF STUDY 4 4 a * * 4 a } #k } } } } } k } * # * * # t 4 a 4 * Tract 16167 and 16167-1 Sump Basin no. 1 4 a # # 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) = 9.80� BASIN OPENING(FEET) _ .71 DEPTH OF WATER(FEET) _ .83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.51 1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 16:35 2/ 6/2003 ************************** DESCRIPTION OF STUDY ************************** * Existing 14' wide flowby calculation east side bridlepath * south of tract boundary * EI 02/06/03 * ************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 9.58 GUTTER FLOWDEPTH(FEET) = .36 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 14.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 28.0 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.1 1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 16:49 2/ 6/2003 ************************** DESCRIPTION OF STUDY ************************** * EXISTING SUMP CATCH BASIN AT BRIDLEPATH AND CHERRY * EI 02/06/03 * ************************************************************************** * **************************************************************************** »»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) = 9.29 BASIN OPENING(FEET) = .87 DEPTH OF WATER(FEET) = .38 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 12.85 STORM DRAIN I3YDRAULIC ALCULATIONS 1 1 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING 8253 SIERRA AVE FONTANA CA. TEL (909) 356 - 1815 FAX (909) 356-1795 TIME/DATE OF STUDY: 17:17 2/ 6/2003 ************************** DESCRIPTION OF STUDY ************************** * Tract 16167 and 16167-1 (Hunter's Ridge) * Emergency Overland Drainage Escape * ************************************************************************** **************************************************************************** »»CHANNEL INPUT INFORMATION«« NORMAL DEPTH(FEET) = .67 CHANNEL Z1(HORIZONTAL/VERTICAL) = .00 Z2(HORIZONTAL/VERTICAL) = .00 CONSTANT CHANNEL SLOPE(FEET/FEET) = .005000 UNIFORM FLOW(CFS) = 29.00 MANNINGS FRICTION FACTOR = .0130 NORMAL -DEPTH FLOW INFORMATION: > »> BASEWIDTH(FEET) = 7.78 FLOW TOP-WIDTH(FEET) = 7.78 FLOW AREA(SQUARE FEET) = 5.21 HYDRAULIC DEPTH(FEET) = .67 FLOW AVERAGE VELOCITY(FEET/SEC.) = 5.57 UNIFORM FROUDE NUMBER = 1.198 PRESSURE + MOMENTUM(POUNDS) = 421.72 AVERAGED VELOCITY HEAD(FEET) = .481 SPECIFIC ENERGY(FEET) = 1.151 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 7.78 CRITICAL FLOW AREA(SQUARE FEET) = 5.89 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = .76 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 4.93 CRITICAL DEPTH(FEET) = .76 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 415.89 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = .377 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.134 e1 0?eNit% ( g /0.33 10 . 4 RE3NR ae p.G. s 23. 2 ZIC c6ac O O.qb • . -113TP& UPEN1n1C, Qu o. 00.A 6 + O.Q6 1 1 1 1 T1 Tract 16167-1, Fontana T2 Line "A" T3 SO 555.5001581.030 R 657.5001586.250 R 1001.5001591.620 R 1030.9101603.010 R 1151.6901607.340 R 1169.3501608.050 JX 1173.3901608.550 R 1182.8901608.600 JX 1184.8901608.610 R 1220.5601608.310 R 1230.8601608.860 R 1248.5101608.960 R 1256.1401609.000 WE 1256.1401609.000 SH 1256.1401609.000 CD 1 4 1 .000 CD 2 2 0 .000 CD 3 4 1 .000 CD 4 4 1 .000 CD 5 4 1 .000 CD 6 2 0 .000 CD 7 4 1 .000 Q 9.800 1 7 .014 1 .013 1 .014 1 .014 1 .014 3 2 .014 15.100 3 .014 5 4 .014 5.500 5 .014 5 .014 5 .014 5 .014 6 .250 6 2.000 .000 .000 5.760 7.000 .000 2.500 .000 .000 2.000 .000 .000 2.500 .000 .000 5.000 14.000 .000 2.000 .000 .000 1586.530 1608.550 1608.860 1609.000 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .000 0 . 000 .000 0 .000 .000 0 000 .000 0 - 11.243 .000 0 .0 -2.572 -5.980 .000 0 -80.0 -1.273 - 22.700 .000 0 . 000 .000 0 44.574 .000 0 . 000 .000 0 1 1 1 - - 1 - 1 MI N r M 1 N - - - M FILE: 167-6.WSW W S P G W- CIVILDESIGN Version 12.95 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING Tract 16167-1, Fontana Line "A" PAGE 1 Date: 2- 6-2003 Time: 3:27:34 ************************************************************************************************************************** I Invert I Depth Water Q I Vel Vel I Energy I Super ICriticallFlow Top Height/ Base Wtl Station I Elev I (FT) Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width Dia.-FT or I.D.I ZL -I- -1- - - - - -1- -1- -1- -I- -I- -1- - - - - -I- L/Elem ICh Slope I I SF Ave! HF ISE DpthlFroude NlNorm Dp "N" X-Fa11I ZR I I*********1*******I*******1*********I I********1******** ******* *******1***** I I I I I I I I 555.500 1581.030 5.500 1586.530 30.40 9.68 1.45 1587.98 .00 1.87 .00 2.000 .000 .00 - I- -I- - - - -I- -1- -I- -I -I- -I- - - - - -I- 102.000 .0512 .0209 2.14 5.50 .00 1.16 .014 .00 .00 I I I I I I I 657.500 1586.250 2.416 1588.666 30.40 9.68 1.45 1590.12 .00 1.87 .00 2.000 .000 .00 - 1- -1- - - -I- -I- -I -I- -I- -I- - - - - -I- 236.059 .0156 .0181 4.26 2.42 .00 2.00 .013 .00 .00 I I I I I I I 893.559 1589.935 2.990 1592.925 30.40 9.68 1.45 1594.38 .00 1.87 .00 2.000 .000 .00 -I- -I- - - - - -I- -I- -I- -I- -I- -I- - - -I- HYDRAULIC JUMP 1 I I I 1 I I I I 893.559 1589.935 1.215 1591.150 30.40 15.22 3.60 1594.75 .00 1.87 1.95 2.000 .000 .00 -I- -I- -I- - - -I- -I- -1- -I- -I- -I- - - - - -I- .412 .0156 .0385 .02 1.22 2.65 2.00 .013 .00 .00 1 I I I I I I I 893.971 1589.941 1.215 1591.156 30.40 15.21 3.59 1594.75 .00 1.87 1.95 2.000 .000 .00 - 1- -1- -1- - -I- -I- -1- -I- -I- -I- - - - -I- 12.329 .0156 .0409 .50 1.22 2.65 2.00 .013 .00 .00 I I I I I I I I I 906.301 1590.134 1.168 1591.302 30.40 15.95 3.95 1595.25 .00 1.87 1.97 2.000 .000 .00 - I- -I- -I - - -I -I- -I- -I- -1- -I -1- - -I 11.410 .0156 .0463 .53 1.17 2.86 2.00 .013 .00 .00 I I I I I I I I I I 917.711 1590.312 1.123 1591.435 30.40 16.73 4.34 1595.78 .00 1.87 1.98 2.000 .000 .00 - I- -I- -1- - - -1- -I- -1- -I- -I- -I- -I- - - -I- 10.664 .0156 .0524 .56 1.12 3.08 2.00 .013 .00 .00 1 I I I I I I I I 928.375 1590.479 1.081 1591.560 30.40 17.54 4.78 1596.34 .00 1.87 1.99 2.000 .000 -I- -I- -1- - - -I- -I- -I- -I- -I- -I- -I- -I- -I- 9.976 .0156 .0594 .59 1.08 3.32 2.00 .013 .00 .00 I I I I I I I 1 I I 938.351 1590.634 1.040 1591.674 30.40 18.40 5.26 1596.93 .00 1.87 2.00 2.000 .000 .00 - 1- -1- -I- - - -I- -I- -I- -I- -I- -I- -I- -I- -I 9.417 .0156 .0674 .63 1.04 3.57 2.00 .013 .00 ******** No Wth Prs/Pip Type Ch 1 .0 PIPE 1 .0 PIPE 1 .0 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 .00 PIPE M FILE: 167-6.WSW W S P G W- CIVILDESIGN Version 12.95 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING Tract 16167-1, Fontana Line "A" **************************************** I Invert Station I Elev L/Elem ICh Slope 1 947.768 1590.781 8.885 .0156 956.653 1590.920 _1- 8.426 .0156 965.080 1591.052 -1- 8.007 .0156 1 973.086 1591.177 7.613 .0156 980.699 1591.295 -1 7.254 .0156 987.953 1591.409 6.929 .0156 1 994.883 1591.517 -1 6.617 .0156 1 1001.500 1591.620 -1- .035 .3873 1001.535 1591.633 -1- 5.088 .3873 Depth Water (FT) 1.002 Elev ********* 1591.783 .965 1591.885 .930 1591.982 .897 1592.074 .865 1592.160 .834 1592.243 .805 1592.322 -1- 1_ .777 1592.397 -1- .777 1592.411 -1- -1- Q I Vel Vel (CFS) I (FPS) Head -I- -1- 1 SF Ave Energy Grd.E1. HF 30.40 19.30 5.78 1597.57 -I- -1- - .0765 .68 1 30.40 20.24 6.36 1598.25 .0869 .73 1 30.40 21.23 7.00 1598.98 -I- -I- - .0989 .79 30.40 22.26 7.70 1599.77 -1- -1- - - .1125 .86 1 30.40 23.35 -1- -1- 1 30.40 24.49 9.31 -1 -1- .1458 8.47 .1280 1600.63 .93 1601.56 1.01 1 30.40 25.69 10.24 1602.57 -1- -1- -1- .1662 1.10 1 1 30.40 26.94 11.27 1603.67 -1- -1- -1- - .2049 .01 I 1 30.40 26.91 11.24 1603.65 -1- -1- -I- - .1919 .98 Super Elev SE Dpth ******* .00 1.00 .00 .97 CriticallFlow Top Depth I Width Froude NlNorm Dp ********I******** .00 -1- .93 .00 -1- .90 1 .00 -1- .87 1 .00 -1- .83 1 .00 -1- .81 1 .00 -1- -1- .78 6.24 1 1 .00 1.87 -1- -1- .78 6.23 1 1.87 -1- 3.83 1 1.87 -1- 4.11 1.87 -1- 4.42 1 1.87 -1- 4.74 1 1.87 -1- 5.08 1 1.87 -1- 5.44 1.87 -1- 5.83 1 1.87 2.00 2.00 2.00 2.00 2.00 2.00 1.99 2.00 1.98 2.00 1.97 2.00 1.96 2.00 1.95 .66 1.95 .66 PAGE 2 Date: 2- 6-2003 Time: 3:27:34 Height/ Dia.-FT "NH 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 Base Wt or I.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 2.000 .000 - - -1- .013 1 2.000 .014 .00 .000 .00 2.000 .000 -1- .014 .00 ZL ZR .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 .00 1 .0 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE MIN ME INN NMI Mil NMI Mil MINI Mill Mill =I I= =I MIMI MN INN MIMI MN =II FILE: 167-6.WSW W S P G W- CIVILDESIGN Version 12.95 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING Tract 16167-1, Fontana Line "A" PAGE Date: 2- 6-2003 Time: 3:27:34 *************************************************************,t,t,t,t**********►************************************,sir** ***** ******** Invert I Depth Water Q Vel Vel Energy I Super CriticallFlow Top Height/ Base Wt INo Wth Station Elev I (FT) Elev (CFS) (FPS) Head Grd.E1.I Elev Depth I Width Dia.-FT or I.D. ZL IPrs/Pip - - -1 - - - - -1 L/Elem Ch Slope I �I SF Ave HF ISE Dpth Froude NlNorm Dp "N" X-Fall ZR IType Ch I *******I******* *********I******* ********I******** ******* ******* ***** 1 I I I 1006.623 1593.604 .805 1594.409 30.40 25.65 10.22 1604.63 .00 1.87 1.96 2.000 .000 .00 1 .0 - - - - - - I- 4.109 .3873-I- -1 .1685 .69-1 .81 5.82-1 .66 .014 .00 .00 PIPE I I I 1010.733 1595.195 .835 1596.031 30.40 24.46 9.29 1605.32 .00 1.87 1.97 2.000 .000 .00 1 .0 - - -I- - - -- -- -I- -- -I- -- -I- - - -- -- I- 3.404 .3873 .1480 .50 .84 5.43 .66 .014 .00 .00 PIPE I I I 1014.137 1596.514 .865 1597.379 30.40 23.32 8.45 1605.82 .00 1.87 1.98 2.000 .000 .00 1 .0 - - -I- - - - -I- -I- - - -I- - - -I- - - - - - 1- 2.859 .3873 .1300 .37 .87 5.07 .66 .014 .00 .00 PIPE I I I I I 1016.996 1597.621 .897 1598.518 30.40 22.24 7.68 1606.20 .00 1.87 1.99 2.000 .000 .00 1 .0 -1- - - - - -1- -I- - - -I- -I- -I- - - - - I- 2.432 .3873 .1143 .28 .90 4.73 .66 .014 .00 .00 PIPE I I I I I 1019.428 1598.563 .931 1599.494 30.40 21.20 6.98 1606.47 .00 1.87 2.00 2.000 .000 .00 1 .0 -1- - - - -I- -I- - - -I- -I- -I- -I- - - - - I- 2.091 .3873 .1005 .21 .93 4.41 .66 .014 .00 .00 PIPE I I I I I I I 1021.518 1599.373 .966 1600.339 30.40 20.21 6.35 1606.68 .00 1.87 2.00 2.000 .000 .00 1 .0 - - -I- - - - - -I- -I- - - -I- -I- -1- -1- - - - - I- 1.807 .3873 .0885 .16 .97 4.11 .66 .014 .00 .00 PIPE I I I I I I I I 1023.325 1600.072 1.003 1601.075 30.40 19.27 5.77 1606.84 .00 1.87 2.00 2.000 .000 .00 1 .0 - - -1- - - -I- -I- -I- - - -1- -I- -1- -1- - - -1- I- 1.572 .3873 .0779 .12 1.00 3.82 .66 .014 .00 .00 PIPE I I I 1 1024.897 1600.681 1.041 1601.722 30.40 18.38 5.24 1606.97 .00 1.87 2.00 2.000 .000 .00 1 .0 - -I- - - -I- -I- -I- - - -I- -I- -I- -I- - -I- I- 1.368 .3873 .0687 .09 1.04 3.56 .66 .014 .00 .00 PIPE I I I I I I I I I 1026.265 1601.211 1.082 1602.293 30.40 17.52 4.77 1607.06 .00 1.87 1.99 2.000 .000 .00 1 .0 -I- - - -I- -I- -I- - - -I- -I- -I- -I- - - -I I- 1.198 .3873 .0606 .07 1.08 3.31 .66 .014 .00 .00 PIPE N-- N-- 1 N= M I= E I I=- - i FILE: 167-6.WSW W S P G W- CIVILDESIGN Version 12.95 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING Tract 16167-1, Fontana Line "A" - PAGE 4 Date: 2- 6-2003 Time: 3:27:34 Invert Depth Water Q I Vel Vel Energy Super CriticallFlow Top Height/ Base Wt1 No Wth Station Elev - - - - (FT) Elev (CFS) I (FPS) Head Grd.E1. Elev Depth I Width Dia.-FT or I.D.I ZL Prs/Pip - -I I- - - - - - - -I- - -- -1 _ L/Elem Ch Slope I SF Ave HF SE Dpth Froude NlNorm Dp "N" X-Falll ZR Type Ch ********* ********* *********I*******I******* ********* ******* ********I******** ******* *******1***** ******* I 1 I 1027.463 1601.675 1.124 1602.799 30.40 16.71 4.33 1607.13 .00 1.87 1.98 2.000 .000 .00 1 .0 -- - -- -- -I- -I- -- -- -- -I- -- - -1- - 1.046 .3873 .0535 .06 1.12 3.07 .66 .014 .00 .00 PIPE I I I 1028.508 1602.080 1.169 1603.249 30.40 15.93 3.94 1607.19 .00 1.87 1.97 2.000 .000 .00 1 .0 - - - - -I- - -I- -I- - - - - - -I- - - - -I- .912 .3873 .0473 .04 1.17 2.85 .66 .014 .00 .00 PIPE I I I I 1029.421 1602.433 1.217 1603.650 30.40 15.19 3.58 1607.23 .00 1.87 1.95 2.000 .000 .00 1 .0 - - - - -I- -I- -I- - - - -1- - - - - -I- - .798 .3873 .0419 .03 1.22 2.64 .66 .014 .00 .00 PIPE I I I, I 1030.219 1602.742 1.267 1604.009 30.40 14.48 3.26 1607.27 .00 1.87 1.93 2.000 .000 .00 1 .0 - - -I- - -I- -1- - - - - - -I- -1- - - -I- .691 .3873 .0372 .03 1.27 2.45 .66 .014 .00 .00 PIPE I I I 1030.910 1603.010 1.321 1604.331 30.40 13.81 2.96 1607.29 .00 1.87 1.89 2.000 .000 .00 1 .0 - - - - -I- - -I- -I- - - - -I- -1- - - -1- .536 .0358 .0350 .02 1.32 2.26 1.31 .014 .00 .00 PIPE I I I I I 1031.447 1603.029 1.321 1604.350 30.40 13.81 2.96 1607.31 .00 1.87 1.89 2.000 .000 .00 1 .0 - - - - -I- - -I- -I- - - - - -I- -I - - -I- - 75.438 .0358 .0330 2.49 1.32 2.26 1.31 .014 .00 .00 PIPE 1 I I I I 1106.885 1605.734 1.378 1607.112 30.40 13.16 2.69 1609.80 .00 1.87 1.85 2.000 .000 .00 1 .0 -I- - - -1- - - -I- -I- - - - - - - -I- -I- - - -I- - 28.510 .0358 .0294 .84 1.38 2.08 1.31 .014 .00 .00 PIPE 1 I 1 1 1135.395 1606.756 1.440 1608.196 30.40 12.55 2.45 1610.64 .00 1.87 1.80 2.000 .000 .00 1 0 -I- - -I- - - -I- -I- - - - - - -1- -I- - - -I 16.295 .0358 .0263 .43 1.44 1.90 1.31 .014 .00 .00 PIPE I I I I I I 1151.690 1607.340 1.507 1608.847 30.40 11.97 2.22 1611.07 .09 1.87 1.72 2.000 .000 .00 1 .0 -I- - - -I- -I- -I- -I- - - - - - -I- -I- - - -I- 6.808 .0402 .0238 .16 1.59 1.74 1.26 .014 .00 .00 PIPE 1 E N B N - M - - - EN 1 N - I - - MI EN NE FILE: 167-6.WSW W S P G W- CIVILDESIGN Version 12.95 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING Tract 16167-1, Fontana Line "A" PAGE Date: 2- 6-2003 Time: 3:27:34 I Invert Station I Elev L/Elem ICh Slope *********1 1158.498 1607.614 5.696 .0402 1164.194 1607.843 - 1 3.651 .0402 1167.845 1607.990 - I- - 1.505 .0402 1169.350 1608.050 JUNCT STR .1238 1173.390 1608.550 - 1- 9.500 .0053 I 1182.890 1608.600 -1 JUNCT STR .0050 1 1184.890 1608.610 35.670 -.0084 1220.560 1608.310 10.300 .0534 1230.860 1608.860 17.650 .0057 Depth (FT) ******** Water Elev ********* 1.570 1609.184 1.651 1609.494 1.746 1609.736 1.869 1609.919 3.353 1611.903 3.326 1611.926 3.486 1612.096 3.816 1612.126 3.273 1612.133 4 (CFS) ********* 30.40 Vel Vel I Energy (FPS) Head 1 Grd.E1. - -1- -1- SF Ave, HF *******1*******1********* 11.49 2.05 1611.23 -1- .0217 .12 1 30.40 10.95 1.86 1611.36 -I- -1- -1- - .0198 .07 I 1 30.40 10.45 1.69 1611.43 - 1- -1- -I- - .0186 .03 I 30.40 9.96 1.54 1611.46 - I- -1- -I- - .0099 .04 15.30 3.12 .15 1612.05 .0016 .02 15.30 3.12 .15 1612.08 - I- -I- -1 - .0011 .00 9.80 2.00 .06 1612.16 .0007 .02 I I 9.80 2.00 .06 1612.19 .0007 .01 1 9.80 2.00 .06 1612.19 .0007 .01 Super ICriticaltFlow Top Elev I Depth I Width SE DpthlFroude NlNorm Dp 1 .07 1.87 1.64 - -I- -I- 1.64 1.60 1.26 I I .06 1.87 1.52 - -I- -1- 1.71 1.43 1.26 1 .05 1.87 1.33 1.80 1.25 1.26 1 .03 1.87 .99 -1- -1- 1.90 1.00 I I .00 1.32 .00 .00 .00 1.33 I .00 1.32 .00 .00 .00 1 .00 1.05 .00 - 1- -1- .00 .00 .00 1 .00 1.05 .00 - 1- -I- 3.82 .00 .56 1 1 .00 1.05 .00 -1- -1- .00 .00 1.01 Height/ Dia.-FT "N" * * * * * * * 2.000 .014 Base Wt or I.D. X-Fall ******* .000 .00 2.000 .000 .014 .00 2.000 .000 .014 .00 2.000 .000 .014 .00 2.500 .014 2.500 .014 2.500 .014 2.500 .014 2.500 .014 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 [No Wth ZL IPrs/Pip - -1 ZR IType Ch, ***** 1******* .00 1 .0 1- .00 PIPE 1 .00 1 .0 1- .00 PIPE .00 1 .0 1_ .00 PIPE .00 1 .0 1- .00 PIPE 1 .00 1 .0 1- .00 PIPE .00 1 .0 1- .00 PIPE 1 .00 1 .0 1- .00 PIPE .00 1 .0 1- .00 PIPE 1 .00 1 0 1- .00 PIPE M I M - I OM = r M N N I - N M N FILE: 167-6.WSW W S P G W- CIVILDESIGN Version 12.95 For: Allard Engineering, Fontana, California - S/N 643 WATER SURFACE PROFILE LISTING Tract 16167-1, Fontana Line "A" PAGE 6 Date: 2- 6-2003 Time: 3:27:34 Invert Station Elev L/Elem Ch Slope 1248.510 1606.960 7.630 .0052 1256.140 1609.000 WALL ENTRANCE 1256.140 1609.000 Depth (FT) Water I Q I Vel Vel Elev I (CFS) I (FPS) Head - -1- -1- -1- - SF Ave I I 3 193 1612.153 9.80 2.00 .06 - - -I- -1- -1- - .0007 3.158 1612.158 9.80 2.00 .06 - -I -I- -I- -I- - Energy Grd.E1. HF ********* 1612.21 .01 1612.22 I I I 3.235 1612.235 9.80 .22 .00 1612.24 - -1- -1- -I- -I- Super Elev SE Dpth .00 3.19 .00 .00 CriticallFlow Top Depth I Width Froude NlNorm Dp ********I******** 1.05 .00 .00 1.03 1.05 .00 .25 14.00 Height/ Dia.-FT "N" ******* 2.500, .014 2.500 5.000 Base Wt or I.D. X-Fall ******* .000 .00 .000 14.000 ZL ZR ***** No Wth Prs/Pip Type Ch ******* .00 1 .0 1- .00 PIPE .00 1 .0 .00 0 .0 - I- Ti Tract 16167-1, Fontana T2 Lateral "A-1 T3 SO 1000.6701608.860 R 1047.2601609.420 1 .014 0 R 1082.6001609.850 0 R 1097.8601610.010 1 .014 0 .014 1612.100 WE 1097.8601610.010 2 .250 SH 1097.8601610.010 2 CD 1 4 1 .000 2.000 1610.010 000 .000 .000 .00 CD 2 2 0 .000 5.550 14.000 .000 .000 .00 Q 5.500 .0 -45.000 .000 . 000 .000 . 000 .000 I 1111111 I= NMI MIN MN FILE: 167-3.WSW WSPGW- For: Allard Engineering, Fontana, Californiars- S/Nn 2643 WATER SURFACE PROFILE LISTING Tract 16167-1, Fontana Lateral "A-1" I Invert I Depth Station I" Elev I (FT) L/Elem ICh Slope I I I 1000.670 1608.860 -1- -I- 46.590 .0120 1047.260 1609.420 35.340 .0122 I I 1082.600 1609.850 15.260 .0105 1097.860 1610.010 -I- -I- WALL ENTRANCE PAGE 1 Date:12-12-2002 Time: 2:17:36 Water Elev 3.240 1612.100 2.719 1612.139 2.313 1612.163 - - -1- 2.163 1612.173 Q I Vel Vel Energy I Super CriticallFlow ToplHeight/ (CPS) 1 (FPS) Head Grd.E1.I Elev -I- -I- Depth I Width IDia.-rr -1 - -I- -I- I SF Ave HF ISE Dpth Froude NlNorm Dp I "N" I I 1 I I I I 5.50 1.75 .05 1612.15 .00 1 I -I- -I- - - .83 .00 2.000 .0007 .03 .00 .00 .67 .014 I I 5.50 1.75 .05 1612.19 .00 1 -I- -I- - - - .83 00 2.000 .0007 .02 2.72 .00 .66 .014 I 1 I I 5.50 1.75 .05 1612.21 .00 .83 .00 2.000 -I- -I- - - -I- -I- -I- -I- .0007 .01 2.31 .00 .69 .014 - I 1 1 I I 5.50 1.75 .05 1612.22 .00 .83 .00 2.000 1 I 1097.860 1610.010 2.223 1612.233 5.50 -I- -1- - - -1- -1- .18 .00 1612.23 .00 .17 14I 1.5.550 00 -I- - - -1- Base Wt or I.D. X-Fall ZL ZR . 000 .00 .00 .00 . 000 .00 .000 .00 .000 .00 .00 .00 .00 .00 14.000 .00 -I- No Wth Prs/Pip Type.Ch 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 0 .0 IN111---- REWIRED 0-LOADING FOR REINFORCED -CONCRETE -PI PE CASE I BEDDING PER STANDARD PLAN 76-01 PIPt: DEPTH OF COVER IN FEET SIZE 1 1.25 1.5 1.75 2 3 4 5 6 7 8 9 10 I t 12 13 14 15 DEP6TH OF COVERINIIN FEET 23 24 25 SIZE 12 „ _ PIPE 15 2500 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 p 2000 2000 2000 2000 2000 2000 2000 2000 2250 2250 2250 2250 2250 t8 21 ? 4 2250 2 7 1750 30 1500 33 2000 36 39 1700 1500 1400 1350 1350 1350 1350 1350. 1350 •1350 (500 1750 1250 1250 1250 45 1300 1200 1500 5' 4 7, 1200. 1100 1--, 42 1600 1400 1300 1200 1100 1000 1000 1000 1000 1100 54_ 1300 I100 �10001000 60 '1200 1000.i000 900 900 63 1100 950 900 850 66 I050 • 900- 850 69 72 t000 75 78 950 850 1250 , 2000 2090 2000 4 1500 1750 •1750 1750 1750• •1750.1750 1750 1750» 1750-4750-1750.1750 1750 -1400 1200 1300 1500 1500 1500 1500 1500 1500 900 1000 950 1100 1050 1300 1400 1400 1400,1400 1400 1400 1200 1350 1350 1350 1350 1350 1350 1500 1600 170 8 1 900 84 87 es0 800 90 93 8 00 96 800 800 eoo 800 800 800 850 1150 1300 1300 1300-1300 1300 1400 900 1000 1100 1250 1250 1250 1250 Unrestricted Trench Width Colculated for Projection Condition 1200-1200 .1200.1200 1300 1250 1450 1600 1500 1650 170.0 1800 1800 1750 i5 2000 18 2000 2 1 24 27 1750 30 1750 1750 33 36 39 I700 42 45 1800 48 51 54 57 60 63 1850 66 69 1550- 72 75 78 • 1900 8 1 1700 1750 1800 1850 84 1650 160 Trench Width • 0. D. t 20, W • 10"( See Note 4 ) Colculated for Trench Condition NOTE: I. D-Loods shown on this plate are to be used in design and shown on project plans. 2. D-Loods shown are bused on overage soli conditions and should be increased where soil analysis tndicotes greater earth Toads. Where soils have low cohesive volues and cover is grealer Ihon 101, use D-Loods calculated for projection condition (Plate 2.6-0697), 3. Data: Safely Factor • 1,25; Load Factor • 1.8 for Case I; Live Load • 4. Where cover is greater than 10; D-Loods shown may be used with Case II Bedding Truck; values hofA"W"not exceeding o the following: "W"• 15" for pipe 48" or less In diometer,9 "W"•22" for pipe 72" or less in diameter, "W"•28" for pipe 96" or Less in diameter. Where "W" exceeds the above values, D-Loads shown on Plate 2.6-0697, Option No. 1, must be used with Case II Bedding. 9 D-LOAD FOR CASE I BEDDING 87 90 1950 96 • • Plate .2.6- 0696