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Home My WebLink AboutTract 15908 Sierra Lakes - Carter Ave Storm DrainPREPARED BY Madole & Associates, Inc. of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948-1311 Fax 948-8464 TABLE OF CONTENTS SECTION 1 HYDROLOGY CALCULATIONS a. DISCUSSION I b. SIERRA LAKES HYDROLOGY MAP 2 C. 100 YEAR STORM HYDROLOGY - 3-10 SECTION 2 HYDRAULIC CALCULATIONS (wspg and wsw files included) a. J.M. Tettiman & Assoc. wspg Calculations for Inlet Control (Reference Only) 11-12 b. LINE A 13-17 C. LINE B 18-19 d. LATERALS: LATERAL A 20-21 LATERAL B 22-23 LATERAL C 24-25 LATERAL D 26-27 LATERAL E 28-30 LATERAL F 31-32 LATERAL G 33-34 e. CATCH BASIN WIDTHS: C.B. NO. 1 35-36 C.B. NO.2 37-38 C.B. NO.3 3940 C.B. NO.4 4142 C.B. NO. 5 43-44 C.B. NO.6 4546 Project: Sierra Lakes, Fontana Ca. Drainage Report for Tract No. 15908 Carter Avenue Storm Drain Project No.: 826-1163 Discussion: The purpose of this drainage report is to makes a determination of the amount of storm water runoff that will be generated from this residential subdivision. The flows will be intercepted by a storm drain system and discharged into infiltration basin no. 7 via "Line Z3" as show on Tetteman & Associates drawings. Description of Watershed: The watershed is confined by Sierra Avenue to the east, Carter Avenue to the south, infiltration basin no. 7 to the west, and P.A. 14A to the north. Inserted in this drainage report is the watershed boundary map showing the limits of the tributary area. Methodology: The County of San Bernardino Hydrology Manual, Rational Method, August 1986. A 100 year storm event was used for the application. AES computerized program ver. 3.1B was utilized to generated peck flow rates applying San Bernardino County Hydrology criterion. Stephen Ventura, P.E. VgOFESSI - Of U5 Go RCE 6"32431 'K Exp. Date /±� fo 4XglE of ca�.�F°�``�\� c:rnsoffice\sierral.doc Oxy z o, 1999 Date RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE roll o (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-94 Advanced Engineering Software (aes) Ver. 3.1B Release Date: 6/01/94 License ID 1251 Analysis prepared by: Madole and Associates of the Inland Empire 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 Phone (909) 948-1311 Fax (909) 948-8464 ************************** DESCRIPTION OF STUDY ************************** * CARTER AVENUE MAINLINE FILE C:\ACAD\AES94\A_IB7.RES * TRIBUTARY TO INFIL. BASIN # 7 * Q100 PRELIM. CALCS ************************************************************************** FILE NAME: AIB7.DAT TIME/DATE OF_STUDY: 8:13 12/28/1998 ---------------------------------------- ---------- 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 �.r *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5200 *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 'O20/ . .67 2.00 .03125 .1670 .01500 2 44.0 20.0 .0/ 020/ .020 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET of -Curb) as (Maximum Allowable Street Flow Depth) - (Top - 2. (Depth)*(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 -IS- CODE -=--2_1----------- »»>RATIONALMETHOD LSUBAREA NOMOGRAPHAFORYINITIAL<SUBAREA<< »USE TIME -OF -CONCENTRATION 3 �.: INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1609.10 DOWNSTREAM(FEET) = 1582.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.974 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.461 SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.55 .98 .10 32 9.97 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 6.09 6.09 TOTAL AREA(ACRES) = 1.55 PEAK FLOW RATE(CFS) _ **************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 6.2 --------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1582.80 DOWNSTREAM ELEVATION(FEET) = 1562.96 STREET LENGTH(FEET) = 807.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 44.00 Apft DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 '*ftw' INSIDE STREET CROSSFALL(DECIMAL).020 .020 OUTSIDE STREET CROSSFALL(DECIMAL) - .020 SPECIFIED NUMBER OF HALFSTREETS CARRYINGRUNOFF= 1 STREET PARKWAY CROSSFALL(DECIMAL) _ **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .43 HALFSTREET FLOOD WIDTH(FEET) = 13.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.24 PRODUCT OF DEPTH&VELOCITY = 1.80 STREET FLOW TRAVEL TIME(MIN.) = 3.17 Tc(MIN.) = 13.15 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.779 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA FP LAND USE GROUP (ACRES) (INCH/(DECIMAL) CN COMMERCIAL A 1.39 .9988 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 4.61 EFFECTIVE AREA(ACRES) = 2.94 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.94 PEAK FLOW RATE(CFS) = 9.74 END OF SUBAREA STREET FLOW HYDRAULICS: ,�•. DEPTH(FEET) _ .44 HALFSTREET FLOOD WIDTH(FEET) = 14.25 FLOW VELOCITY(FEET/SEC.) = 4.39 DEPTH*VELOCITY = 1.95 4 FLOW PROCESS FROM NODE 700.00 TO NODE 702.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.15 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.779 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.51 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 2.51 SUBAREA RUNOFF(CFS) = 8.32 EFFECTIVE AREA(ACRES) = 5.45 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 5.45 PEAK FLOW RATE(CFS) = 18.06 **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< UPSTREAM NODE ELEVATION(FEET) = 1558.02 DOWNSTREAM NODE ELEVATION(FEET) = 1554.27 FLOW LENGTH(FEET) = 570.55 MANNING'S N = .013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES �Orrr PIPE -FLOW VELOCITY(FEET/SEC.) = 6.59 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.06 PIPEFLOW TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 14.59 **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 1 ----------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.59 RAINFALL INTENSITY(INCH/HR) = 3.55 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 5.45 TOTAL STREAM AREA(ACRES) = 5.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.06 **************************************************************************** FLOW PROCESS FROM NODE 710.00 TO NODE 711.00 IS CODE = 2.1 t---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 5 IR >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1585.00 DOWNSTREAM(FEET) = 1566.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.621 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.700 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 8.69 .98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 25.13 TOTAL AREA(ACRES) = 8.69 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) .50 32 13.62 .98 25.13 **************************************************************************** FLOW PROCESS FROM NODE 711.00 TO NODE 712.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< UPSTREAM NODE ELEVATION(FEET) = 1560.50 DOWNSTREAM NODE ELEVATION(FEET) = 1558.56 FLOW LENGTH(FEET) = 102.80 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE PIPE -FLOW VELOCITY(FEET/SEC.) _ ESTIMATED PIPE DIAMETER(INCH) _ PIPE-FLOW(CFS) = 25.13 PIPEFLOW TRAVEL TIME(MIN.) _ IS 17.0 INCHES 10.54 24.00 NUMBER OF PIPES = 1 .16 Tc(MIN.) = 13.78 **************************************************************************** FLOW PROCESS FROM NODE 714.00 TO NODE 712.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.674 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.69 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.69 SUBAREA RUNOFF(CFS) = 10.58 EFFECTIVE AREA(ACRES) = 12.38 AREA -AVERAGED Fm(INCH/HR) _ .49 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 12.38 PEAK FLOW RATE(CFS) = 35.50 **************************************************************************** 6 ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 712.00 TO NODE 713.00 IS CODE = 3.1 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< UPSTREAM NODE ELEVATION(FEET) = 1557.88 DOWNSTREAM NODE ELEVATION(FEET) = 1555.38 FLOW LENGTH(FEET) = 80.69 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE PIPE -FLOW VELOCITY(FEET/SEC.) = ESTIMATED PIPE DIAMETER(INCH) = PIPE-FLOW(CFS) = 35.50 PIPEFLOW TRAVEL TIME(MIN.) _ IS 18.5 INCHES 13.67 24.00 NUMBER OF PIPES = 1 .10 Tc(MIN.) = 13.88 **************************************************************************** FLOW PROCESS FROM NODE 714.00 TO NODE 713.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.88 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.658 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 3.34 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.34 SUBAREA RUNOFF(CFS) = 9.53 EFFECTIVE AREA(ACRES) = 15.72 AREA -AVERAGED Fm(INCH/HR) _ .49 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .50 TOTAL AREA(ACRES) = 15.72 PEAK FLOW RATE(CFS) = 44.86 **************************************************************************** FLOW PROCESS FROM NODE 713.00 TO NODE 713.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.88 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.658 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .95 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .95 SUBAREA RUNOFF(CFS) = 3.04 EFFECTIVE AREA(ACRES) = 16.67 AREA -AVERAGED Fm(INCH/HR) _ .47 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .48 TOTAL AREA(ACRES) = 16.67 PEAK FLOW RATE(CFS) = 47.90 FLOW PROCESS FROM NODE 715.00 TO NODE 713.00 IS CODE _ 8.1 ---------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.88 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.658 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.98 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.98 SUBAREA RUNOFF(CFS) = 5.65 EFFECTIVE AREA(ACRES) = 18.65 AREA -AVERAGED Fm(INCH/HR) _ .47 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .48 TOTAL AREA(ACRES) = 18.65 PEAK FLOW RATE(CFS) = 53.55 **************************************************************************** FLOW PROCESS FROM NODE 713.00 TO NODE 713.00 IS CODE = 8.1 ------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.88 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.658 '#Wsl SUBAREA LOSS RATE DATA(AMC II): 14%W DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .89 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .89 SUBAREA RUNOFF(CFS) = 2.85 EFFECTIVE AREA(ACRES) = 19.54 AREA -AVERAGED Fm(INCH/HR) _ .45 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .46 TOTAL AREA(ACRES) = 19.54 PEAK FLOW RATE(CFS) = 56.41 **************************************************************************** FLOW PROCESS FROM NODE 713.00 TO NODE 703.00 IS CODE = 3.1 ---------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE_(NON-PRESSURE FLOW) ««< UPSTREAM NODE ELEVATION(FEET) = 1555.38 DOWNSTREAM NODE ELEVATION(FEET) = 1554.07 FLOW LENGTH(FEET) = 41.07 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.77 N ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.41 PIPEFLOW TRAVEL TIME(MIN.) _ .04 Tc(MIN.) = 13.93 **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 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.) = 13.93 RAINFALL INTENSITY(INCH/HR) = 3.65 AREA -AVERAGED Fm(INCH/HR) _ .45 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .46 EFFECTIVE STREAM AREA(ACRES) = 19.54 TOTAL STREAM AREA(ACRES) = 19.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.41 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.06 14.59 3.550 .97( .10) .10 5.45 700.00 2 56.41 13.93 3.651 .98( .45) .46 19.54 710.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. r ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 72.7 14.59 3.550 .975( .374) .38 25.0 700.00 2 74.1 13.93 3.651 .975( .377) .39 24.7 710.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 74.14 Tc(MIN.) = 13.925 EFFECTIVE AREA(ACRES) = 24.74 AREA -AVERAGED Fm(INCH/HR) _ .38 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .39 TOTAL AREA(ACRES) = 24.99 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 703.00 = 2377.55 FEET. **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 3.1 --------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< UPSTREAM NODE ELEVATION(FEET) = 1553.00 DOWNSTREAM NODE ELEVATION(FEET) = 1550.46 FLOW LENGTH(FEET) = 380.47 MANNING'S N = .013 ! DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.22 0 x ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 74.14 .irr PIPEFLOW TRAVEL TIME(MIN.) _ .69 Tc(MIN.) = 14.61 **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.547 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.42 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.42 SUBAREA RUNOFF(CFS) = 4.41 EFFECTIVE AREA(ACRES) = 26.16 AREA -AVERAGED Fm(INCH/HR) _ .36 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .37 TOTAL AREA(ACRES) = 26.41 PEAK FLOW RATE(CFS) = 75.01 **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 8.1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.547 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.18 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.18 SUBAREA RUNOFF(CFS) = 3.66 EFFECTIVE AREA(ACRES) = 27.34 AREA -AVERAGED Fm(INCH/HR) _ .35 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .36 TOTAL AREA(ACRES) = 27.59 PEAK FLOW RATE(CFS) = 78.68 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 27.59 TC(MIN.) = 14.61 EFFECTIVE AREA(ACRES) = 27.34 AREA -AVERAGED Fm(INCH/HR)= .35 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .36 PEAK FLOW RATE(CFS) = 78.68 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 78.7 14.61 3.547 .975( .350) .36 27.3 710.00 2 77.1 15.28 3.453 .975( .348) .36 27.6 700.00 END OF RATIONAL METHOD ANALYSIS err+' /O -' F0515P PAGE 1 WATER SURFACE PROFILE LISTING JOHN N. TETTENER & ASSOCIATES, LTD. SIERRA LAKES STORK DRAIN SYSTEM - 9/25/98 LINE "Z3", BASIN 7, WETLAND 11 12 SWSE=1550.01 FILE = LINE -Z3.1 ST( Y INVERT DEPTH W.S. G VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/EC SO SF AVE HF MORN DEPTH ZR «t« rtrrrtrt««rrtrtrr««rrrr«««rrrrr«trrrtrtr«««rrrrr««:rr«««««rr«««rrr«««««r««trtrrr«r«rrrrtrr«rrr««trr««r«rrt«rt«ttrrttrttttt 0.00 1542.00 8.010 1550.010 78.5 0.49 0.004 1550.014 0.00 1.717 10.00 4.00 2.00 0 0.00 20.69 0.01011 .000003 0.00 1.209 2.00 20.69 1542.21 7.800 1550.009 78.5 0.51 0.004 1550.013 0.00 1.717 10.00 4.00 2.00 0 0.00 20.19 0.01011 .000003 0.00 1.209 2.00 140.88 1542.41 7.596 1550.009 78.5 0.54 0.005 1550.014 0.00 1.717 10.00 4.00 2.00 0 0.00 3.62 0.01011 .000004 0.00 1.209 2.00 44.50 1542.45 7.560 1550.010 78.5 0.54 0.005 1550.015 0.00 1.717 10.00 4.00 2.00 0 0.00 HILL EXIT 2.00 Y� 44.50 1542.45 7.560 1550.010 78.5 11.10 1.915 1551.925 0.00 2.756 3.00 0.00 0.00 0 0.00 MCT STR 0.04148 .013677 0.18 0.00 58.00 ti 1543.01 7.279 1550.289 77.5 10.96 1.866 1552.155 0.00 2.746 3.00 0.00 0.00 0 0.00 22.50 0.04089 .013501 0.30 1.630 0.00 -80.50 1543.93 6.819 1550.749 77.5 10.96 1.866 1552.615 0.00 2.746 3.00 0.00 0.00 0 0.00 24.64 0.04140 .013501 0.33 1.624 0.00 11 1544.95 6.132 1551.082 77.5 10.96 1.866 1552.948 0.00 2.746 3.00 0.00 0.00 0 0.00 6 lopo 0.04117 .013501 0.85 1.626 0.00 168.03 1547.54 4.422 1551.962 77.5 10.96 1.866 1553:828 0.00 2.746 3.00 0.00 0.00 0 0.00 DRAULIC JUMP 0.00 168.03 1547.54 1.740 1549.280 77.5 18.24 5.163 1554.443 0.00 2.746 3.00 0.00 0.00 0 0.00 34.45 0.04117 .031694 1.09 1.626 0.00 202.48 1548.96 1.795 1550.753 77.5 17.55 4.785 1555.538 0.00 2.746 3.00 0.00 0.00 0 0.00 28.32 0.04117 .028424 0.80 1.626 0.00 a 19 12 F0515P PAGE WATER SURFACE PROFILE LISTING 2 JOHN M. TETTEMER & ASSOCIATES, LTD. SIERRA LAKES STORM DRAIN SYSTEM - 9/25/98 LINE "Z311, BASIN 7, WETLAND 11 & 12 SWSE=1550.01 FILE = LINE_Z3.I ON INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. AVBPR PIER L/ SO rrrrrrrrttrrtttrtrttrttttttttttttttttttttt,rrtttrtttrtrtrttrrrrtrttt:trrrttttrttttttr*111111*rtrrtttttrtttt*tttttrrtrrttrrtrrrrrrrrt SF AVE HF NORM DEPTH ZR 230.80 1550.12 1.869 1551.993 77.5 16.74 4.351 1556.344 0.00 2.746 3.00 0.00 0.00 0 0.00 19.87 0.04117 .025196 0.50 1.626 0.00 250.67 1550.94 1.947 1552.889 77.5 15.96 3.955 1556.844 0.00 2.746 3.00 0.00 0.00 0 0.00 14.71 0.04117 .022372 0.33 1.626 0.00 265.38 1551.55 2.030 1553.578 77.5 15.22 3.596 1557.174 0.00 2.746 3.00 0.00 0.00 0 0.00 11.14 0.04117 .019914 0.22 1.626 0.00 276.52 1552.01 2.120 1554.126 77.5 14.51 3.268 1557.394 0.00 2.746 3.00 0.00 0.00 0 0.00 8.55 0.04117 .017782 0.15 1.626 0.00 1 285.07 1552.36 2.217 1554.576 77.5 13.83 2.972 1557.548 0.00 2.746 3.00 0.00 0.00 0 0.00 6.47 0.04117 .015946 0.10 1.626 0.00 y 291.54 1552.62 2.324 1554.949 77.5 13.19 2.701 1557.650 0.00 2.746 3.00 0.00 0.00 0 0.00 ... 4.76 0.04117 .014382 0.07 1.626 0.00 L_ 296.30 1552.82 2.442 1555.263 77.5 12.58 2.455 1557.718 0.00 2.746 3.00 0.00 0.00 0 0.00 3.11 0.04117 .013090 0.04 1.626 0.00 X41 1552.95 2.578 1555.527 77.5 11.99 2.233 1557.760 0.00 2.746 3.00 0.00 0.00 0 0.00 �WW4 0.04117 / .012132 0.02 1.626 0.00 300.65 1553.00 2.746 ( 1555.746 1 l 77.5 11.43 2.028 1557.774 0.00 2.746 3.00 0.00 0.00 0 0.00 19 12 FILE: 1163-a.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 4-16-1999 Time: 5:21:26 SIERRA LAKES (CARTER AVE/AUGUSTA DR) Q100 - FINAL HYDRAULICS LINE A I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I -I- (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTior I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch *******+*I+*+******I********I**�******I*+*+***,rr1***++**I,r,r*****I*********I*•x*****I********I***,r****I****,r*+I******,rl*,r*+,+ I I I I I I I****+** .000 I 1553.020 -I- 2.773 -I- 1555.793 -I- 78.70 9.63 -I- 1.44 1557.23 .00 I 2.77 I 2.84 I 3.500 I I .000 .00 I 1 .0 -I- 5.561 .0035 -I- -I- .0062 -I- .03 -I- 2.77 -I- 1.00 3.50 -I- -I- .013 -I- .00 .00 1- PIPE 5.561 I I 1553.039 -I- I 2.919 I 1555.958 -I- I 78.70 -I- 9.18 -I- I 1.31 I 1557.27 .00 I 2.77 I 2.60 I 3.500 I I .000 .00 1 1 .0 -I- .229 .0035 -I- -I- .0059 -I- .00 -I- 2.92 -I- .89 3.50 -I- -I- .013 -I- .00 .00 1- PIPE 5.790 I I 1553.040 -I- I 2.922 -I- I 1555.962 -i- I 78.70 -I- 9.17 -I- I 1.31 I 1557.27 .15 I 2.77 I 2.60 I 3.500 I I .000 .00 I 1 .0 -I- 24.849 .0035 -I- .0057 -I- .14 -I- 3.07 -I- .89 -I- 3.50 -I- .013 -I- .00 .00 1- PIPE 30.639 I I 1553.128 I 3.094 I 1556.222 I 78.70 8.75 I 1.19 I 1557.41 .12 I 2.77 I 2.24 I 3.500 I I .000 .00 I 1 .0 37.211 .0035 .0054 .20 3.21 .77 3.50 .013 .00 .00 PIPE 67.850 -I- I I 1553.260 -I- I 3.237 -I- I 1556.497 -I- I 78.70 -I- 8.47 -I- I 1.11 -I- I 1557.61 -I- .12 I 2.77 I 1.85 I 3.500 I I .000 .00 I 1 .0 JUNCT STR .0000 .0052 .01 -I- 3.35 -I- .67 -I- -I- .013 -I- .00 .00 I- PIPE 69.600 -I- I 1553.260 -I- I I 3.442 -I- I 1556.702 -I- I 76.20 -I- 7.95 -I- I .98 I 1557.68 .03 I 2.73 I .89 I 3.500 I I .000 .00 I 1 .0 4.000 .0050 -I- .0052 -I- .02 -I- 3.48 -I- .43 3.19 -I- -I- .013 -I- .00 .00 1- PIPE 73.600 -I- I 1553.280 -I- I i 3.442 -I- I 1556.722 -I- I 76.20 -I- 7.95 -I- I .98 I 1557.70 .00 I 2.73 I .89 I 3.500 I I .000 .00 I 1 .0 4.250 .0024 I -I- .0052 -I- .02 -I- 3.44 -I- .43 3.50 -I- -I- .013 -I- .00 .00 1- PIPE 77.850 -I- 1553.290 -I- I I 3.457 -I- I 1556.747 -I- I 76.20 -I- 7.94 -I- I .98 I 1557.73 .00 I 2.73 I .77 I 3.500 I I .000 .00 I 1 .0 JUNCT STR .0057 -I- .0053 -I- .01 -I- 3.46 -I- .40 -I- -I- .013 -I- .00 .00 I- PIPE 79.610 -I- I 1553.300 -I- I I 3.563 -I- I 1556.863 -I- I 74.10 -I- 7.70 -I- I .92 I 1557.78 .00 I 2.69 I .00 I 3.500 I I .000 .00 I 1 .0 32.730 .0034 -I- .0054 -I- .18 -I- 3.56 -I- .00 -I- 3.50 -I- .013 -I- .00 .00 1- PIPE W 07 FILE: 1163-a.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 2 For: Madole and Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 4-16-1999 Time: 5:21:26 SIERRA LAKES (CARTER AVE/AUGUSTA DR) Q100 - FINAL HYDRAULICS LINE A I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I -I- Elev I (FT) I -I- Elev I -I- (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTior I.D.I ZL IPrs/Pip L/Elem -I- ICh Slope I I I -I- I -I- -I- SF Avel -I- HF -I- ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I (Type Ch I I I I I I I I 112.340 -I- 1553.410 3.631 -I- 1557.041 -I- 74.10 7.70 .92 1557.96 .00 2.69 I .00 I 3.500 I I .000 .00 I 1 .0 234.450 -I- .0035 -I- -I- -I- .0054 -I- 1.27 -I- .00 -I- .00 -I- 3.50 -I- .013 -I- .00 .00 1- PIPE 346.790 -I- I I 1554.230 I 4.147 -i- I 1558.377 -I- I 74.10 7.70 I .92 1559.30 I 00 I 2.69 I .00 I 3.500 I I .000 .00 I 1 .0 22.340 -I- .0036 I I -I- -I- -I- .0054 -I- ..12 -I- .00 -I- .00 -I- 3.50 -I- .013 -I- .00 .00 1- PIPE 369.130 -I- I I 1554.310 -I- 4.298 -I- 1558.608 -I- I 74.10 -I- 7.70 -I- I .92 -I- 1559.53 -I- I .00 I 2.69 I .00 I 3.500 I I .000 .00 I 1 .0 JUNCT STR .0145 I I .0043 .02 -I- .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 374.630 -I- I 1554.390 -I- I 4.898 -I- 1559.288 -I- I 56.00 -I- 5.82 I .53 1559.81 I .00 I 2.34 I .00 I 3.500 I I .000 .00 I 1 .0 29.140 .0151 -I- -I- .0031 -I- .09 -I- .00 -I- .00 -I- 1.65 -I- .013 -I- .00 .00 1- PIPE 403.770 -I- I 1554.830 -I- I I 4.613 -I- I 1559.443 -I- I 56.00 -I- 5.82 -I- I .53 1559.97 I .00 I 2.34 I .00 I 3.500 I I .000 .00 I 1 .0 JUNCT STR .0142 -I- .0027 -I- .01 -I- .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 407.990 -I- I 1554.890 -I- I I 4.787 -I- I 1559.677 -I- I 47.90 4.98 I .38 1560.06 I .00 I 2.16 I .00 I 3.500 I I .000 .00 I 1 .0 4.560 .0153 I I -I- -I- -I- .0023 -I- .01 -I- .00 -I- .00 -I- 1.51 -I- .013 -I- .00 .00 1- PIPE 412.550 -I- 1554.960 -I- I 4.751 -I- I 1559.711 -I- I 47.90 -I- 4.98 -I- I .38 1560.10 I .00 I 2.16 I .00 I 3.500 I I .000 .00 I 1 .0 6.770 .0148 -I- .0023 -I- .02 -I- 4.75 -I- .00 -I- 1.52 -I- .013 -I- .00 .00 1- PIPE 419.320 -I- I 1555.060 -I- I I 4.666 -I- I 1559.726 -I- I 47.90 -I- 4.98 -I- I .38 1560.11 I .00 I 2.16 I .00 I 3.500 I I .000 .00 I 1 .0 JUNCT STR .0142 I -I- .0018 -I- .01 -I- 4.67 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 423.540 -I- 1555.120 -I- I I 4.820 -I- I 1559.940 -I- I 35.50 3.69 I .21 1560.15 I .00 I 1.85 I .00 I 3.500 I I .000 .00 I 1 .0 68.600 .0152 -I- -I- -I- .0012 -I- .09 -I- 4.82 -I- .00 -I- 1.28 -I- .013 -I- .00 .00 1- PIPE FILE: 1163-a.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 3 For: Madole and Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 4-16-1999 Time: 5:21:26 SIERRA LAKES (CARTER AVE/AUGUSTA DR) Q100 - FINAL HYDRAULICS LINE A Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I -I- Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -I- I I -I- I -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fall) ZR -I IType Ch I I I I I I 492.140 I I 1556.160 -I- 3.865 1560.025 -I- -I- 35.50 -I- 3.69 .21 -I- -I- 1560.24 .00 1.85 I .00 I I 3.500 I .000 .00 I 1 .0 -I- JUNCT STR .2964 -I- -I- .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 497.470 I I 1557.740 I I 1.498 1559.238 I 25.00 I 9.90 1.52 I 1560.76 .12 I 1.76 I 1.73 I I 2.000 I .000 .00 I 1 .0 63.370 .0150 .0142 .90 1.62 1.45 1.49 .013 .00 .00 PIPE 560.840 -I- I I 1558.690 -I- I I 1.554 1560.244 -I- -I- I 25.00 -I- I 9.55 1.42 -I- -I- I 1561.66 -I- .00 I 1.76 I 1.67 I I 2.000 I .000 .00 I 1 .0 12.850 .0149 .0133 .17 -I- 1.55 -I- 1.34 -I- 1.49 -I- .013 -I- .00 .00 1- PIPE 573.690 -I- I I 1558.881 -I- I I 1.580 1560.461 -I- -I- I 25.00 -I- I 9.39 1.37 -I- -I- I 1561.83 .00 I 1.76 I 1.63 I I 2.000 I .000 .00 I 1 .0 17.447 .0149 .0125 -I- .22 -I- 1.58 -I- 1.29 -I- 1.49 -I- .013 -I- .00 .00 1- PIPE 591.137 -I- I I 1559.141 -I- I I 1.663 1560.804 -I- -I- I 25.00 -I- I 8.95 1.24 -I- -I- I 1562.05 -I- .00 I 1.76 I 1.50 I 2.000 I I .000 .00 I 1 .0 4.643 .0149 .0114 .05 -I- 1.66 -I- 1.16 -I- 1.49 -I- .013 -I- .00 .00 1- PIPE 595.780 -I- I I 1559.210 -I- I I 1.761 1560.971 -I- -I- I 25.00 -I- I 8.53 1.13 -I- -I- I 1562.10 -I- .00 -I- I 1.76 -I- I 1.30 -I- I I 2.000 -I- I .000 -I- .00 I 1 .0 I- Cl 1163-( )..,W T1 SIERRA LAKES (CARTER AVE/AUGUSTA DR T2 Q100 - FINAL HYDRAULICS T3 LINE A SO .0001553.020 1 R 5.7901553.040 1 .013 R 67.8501553.260 1 .013 JX 69.6001553.260 1 2 .013 2.500 R 73.6001553.280 1 .013 R 77.8501553.290 1 .013 JX 79.6101553.300 1 2 .013 2.100 R 112.3401553.410 1 .013 R 346.7901554.230 1 .013 R 369.1301554.310 1 .013 JX 374.6301554.390 1 3 .013 18.100 R 403.7701554.830 1 .013 JX 407.9901554.890 1 2 .013 8.100 R 412.5501554.960 1 .013 R 419.3201555.060 1 .013 JX 423.5401555.120 1 2 .013 12.400 Page 1 1555.790 1554.260 1554.300 1555.030 1555.830 1556.070 .000 -79.017 -60.0 -4.456 .000 60.0 .000 11.038 -31.831 60.0 -33.932 60.0 -8.314 .000 -60.0 C .000 0 .000 0 -2.865 .000 0 .000 0 m .000 0 .000 0 .000 0 -6.786 .000 0 -2.865 .000 0 .000 0 R 492.1401556.160 1 .013 .000 .000 0 JX 497.4701557.740 4 2 .013 10.500 1557.460 -60.0 6.786 R 560.8401558.690 4 .013 80.698 .000 0 R 595.7801559.210 4 .013 .000 .000 0 SH 595.7801559.210 4 1559.140 CD 1 4 1 .000 3.500 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 2.250 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 Q 25.000 .0 v Page 2 FILE: 1163-b.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 4-16-1999 Time: 4:54:48 SIERRA LAKES (CARTER AVE/AUGUSTA DRIVE) Q100 - FINAL HYDRAULICS LINE B (CARTER AVE FROM AUGUSTA TO SIERRA) Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I -i- Elev I -I- (CFS) I (FPS) Head I -I- -I- -I- Grd.E1.1 -I- Elev -I- I Depth -I- I Width -I- IDia.-FTIor -I- I.D.1 -I- ZL -I IPrs/Pip -I- -I- L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR (Type Ch I I I I I I I I I I I 2.020 I 1555.020 4.270 1559.290 18.10 4.55 .32 1559.61 -t- .00 1.49 .00 2.250 .000 .00 I 1 .0 -I- 17.480 -I- .0034 -I- -I- -I- -I- -I- .0034 .06 -I- 4.27 -I- .00 -I- 1.84 -I- .013 -I- .00 .00 1- PIPE I 19.500 I 1555.080 I 4.270 1559.350 I I I 18.10 4.55 .32 I 1559.67 .00 I 1.49 I .00 I I 2.250 I .000 .00 I 1 .0 -I- 11.840 -I- .0034 -I- -I- -I- -I- -I- .0034 -I- .04 -I- .00 -I- .00 -I- 1.85 -I- .013 -I- .00 .00 1- PIPE I 31.340 I 1555.120 I 4.303 1559.423 I I I 18.10 4.55 .32 I 1559.74 .00 I 1.49 I .00 I I 2.250 I .000 .00 I 1 .0 -I- 300.020 -I- .0035 -I- -I- -I- -I- -I- .0034 -I- 1.02 -I- .00 -I- .00 -I- 1.82 -I- .013 -I- .00 .00 1- PIPE i 331.360 I 1556.170 I 4.303 1560.473 I I I 18.10 4.55 .32 I 1560.80 .00 I 1.49 I .00 I I 2.250 I .000 .00 I 1 .0 -I- 227.450 -I- .0035 -I- -I- -I- -I- -I- .0034 -I- .78 -I- 4.30 -I- .00 -i- 1.82 -I- .013 -I- .00 .00 1- PIPE JUNCT STR .0000 .0034 .00 4.28 .00 .013 .00 .00 PIPE I 558.810 I 1556.980 I 4.277 1561.257 I I I 18.00 4.53 .32 I 1561.58 .00 I 1.48 I .00 I I 2.250 I .000 .00 I 1 .0 -I- 50.920 -I- .0033 -I- -I- -I- -I- -I- .0034 -I- .17 -I- 4.28 -I- .00 -I- 1.86 -I- .013 -I- .00 .00 1- PIPE I 609.730 I 1557.150 I 4.279 1561.429 1 I I 18.00 4.53 .32 I 1561.75 .00 I 1.48 I .00 I 2.250 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0507 -I- -I- -I- -I- -I- .0024 -I- .01 -I- 4.28 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE I 615.060 1557.420 I I 4.438 1561.858 I I I 8.30 2.64 .11 -I- -I- -I- I 1561.97 -I- .00 I 1.03 -I- I .00 -I- I 2.000 I I .000 .00 I 1 .0 -I- 84.280 -I- .0036 -I- -I- .0013 .11 -I- 4.44 .00 1.13 -I- .013 -I- .00 .00 1- PIPE I 699.340 -I- 1557.720 -I- I I 4.252 -I- 1561.972 -I- I I I 8.30 2.64 .11 -I- -I- -I- I 1562.08 -I- .00 -I- I 1.03 -I- I .00 -I- I 2.000 -I- I I .000 -I- .00 I 1 .0 I- 1163 lw Tl SIERRA LAKES (CARTER AVE/AUGUSTA DRIVE) T2 Q100 - FINAL HYDRAULICS T3 LINE B (CARTER AVE FROM AUGUSTA TO SIERRA) SO 2.0201555.020 1 .000 0 14.181 .000 0 R 19.501555.080 1 .013 .000 0 R 31.3401555.120 1 .000 0 .013 R 331.3601556.170 1 .013 R 558.8101556.970 1 .013 JX 558.8101556.980 1 2 .013 .100 R 609.7301557.150 1 .013 JX 615.0601557.420 3 1 .013 9.700 R 699.3401557.720 3 .013 SH 699.3401557.720 3 CD 1 4 1 .000 2.250 .000 .000 .000 CD 2 4 1 .000 1.500 .000 .000 .000 CD 3 4 1 .000 2.000 .000 .000 .000 Q 8.300 .0 Page 1 kD 1559.290 1557.350 1557.670 1557.720 .00 .00 .00 A .000 .000 0 -23.377 .000 0 14.181 .000 0 .000 .000 0 -60.0 .000 .000 0 -60.0 .000 .000 0 WE$ E [ I 0- � FILE: 1163-Al.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 4-19-1999 Time: 5:21:34 SIERRA LAKES - CARTER AVE MAINLINE Q100 - FINAL HYDRAULICS LATERAL A I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NlNorm Dp I "N" I X -Fall) ZR IType Ch I I I I I i I I I I I I I 4.820 1554.270 2.430 1556.700 3.90 2.21 .08 1556.78 .00 .76 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 20.000 .0055 .0014 .03 2.43 .00 .75 .013 .00 .00 PIPE I I I I I I I I I I I I I 24.820 1554.380 2.348 1556.728 3.90 2.21 .08 1556.80 .00 .76 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 24.820 1554.380 2.461 1556.841 3.90 .40 .00 1556.84 .00 .31 4.00 4.000 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I - CATCH BASIN IS RECEIVING 1.4 FROM C.B. NO. 4, 1.4 cfs, FOR A TOTAL OF 3.9cfs. N O m Tl SIERRA LAKES - CARTER AVE MAINLINE T2 Q100 - FINAL HYDRAULICS T3 LATERAL A SO 4.8201554.270 1 R 24.8201554.380 1 .013 WE 24.820 .000 2 .500 SH 24.8201554.380 1 1163 .rsw CD 1 4 1 .000 1.500 .000 .000 .000 CD 2 2 0 .000 4.000 4.000 .000 .000 Q 3.900 .0 Page 1 N 1556.700 1554.380 .00 .00 0 .000 .000 0 N ti FILE: 1163-A2.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 4-19-1999 Time: 9:14:38 SIERRA LAKES - CARTER AVE MAINLINE Q100 - FINAL HYDRAULICS LATERAL B Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I -I- (CFS) I (FPS) Head I Grd.El.1 Elev -I- I Depth I Width -I- IDia.-FTIor I.D.I ZL IPrs/Pip -I- -I- L/Elem ICh Slope I -I- I I -I- -I- -I- I SF Avel -I- HF ISE DpthiFroude -I- NINorm Dp -I- -I- I "N" I X -Fall) ZR -I (Type Ch I I I I I I I I I 4.820 1554.300 2.570 1556.870 2.10 1.19 .02 1556.89 .00 .55 .00 1 I I 1.500 .000 .00 I 1 .0 -I- -I- 64.110 .0051 -I- -I- -I- -I- -I- .0004 -I- -I- .03 2.57 -I- -I- .00 .54 -I- -I- .013 .00 .00 1- PIPE I I 68.930 1554.630 I I 2.266 1556.896 i I 2.10 1.19 .02 I 1556.92 .00 I I .55 .00 I I I 1.500 .000 .00 I 1 .0 WALL ENTRANCE I I 68.930 1554.630 -I- -I- I I 2.299 1556.929 -I- -I- I I 2.10 .23 .00 -I- -I- -I- I 1556.93 .00 -I- -I- I I .20 4.00 -I- -I- I I I 4.000 4.000 -I- -I- .00 I 0 .0 I- N ti 1163- ..sw T1 SIERRA LAKES - CARTER AVE MAINLINE T2 Q100 - FINAL HYDRAULICS T3 LATERAL B SO 4.8201554.300 1 R 68.9301554.630 1 .013 WE 68.930 .000 2 .500 SH 68.9301554.630 1 CD 1 4 1 .000 1.500 .000 .000 .000 CD 2 2 0 .000 4.000 4.000 .000 .000 Q 2.100 .0 w Page 1 1556.870 1554.930 .00 .00 A .000 .000 0 l_)� FILE: S1163-C.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 4-19-1999 Time: 9:37:40 SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY LATERAL C Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -i- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 4.820 1555.900 3.780 1559.680 8.10 4.58 .33 1560.01 .00 1.10 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 33.060 .0578 .0059 .20 3.78 .00 .58 .013 .00 .00 PIPE I I I I I I I I I I I I I 37.880 1557.810 2.115 1559.925 8.10 4.58 .33 1560.25 .00 1.10 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 37.880 1557.810 2.617 1560.427 8.10 .77 .01 1560.44 .00 .50 4.00 4.000 4.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- N �A m T1 SIERRA LAKES - CARTER AVE. T2 LATERAL C T3 SO 4.8201555.900 1 R 37.8801557.810 1 WE 37.8801557.810 2 SH 37.8801557.810 2 CD 1 4 1 .000 1.500 CD 2 2 0 .000 4.000 Q 8.100 .0 S1163( .sw HYDRAULIC STUDY 1559.680 .013 .500 1557.810 .000 .000 .000 .00 4.000 .000 .000 .00 ti Ui Page 1 x .000 45.000 0 N ON 0 FILE: S1163-D.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 4-19-1999 Time:10:40:56 SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY LATERAL D Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- L/Elem ICh Slope I -I- -I- I I -I- -I- -I- -I- -I- I SF Avel HF ISE DpthlFroude -I- -I- NINorm Dp -I- -I- I "N" I X-Fa111 ZR -I (Type Ch I I I I I I I 4.820 1556.140 I 3.800 1559.940 12.40 3.95 .24 1560.18 .00 -i- 1.27 I .00 I I I 2.000 .000 .00 I 1 .0 -I- -I- 13.660 .0849 -I- -I- -I- -I- -I- -I- .0030 .04 3.80 -I- .00 -I- .59 -I- -I- .013 .00 .00 1- PIPE I I 18.480 1557.300 I I 2.717 1560.017 I I I 12.40 3.95 .24 1560.26 .00 I 1.27 I .00 I I I 2.000 .000 .00 I 1 .0 WALL ENTRANCE I I 18.480 1557.300 -I- -I- I I 3.101 1560.401 -I- -I- I I I 12.40 1.00 .02 1560.42 .00 -I- -I- -I- -I- -I- I .67 -I- I 4.00 -I- I I I 4.000 4.000 -I- -I- .00 I 0 .0 I- N ON S1163 .rsw Tl SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY T2 LATERAL D T3 SO 4.8201556.140 1 R 18.4801557.300 1 .013 WE 18.4801557.300 2 .500 SH 18.4801557.300 2 CD 1 4 1 .000 2.000 CD 2 2 0 .000 4.000 Q 12.400 .0 1559.940 1557.300 .000 .000 .000 .00 4.000 .000 .000 .00 N Page 1 Col .000 45.000 0 N Ob 0 cff FILE: S1163-E.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 4-19-1999 Time: 9:52:53 SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY LATERAL E I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- L/Elem ICh -i- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I IType Ch I I I I 2.020 I 1557.530 i 2.500 1560.030 -I- I 10.50 -I- 5.94 .55 -I- 1560.58 .00 I 1.25 I .00 I 1.500 I I .000 .00 I 1 .0 -I- 27.325 -I- .0360 -I- -I- .0100 -I- .27 -I- 2.50 -I- .00 -i- .77 -I- .013 -I- .00 .00 1- PIPE I 29.345 I 1558.514 I 1.841 I 1560.355 I 10.50 5.94 I .55 I 1560.90 .00 I 1.25 I .00 I 1.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP I 29.345 I 1558.514 I .810 1559.324 I I 10.50 -I- 10.79 I 1.81 I 1561.13 .00 I 1.25 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- 3.447 -I- .0360 -I- -I- -I- -I- .0310 -I- .11 -I- .81 -I- 2.36 -i- .77 -I- .013 -I- .00 .00 1- PIPE I 32.792 I 1558.638 I .810 1559.448 I I 10.50 -I- 10.79 I 1.81 I 1561.26 .00 I 1.25 I 1.50 I 1.500 I I .000 .00 I 1 .0 -I- 19.300 -I- .0360 -I- -I- -I- -I- .0292 -I- .56 -I- .81 -I- 2.36 -I- .77 -I- .013 -I- .00 .00 1- PIPE I 52.092 I 1559.333 I .841 1560.175 I I 10.50 -I- 10.29 I• 1.64 I 1561.82 .00 I 1.25 I 1.49 I 1.500 I I .000 .00 I 1 .0 -I- 11.289 -I- .0360 -I- -I- -I- -I- .0257 -I- .29 -I- .84 -I- 2.19 -I- .77 -I- .013 -I- .00 .00 1- PIPE I 63.382 -I- 1559.740 -I- I I .875 -I- 1560.615 I I 10.50 -I- 9.81 -I- I 1.49 -I- I 1562.11 .00 I 1.25 I 1.48 I 1.500 I I .000 .00 I 1 .0 7.574 .0360 -I- .0228 -I- .17 -I- .87 -I- 2.03 -I- .77 -I- .013 -I- .00 .00 1- PIPE 70.955 -I- I 1560.013 I I .910 -I- 1560.923 I I 10.50 -I- 9.35 -I- I 1.36 -I- I 1562.28 .00 I 1.25 I 1.47 I 1.500 I I .000 .00 I 1 .0 5.418 -I- .0360 -I- .0202 -I- .11 -I- .91 -I- 1.88 -I- .77 -I- .013 -I- .00 .00 1- PIPE 76.373 I 1560.208 I I .948 1561.156 I I 10.50 8.92 I 1.24 1 1562.39 .00 I 1.25 I 1.45 I 1.500 I I .000 .00 I 1 .0 -i- 3.981 -I- .0360 -I- -I- -I- -I- -I- .0179 -I- .07 -I- .95 -I- 1.74 -I- .77 -I- .013 -I- .00 .00 1- PIPE 80.354 I 1560.351 I I .988 1561.339 I I 10.50 8.50 I 1.12 I 1562.46 .00 I 1.25 I 1.42 I 1.500 I I .000 .00 I 1 .0 -I- 2.946 -I- .0360 -I- -I- -I- -I- -I- .0159 -I- .05 -I- .99 -I- 1.61 -I- .77 -I- .013 -I- .00 .00 1- PIPE N Ob N kD FILE: S1163-E.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 2 For: Madole and Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 4-19-1999 Time: 9:52:53 SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY LATERAL E Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- -I- I I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- -I- I "N" I X -Fall) -I ZR (Type Ch I 83.300 I 1560.457 I I 1.031 1561.488 I 10.50 I 8.11 1.02 I 1562.51 .00 I 1.25 I 1.39 I I I 1.500 .000 .00 I 1 .0 2.137 .0360 .0142 .03 1.03 1.48 .77 .013 .00 .00 PIPE I 85.437 I 1560.534 I 1.077 1561.611 I I 10.50 I 7.73 .93 -I- I 1562.54 .00 I 1.25 I 1.35 I I I 1.500 .000 .00 I 1 .0 -I- 1.472 -f- .0360 -I- -I- -I- -I- .0127 -I- .02 -I- 1.08 -I- 1.36 -I- .77 -I- -I- .013 .00 .00 1- PIPE I 86.909 I 1560.587 I 1.127 1561.714 -I- I I 10.50 I 7.37 .84 I 1562.56 .00 I 1.25 I 1.30 I I I 1.500 .000 .00 I 1 .0 -I- .877 -I- .0360 -I- -I- -I- -I- .0114 -I- .01 -I- 1.13 -I- 1.24 -I- .77 -I- -I- .013 .00 .00 1- PIPE I 87.786 I 1560.619 I 1.182 1561.801 -I- -I- I I 10.50 I 7.03 .77 -I- I 1562.57 .00 I 1.25 I 1.23 I I I 1.500 .000 .00 I 1 .0 -I- .304 -I- .0360 -I- -I- .0103 -I- .00 -I- 1.18 -I- 1.12 -I- .77 -I- -I- .013 .00 .00 1- PIPE 88.090 1560.630 1.245 1561.875 10.50 6.70 .70 1562.57 .00 1.25 1.13 1.500 .000 .00 1 .0 WALL ENTRANCE 88.090 -I- I I 1560.630 -I- I 2.457 1563.087 -I- -I- I I 10.50 -I- I 1.07 .02 -I- -I- I 1563.10 -I- .00 -I- I .60 -I- I 4.00 -I- I I I 4.000 4.000 -I- -I- .00 I 0 .0 I- N kD z T1 SIERRA LAKES - CARTER AVE. T2 LATERAL E T3 SO 2.0201557.530 1 R 88.0901560.630 1 WE 88.0901560.630 2 SH 88.0901560.630 2 CD 1 4 1 .000 1.500 CD 2 2 0 .000 4.000 Q 10.500 .0 S11630..sw HYDRAULIC STUDY 1560.030 .013 .500 1560.630 .000 .000 .000 .00 4.000 .000 .000 .00 WO Page 1 w .000 45.000 0 (, jD i ) T FILE: S1163-F.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 4-19-1999 Time:10:11:58 SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY LATERAL F xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx:xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxx Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I -I- -I- (FT) I Elev -I- -I- I (CFS) I (FPS) Head I Grd.E1.1 Elev -I- -I- -I- -I- -I- I Depth I Width -I- -I- IDia.-FTior I.D.1 -I- ZL IPrs/Pip -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp -I- I "N" I X -Fall) ZR (Type Ch xxxxxxxxxlxxxxxxxxxlxxxxxxxxlxxxxxxxxxlxxxxxxxxxlxxxxxxxlxxxxxxxlxxxxxxxxxlxxxxxxxlxxxxxxxxlxxxxxxxxlxxxxxxxlxxxx*xxlx*xxx Ixxxxxxx I I 3.800 1557.350 I 3.910 1561.260 -I- I I I I .10 .06 .00 1561.26 .00 -I- I I .12 .00 I I I 1.500 .000 .00 I 1 .0 -I- -I- 22.760 .0330 -I- -I- -I- -I- -I- .0000 .00 3.91 -I- -I- .00 .08 -I- -I- .013 .00 .00 1- PIPE WALL ENTRANCE I I 26.560 1558.100 -I- -I- I 3.160 1561.260 -I- -I- I I I I .10 .01 .00 1561.26 .00 -I- -I- -I- -I- -I- I I .03 4.00 -I- -I- I I 1 4.000 4.000 -I- -I- .00 1 0 .0 I- [ S1163( )wsw T1 SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY T2 LATERAL F T3 SO 3.8001557.350 1 R 26.5601558.100 1 .013 WE 26.5601558.100 2 .500 SH 26.5601558.100 2 CD 1 4 1 .000 1.500 .000 .000 .000 CD 2 2 0 .000 4.000 4.000 .000 .000 Q .100 .0 ti Page 1 1561.260 1558.100 .00 .00 A .000 45.000 0 6 - FILE: 51163-G.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - SIN 749 WATER SURFACE PROFILE LISTING Date: 4-19-1999 Time:10:21:44 SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY LATERAL G •+******,tir***r**�**************i.*,t**,t*,t****+,t*�*******,t«********a*,t**a*,tfr***:*.r**,r*«r,t+�r******,t*****,r*******��*+r***r*,r* .******* Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope -I- -I- I I I -i- -I- -I- I SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I I 2.020 I 1557.670 I I 4.300 1561.970 9.70 5.49 .47 I 1562.44 .00 I 1.20 I .00 i 1.500 I I .000 .00 I 1 .0 -I- 12.480 -I- .0304 -I- -I- -I- -I- -I- .0085 -I- .11 -I- .00 -I- .00 -I- .78 -I- .013 -I- .00 .00 1- PIPE 14.500 I 1558.050 I I I 4.080 1562.130 I I 9.70 5.49 .47 I 1562.60 .00 I 1.20 I .00 I 1.500 I I .000 .00 I 1 .0 -I- 23.560 -I- •.0267 -I- -I- -I- -I- -I- .0085 -I- .20 -I- 4.08 -I- .00 -I- .81 -I- .013 -I- .00 .00 1- PIPE 38.060 I 1558.680 I i I 3.651 1562.331 I I 9.70 5.49 .47 I 1562.80 .00 I 1.20 I .00 I 1.500 I I .000 .00 I 1 .0 -I- 40.440 -I- .0252 -I- -I- -I- -I- -I- .0085 -I- .34 -I- 3.65 -I- .00 -I- .82 -I- .013 -I- .00 .00 1- PIPE 78.500 t 1559.700 I I I 2.976 1562.676 I I 9.70 5.49 .47 I 1563.14 .00 I 1.20 I .00 I 1.500 I I .000 .00 I 1 .0 WALL ENTRANCE 78.500 -I- I 1559.700 -I- I I I 3.677 1563.377 -I- -I- I I 9.70 .66 .01 -I- -I- -I- I 1563.38 -I- .00 -I- I .57 -I- I 4.00 -I- i 4.000 -I- I I 4.000 -I- .00 I 0 .0 I- m S1163( sw Tl SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY T2 LATERAL G .000 0 T3 SO 2.0201557.670 1 R 14.5001558.050 1 .013 R 38.0601558.680 1 .013 R 78.5001559.700 1 .013 WE 78.5001559.700 2 .500 SH 78.5001559.700 2 CD 1 4 1 .000 1.500 .000 .000 .000 CD 2 2 0 .000 4.000 4.000 .000 .000 Q 9.700 .0 4v Page 1 1561.970 1559.700 .00 .00 C 30.000 .000 0 .000 .000 0 .000 .000 0 �; ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 FILE NAME: CBNOI.RES ************************** DESCRIPTION OF STUDY ************************** * SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY * * C.B. NO.1, LATERAL A * CARTER AVE., NORTH SIDE NEAR BASIN NO.7 ************************************************************************** TIME/DATE OF STUDY: 16:13 4/19/1999 ------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE (, 1 .00 100.00 ;4%W 2 28.50 99.43 3 29.90 99.29 4 30.00 99.96 SUBCHANNEL SLOPE(FEET/FEET) _ .008100 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 ........................................................................... SUBCHANNEL FLOW(CFS) = 4.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.02 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.017 SUBCHANNEL FROUDE NUMBER = .934 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 13.96 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .14 --------------------------------------------------------------- ----------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 3.90 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 4.08 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 99.68 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ------------------------------------------------------- 35 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE ^ (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311 FAX 909-948-8464 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16:19 4/19/1999 FILE NAME: SCBNOI.RES ************************** DESCRIPTION OF STUDY ************************** * SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY * C.B. NO.1, LATERAL A * CARTER AVE., NORTH SIDE NEAR BASIN NO.7 ************************************************************************** **************************************************************************** »»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) = 3.90 GUTTER FLOWDEPTH(FEET) _ .39 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 10.46 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 10.5 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 3.9 - -------------------------- -------------------------- - usE W= /4 s77). c. 8. wid 74h d 2.50715 71-61 36 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 FILE NAME: CBNO2.RES ************************** DESCRIPTION OF STUDY ************************** * SIERRA AVE. - CARTER AVE. HYDRAULIC STUDY * C.B. NO.2, LATERAL B * CARTER AVE. SOUTH SIDE NEAR BASIN NO. 7 ************************************************************************** TIME/DATE OF STUDY: 16:34 4/19/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 err 2 39.50 99.21 3 40.90 99.07 4 41.00 99.74 SUBCHANNEL SLOPE(FEET/FEET) _ .008700 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 ............................................................................ SUBCHANNEL FLOW(CFS) = 2.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.28 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 1.804 SUBCHANNEL FROUDE NUMBER = .932 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 10.95 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .12 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 2.10 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 2.30 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 99.40 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------- �^""' 37 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE �^ (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311 FAX 909-948-8464 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16:46 4/19/1999 FILE NAME: SCBNO2.RES ************************** DESCRIPTION OF STUDY ************************** * SIERRA AVE. - CARTER AVE. HYDRAULIC STUDY * C.B. NO. 2, LATERAL B * CARTER AVE. SOUTH SIDE NEAR BASIN NO.7 ************************************************************************** **************************************************************************** »»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. �r STREETFLOW(CFS) = 2.10 GUTTER FLOWDEPTH(FEET) _ .33 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 6.70 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 6.7 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 2.1 - - - ---------------------- 3S CT ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 FILE NAME: CBNO3.RES ************************** DESCRIPTION OF STUDY ************************** * SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY * C.B. NO.3, LATERAL C * NORTHEAST CORNER AUGUSTA AVE./CARTER AVE. INT. ************************************************************************** TIME/DATE OF STUDY: 15:31 4/19/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE t 40,11, 1 .00 100.00 fir✓ 2 20.50 99.59 3 21.90 99.45 4 22.00 100.12 SUBCHANNEL SLOPE(FEET/FEET) _ .019400 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 .......................................................................... SUBCHANNEL FLOW(CFS) = 8.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.46 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.326 SUBCHANNEL FROUDE NUMBER = 1.469 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 15.47 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .16 ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 8.10 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 8.20 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 99.87 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------- 39 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE C (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311 FAX 909-948-8464 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:44 4/19/1999 ************************** DESCRIPTION OF STUDY ************************** * SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY * C.B. NO.3, LATERAL C * NORTHEAST CORNER AUGUSTA AVE./CARTER AVE. INT. ************************************************************************** **************************************************************************** »»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) = 8.10 GUTTER FLOWDEPTH(FEET) = .42 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 20.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 20.1 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 8.1 ----------------------------- 615 1n1= 2 / s TI>. C• 6. &P7 ¢O ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS -------------------------- (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 FILE NAME: CBNO4.RES ************************** DESCRIPTION OF STUDY ************************** * SIERRA LAKES AVE. - CARTER AVE. HYDRAULIC STUDY * C.B. NO.4, LATERAL D * NORTHWEST CORNER AUGUSTA AVE./CARTER AVE. INT. ************************************************************************** TIME/DATE OF STUDY: 15:50 4/19/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE loom., 1 .00 100.00 %o„ 2 20.50 99.59 3 21.90 99.45 4 22.00 100.12 SUBCHANNEL SLOPE(FEET/FEET) _ .019400 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 ............................................................................ SUBCHANNEL FLOW(CFS) = 13.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.48 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.724 SUBCHANNEL FROUDE NUMBER = 1.511 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 18.48 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .19 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 12.40 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 12.97 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 99.93 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------4-5 - 4/ **************************************************************************** (� HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311 FAX 909-948-8464 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:57 4/19/1999 FILE NAME: SCBN04.RES ************************** DESCRIPTION OF STUDY ************************** * SIERRA AVE. - CARTER AVE. HYDRAULIC STUDY * C.B. N0.4, LATERAL D * NORTHWEST CORNER AUGUSTA AVE./CARTER AVE. INT. ************************************************************************** **************************************************************************** »»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) = 12.40 GUTTER FLOWDEPTH(FEET) = .48 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 21.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 26.7 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 11.0 n g ce c d b-� er' a Ivo. 2 ¢2 N w , RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 FILE NAME: CBN05.RES ************************** DESCRIPTION OF STUDY ************************** * SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY * C.B. NO. 5, LATERAL F * NORTHWEST CORNER SIERRA AVE./CARTER AVE. INT. ************************************************************************** TIME/DATE OF STUDY: 14:35 4/19/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE .. 1 .00 100.00 2 28.50 99.43 3 29.90 99.29 4 30.00 99.96 SUBCHANNEL SLOPE(FEET/FEET) _ .010800 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 ............................................................................ SUBCHANNEL FLOW(CFS) = 1.0 SUBCHANNEL FLOW AREA(SQUARE FEET) _ .63 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 1.623 SUBCHANNEL FROUDE NUMBER = .982 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 7.44 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .08 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 1.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 1.02 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 99.55 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ---------------------------------------------------------------------------- ¢3 **************************************************************************** \ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311 FAX 909-948-8464 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:55 4/19/1999 ************************** DESCRIPTION OF STUDY ************************** * SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY * C.B.NO. 5. LATERAL F * NORTHWEST CORNER SIERRA AVE./CARTER AVE. INT. ************************************************************************** **************************************************************************** »»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. Oak BASIN INFLOW(CFS) = 1.00 BASIN OPENING(FEET) _ .83 DEPTH OF WATER(FEET) _ .28 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.19 DOUBLE THE C.B IN THIS SUMP LOCATION W=7' i� ND D•5 GAS A� O./ 07'< fri6Uta✓!��! �a i f. �• 6 7�f0� . ld'll2 V -C ►- CYjvc� Lt 1' /a D ? / 46i7 / / n 0 fir C� f C� < / c ,� s. `, a s� fv= / ° ° �4s N 44 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS -- ---------------------------------------- (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311, FAX 909-948-8464 FILE NAME: CBNO6.RES ************************** DESCRIPTION OF STUDY ************************** * SIERRA AVE. LAKES - CARTER AVE. HYDRAULIC STUDY * * C.B. NO. 6, LATERAL G * NORTHWEST CORNER SIERRA AVE./CARTER AVE. INT. ************************************************************************** TIME/DATE OF STUDY: 14: 8 4/19/1999 ---------------------------------------------------------------------------- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 61.50 98.77 3 62.90 98.63 4 63.00 99.30 SUBCHANNEL SLOPE(FEET/FEET) _ .025200 SUBCHANNEL MANNINGS FRICTION FACTOR = .018000 .......................................................................... SUBCHANNEL FLOW(CFS) = 10.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.62 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.868 SUBCHANNEL FROUDE NUMBER = 1.682 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 15.97 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .16 ------------------------------------------------------------------------- --------------------------------------------------------------------------- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 9.70 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 10.14 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 99.06 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. --------------------------------------------------------------------------- 45 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311 FAX 909-948-8464 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:14 4/19/1999 FILE NAME: SCBNO6.RES ************************** DESCRIPTION OF STUDY ************************** * SIERRA LAKES - CARTER AVE. HYDRAULIC STUDY * C.B. NO. 6, LATERAL G * NORTHWEST CORNER SIERRA AVE./CARTER AVE INT. ************************************************************************** **************************************************************************** »»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. ,%rr STREETFLOW(CFS) = 9.70 GUTTER FLOWDEPTH(FEET) = .43 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 21.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 23.5 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 9.2 6% 7 - °l. 2 0-5 c,'s �'/ow = 6� t� C•, �v� . G; R 46 No V! - 96 .0 / 71 1 5- QAC CB/ — w S O ELEV 1558 D ,7o0.�ELEV-1.609, 2.51 COMM'L lvral 1'I LEGEND - FLOW PATH ACREAGE v.o LAND USE ONODE NUMBER m - CATCH BASIN lvral 1'I