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HomeMy WebLinkAboutMiller Ave Storm Drain January 2003MILLER AVENUE SD Cherry Avenue to Beech Avenue CITY OF FONTANA DRAINAGE STUDY January 24, 2003 Reference (692-1722) Madole & Associates, Inc. 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948-1311 Fax 948-8464 Aaron T. eers Date R.C.E. 62183 Exp. 9/30/05 wee°��NQ"Ass a No. 62183 cn rrg a s Exp'—j' ?" OF tV1� CONTENTS SECTION TITLE ❑ A DISCUSSION ❑ Vicinity Map ❑ Index Map ❑ Q Q25 HYDROLOGY Q100HYDROLOGY ❑ H STORM DRAIN HYDRA ULICS ❑ Line L ❑ Line B ❑ R REFERENCES & MAPS ❑ Soils Map (from San Bernardino County Hydrology Manual) ❑ Isohyetal Map (from San Bernardino County Hydrology Manual) ❑ Drainage System Outlet Reference Drawings ❑ Hydrology Map ❑ Hydraulic Exhibits VICINITY MAP NTS BASELINE ROAD eP;;i'Pri�?4y�'LLJLLJz LJLLJAVENUEBOULEVARDcrARROW < AVENUE VICINITY MAP NTS DISCUSSION Purpose The purpose of this drainage study is to determine if there is available capacity in the Miller Avenue storm drain system to accommodate runoff from the properties east of Beech Avenue and south of Baseline Avenue. This study will also determine drainage facility requirements along Miller Avenue east of Live Oak Avenue. The tributary area is bounded by Baseline Avenue on the north, Sultana Avenue on the east, Cherry Avenue on the west and Miller Avenue on the south in the City of Fontana, County of San Bernardino, California. Existiniz Condition The original master planned facility along Cherry Avenue was designed for a 25 -year storm with an ability to handle a 100 -year storm using the street capacity. Approximately 410 cfs produced from a 100 -year storm event was expected to flow to Cherry Avenue from a drainage area of 523 acres located north of Baseline Avenue. However, the construction of the Baseline Avenue RCB will now intercept all runoff north of Baseline Avenue, leaving only the area south of Baseline tributary to the existing Cherry Avenue storm drain system. This reduction in runoff has set a lower hydraulic control for the Miller Avenue storm drain system, thus providing additional capacity in the existing system. Proposed Condition The hydrology and hydraulic calculations in this report show that the Miller Avenue storm drain system can handle a 100 -year storm in the lower reaches including the tributary area east of Beech Avenue. However, a deficiency exists upstream east of Sun Pedal Court. The existing storm drain pipes on Miller Avenue from Sun Pedal Court to Hemlock Avenue do not have enough capacity to accommodate a 100 -year storm. For this reason, this study proposes that the existing storm drain pipe from Sun Pedal Court to Pulmaria Dr be replaced with a 60 -inch RCP and the existing 30 -inch storm drain from Pulmaria Dr to Hemlock Avenue be replaced with a 48 -inch RCP. In addition, a 48" RCP is proposed from Hemlock Avenue to Beech Avenue and a 36 -inch RCP followed by a 30 -inch RCP in Beech Avenue is proposed to convey the runoff from the properties east of Beech Avenue. The 25 -year and 100 -year rational method hydrologic model, as defined by Flood Control for San Bernardino County, was followed in the determination of storm runoff. AES software was utilized for hydrology calculations, street flow depth analysis, and catch basin sizing. CivilDesign's WSPGW hydraulic software program was used to validate pipe sizes. t� . 01/29/03 4 25 HYDROLOGY Q25-1 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * * Q25 MILLER AVE SD * * * * ************************************************************************** FILE NAME: P:\692-1722\Drainage\MILLER25.DAT TIME/DATE OF STUDY: 11:43 01/15/2003 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 = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.000 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.500 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.1755 SLOPE OF INTENSITY DURATION CURVE = 0.6000 *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 40.0 20.0 0.020/0.020/0-020 0.67 1.50 0.0312 0.167 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 3 26.0 13.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 01/29/03 Q25-2 ----------------------------------------------------------- ---------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < tv_->>USE-TIME-OF-CONCENTRATION- NOMOGRAPH -FOR -INITIAL -SUBAREA<<--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 1364.00 DOWNSTREAM(FEET) = 1347.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.505 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.876 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 10.00 0.98 0.50 32 13.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 21.50 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 21.50 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.50 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«« < >>>>>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1347.00 DOWNSTREAM ELEVATION(FEET) = 1335.00 STREET LENGTH(FEET) = 660.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 24.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.38 STREET FLOW TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 15.63 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.634 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 10.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 19.32 EFFECTIVE AREA(ACRES) = 20.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 38.64 01/29/03 Q25-3 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 27.66 FLOW VELOCITY(FEET/SEC.) = 5.46 DEPTH*VELOCITY(FT*FT/SEC.) = 3.79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.50 = 1610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.50 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1326.00 DOWNSTREAM(FEET) = 1301.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.95 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.64 PIPE TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 17.45 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 2910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 17.45 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.466 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 20.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 35.62 EFFECTIVE AREA(ACRES) = 40.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 71.24 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 12.00 TO NODE 13.09 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1301.00 DOWNSTREAM(FEET) = 1292.00 FLOW LENGTH(FEET) = 1330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.46 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 71.24 PIPE TRAVEL TIME(MIN.) = 2.34 Tc(MIN.) = 19.79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 4240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- 01/29/03 Q25-4 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.79 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.287 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 20.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 32.39 EFFECTIVE AREA(ACRES) = 60.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 60.00 PEAK FLOW RATE(CFS) = 97.17 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1292.00 DOWNSTREAM(FEET) = 1286.00 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.68 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 97.17 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 20.69 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 4870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.69 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.227 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SCHOOL A 11.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 16.25 EFFECTIVE AREA(ACRES) = 71.00 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 71.00 PEAK FLOW RATE(CFS) = 110.18 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ------------------------------------------------ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1286.00 DOWNSTREAM(FEET) = 1282.00 FLOW LENGTH(FEET) = 525.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.7 INCHES 01/29/03 Q25-5 PIPE -FLOW VELOCITY(FEET/SEC.) = 11.01 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 110.18 PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 21.48 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 5395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 21.48 RAINFALL INTENSITY(INCH/HR) = 2.18 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 71.00 TOTAL STREAM AREA(ACRES) = 71.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 110.18 **************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 15.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 880.00 ELEVATION DATA: UPSTREAM(FEET) = 1358.00 DOWNSTREAM(FEET) = 1340.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.752 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.977 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 9.00 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 20.16 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 32 12.75 0.98 20.16 **************************************************************************** FLOW PROCESS FROM NODE 15.20 TO NODE 15.30 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1340.00 DOWNSTREAM(FEET) = 1319.00 FLOW LENGTH(FEET) = 1380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.48 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.16 PIPE TRAVEL TIME(MIN.) = 2.43 Tc(MIN.) = 15.18 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.30 = 2260.00 FEET. 01/29/03 Q25-6 **************************************************************************** FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 15.18 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.682 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 27.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 27.00 SUBAREA RUNOFF(CFS) = 53.32 EFFECTIVE AREA(ACRES) = 36.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 36.00 PEAK FLOW RATE(CFS) = 71.09 **************************************************************************** FLOW PROCESS FROM NODE 15.30 TO NODE 15.40 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1319.00 DOWNSTREAM(FEET) = 1308.00 FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013 s DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.91 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 71.09 PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 16.09 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.40 = 2970.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.40 TO NODE 15.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.09 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.589 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 19.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 19.00 SUBAREA RUNOFF(CFS) = 34.27 EFFECTIVE AREA(ACRES) = 55.00 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 55.00 PEAK FLOW RATE(CFS) = 102.35 **************************************************************************** FLOW PROCESS FROM NODE 15.40 TO NODE 15.50 IS CODE = 31 ---------------------------------------------------------------------------- �� »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< 01/29/03 Q25-7 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1308.00 DOWNSTREAM(FEET) = 1297.00 FLOW LENGTH(FEET) = 560.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.40 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 102.35 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 16.70 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.50 = 3530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.50 TO NODE 15.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 16.70 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.532 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 30.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 52.57 EFFECTIVE AREA(ACRES) = 85.00 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 85.00 PEAK FLOW RATE(CFS) = 152.12 FLOW PROCESS FROM NODE 15.50 TO NODE 15.60 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1299.00 DOWNSTREAM(FEET) = 1297.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.18 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 152.12 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 17.04 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.60 = 3780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.60 TO NODE 15.60 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.04 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.502 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 6.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 01/29/03 Q25-8 SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) _ AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) = 91 AREA FRACTION, Ap = 0.60 6.00 SUBAREA RUNOFF(CFS) = 10.35 91.00 AREA -AVERAGED Fm(INCH/HR) = 0.55 0.98 AREA -AVERAGED Ap = 0.56 .00 PEAK FLOW RATE(CFS) = 160.12 **************************************************************************** FLOW PROCESS FROM NODE 15.60 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1297.00 DOWNSTREAM(FEET) = 1282.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.11 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 160.12 PIPE TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 18.58 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.00 = 5080.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.58 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.375 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 18.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 30.58 EFFECTIVE AREA(ACRES) = 109.00 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 109.00 PEAK FLOW RATE(CFS) = 180.37 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 18.58 RAINFALL INTENSITY(INCH/HR) = 2.38 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.55 EFFECTIVE STREAM AREA(ACRES) = 109.00 TOTAL STREAM AREA(ACRES) = 109.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 180.37 ** CONFLUENCE DATA ** 01/29/03 Q25-9 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 110.18 21.48 2.177 0.98( 0.50) 0.52 71.0 10.00 2 180.37 18.58 2.375 0.98( 0.54) 0.55 109.0 15.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 286.93 18.58 2.375 0.98( 0.52) 0.54 170.4 15.10 2 271.09 21.48 2.177 0.98( 0.52) 0.54 180.0 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 286.93 Tc(MIN.) = 18.58 EFFECTIVE AREA(ACRES) = 170.40 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 180.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 5395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1282.00 DOWNSTREAM(FEET) = 1280.00 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 50.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.61 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 286.93 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 18.84 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 5625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 18.84 RAINFALL INTENSITY(INCH/HR) = 2.36 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.54 EFFECTIVE STREAM AREA(ACRES) = 170.40 TOTAL STREAM AREA(ACRES) = 180.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 286.93 **************************************************************************** FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 01/29/03 Q25-10 INITIAL SUBAREA FLOW-LENGTH(FEET) = 960.00 ELEVATION DATA: UPSTREAM(FEET) = 1327.00 DOWNSTREAM(FEET) = 1326.00 " Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.717 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.365 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 8.00 0.98 0.10 32 18.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 16.32 TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) = 16.32 **************************************************************************** FLOW PROCESS FROM NODE 16.20 TO NODE 16.30 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1326.00 DOWNSTREAM ELEVATION(FEET) = 1318.00 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.54 HALFSTREET FLOOD WIDTH(FEET) = 18.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.09 STREET FLOW TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 21.07 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.202 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 12.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 22.73 EFFECTIVE AREA(ACRES) = 20.00 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 37.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.85 FLOW VELOCITY(FEET/SEC.) = 4.21 DEPTH*VELOCITY(FT*FT/SEC.) = 2.47 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.30 = 1510.00 FEET. 01/29/03 Q25-11 **************************************************************************** FLOW PROCESS FROM NODE 16.30 TO NODE 16.30 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 21.07 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.202 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 15.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 21.84 EFFECTIVE AREA(ACRES) = 35.00 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 35.00 PEAK FLOW RATE(CFS) = 59.73 **************************************************************************** FLOW PROCESS FROM NODE 16.30 TO NODE 16.40 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< -------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1318.00 DOWNSTREAM(FEET) = 1293.00 FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.68 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 59.73 PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 21.81 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.40 = 2250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.40 TO NODE 16.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 21.81 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.157 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 13.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 24.10 EFFECTIVE AREA(ACRES) = 48.00 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 48.00 PEAK FLOW RATE(CFS) = 82.40 **************************************************************************** FLOW PROCESS FROM NODE 16.40 TO NODE 16.00 IS CODE = 31 -------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < 01/29/03 Q25-12 ELEVATION DATA: UPSTREAM(FEET) = 1293.00 DOWNSTREAM(FEET) = 1280.00 �-- FLOW LENGTH(FEET) = 960.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.74 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 82.40 PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 23.07 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.00 = 3210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.07 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.086 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 8.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 14.32 EFFECTIVE AREA(ACRES) = 56.00 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 56.00 PEAK FLOW RATE(CFS) = 93.64 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 23.07 RAINFALL INTENSITY(INCH/HR) = 2.09 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.23 EFFECTIVE STREAM AREA(ACRES) = 56.00 TOTAL STREAM AREA(ACRES) = 56.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 93.64 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 286.93 18.84 2.355 0.98( 0.52) 0.54 170.4 15.10 1 271.09 21.75 2.161 0.98( 0.52) 0.54 180.0 10.00 2 93.64 23.07 2.086 0.98( 0.23) 0.23 56.0 16.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER y NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 374.51 18.84 2.355 0.98( 0.46) 0.47 216.1 15.10 01/29/03 Q25-13 2 362.94 21.75 2.161 0.98( 0.46) 0.47 232.8 10.00 3 352.32 23.07 2.086 0.98( 0.45) 0.46 236.0 16.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 374.51 Tc(MIN.) = 18.84 EFFECTIVE AREA(ACRES) = 216.13 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 236.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 5625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1280.00 DOWNSTREAM(FEET) = 1275.00 FLOW LENGTH(FEET) = 850.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 78.0 INCH PIPE IS 61.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.45 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 374.51 PIPE TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 19.89 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 6475.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 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.) = 19.89 RAINFALL INTENSITY(INCH/HR) = 2.28 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 216.13 TOTAL STREAM AREA(ACRES) = 236.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 374.51 **************************************************************************** FLOW PROCESS FROM NODE 17.10 TO NODE 17.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 870.00 ELEVATION DATA: UPSTREAM(FEET) = 1320.00 DOWNSTREAM(FEET) = 1313.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.955 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.094 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 10.00 0.98 0.10 32 11.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 01/29/03 Q25-14 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 26.97 26.97 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) _ **************************************************************************** FLOW PROCESS FROM NODE 17.20 TO NODE 17.30 IS CODE = 62 --------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STREET TABLE SECTION # 3 USED) «« < UPSTREAM ELEVATION(FEET) = 1313.00 DOWNSTREAM ELEVATION(FEET) = 1298.00 STREET LENGTH(FEET) = 1030.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4L•ts� STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 21.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.34 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.63 STREET FLOW TRAVEL TIME(MIN.) = 3.95 Tc(MIN.) = 15.91 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.607 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 14.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 14.00 SUBAREA RUNOFF(CFS) = 31.62 EFFECTIVE AREA(ACRES) = 24.00 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 54.21 TOTAL AREA(ACRES) = 24.00 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 23.94 FLOW VELOCITY(FEET/SEC.) = 4.61 DEPTH*VELOCITY(FT*FT/SEC.) = 2.98 LONGEST FLOWPATH FROM NODE 17.10 TO NODE 17.30 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.30 TO NODE 17.00 IS CODE = 31 ---------- ------- ----------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON-PRESSURE_FLOW) ««< -_----- ELEVATION DATA: UPSTREAM(FEET) = 1287.00 DOWNSTREAM(FEET) = 1275.00 FLOW LENGTH(FEET) = 1050.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.58 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 01/29/03 Q25-15 umm PIPE-FLOW(CFS) = 54.21 PIPE TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 17.56 LONGEST FLOWPATH FROM NODE 17.10 TO NODE 17.00 = 2950.00 FEET. FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.56 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.457 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 21.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 44.59 EFFECTIVE AREA(ACRES) = 45.00 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97• AREA -AVERAGED Ap = 0.10 95.55 TOTAL AREA(ACRES) = 45.00 PEAK FLOW RATE(CFS) _ **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 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.) = 17.56 RAINFALL INTENSITY(INCH/HR) = 2.46 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 45.00 TOTAL STREAM AREA(ACRES) = 45.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 95.55 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 374.51 19.89 2.280 0.98( 0.46) 0.47 216.1 15.10 1 362.94 22.80 2.100 0.98( 0.46) 0.47 232.8 10.00 1 352.32 24.15 2.030 0.98( 0.45) 0.46 236.0 16.10 2 95.55 17.56 2.457 0.97( 0.10) 0.10 45.0 17.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 458.36 17.56 2.457 0.98( 0.39) 0.40 235.8 17.10 2 462.89 19.89 2.280 0.98( 0.40) 0.41 261.1 15.10 3 444.06 22.80 2.100 0.98( 0.40) 0.41 277.8 10.00 4 430.57 24.15 2.030 0.98( 0.40) 0.41 281.0 16.10 01/29/03 Q25-16 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 19.89 PEAK FLOW RATE(CFS) = 462.89 Tc(MIN.) _ EFFECTIVE AREA(ACRES) = 261.13 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 281.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 6475.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = --31---------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER -ESTIMATED PIPESIZE (NON-PRESSURE_FLOW) ««<------ ---_ ELEVATION DATA: UPSTREAM(FEET) = 1275.00 DOWNSTREAM(FEET) = 1266.00 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.44 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 462.89 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 20.29 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 6985.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE=--81---------- --------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.29 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.253 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 16.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 16.00 SUBAREA RUNOFF(CFS) = 31.04 EFFECTIVE AREA(ACRES) = 277.13 AREA -AVERAGED Fm(INCO/39) 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 466.77 TOTAL AREA(ACRES) = 297.00 PEAK FLOW RATE(CFS) _ **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = --31---------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE -FLOW) ««<--- ELEVATION DATA: UPSTREAM(FEET) = 1266.00 DOWNSTREAM(FEET) = 1263.00 FLOW LENGTH(FEET) = 590.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 87.0 INCH PIPE IS 68.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.45 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 466.77 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 21.02 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 7575.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE ----- 19.00 IS -CODE- 81---------- --------- -------------------------------------- 01/29/03 Q25-17 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 21.02 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.206 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 13.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 24.66 EFFECTIVE AREA(ACRES) = 290.13 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.38 479.63 TOTAL AREA(ACRES) = 310.00 PEAK FLOW RATE(CFS) _ **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 ------------------------------------------ >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1263.00 DOWNSTREAM(FEET) = 1255.00 FLOW LENGTH(FEET) = 850.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 78.0 INCH PIPE IS 61.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.02 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 479.63 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 21.85 - LONGEST FLOWPATH FROM NODE 10.00 TO NODE 20.00 = 8425.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 --------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 21.85 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.155 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 9.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 16.66 EFFECTIVE AREA(ACRES) = 299.13 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 319.00 PEAK FLOW RATE(CFS) 483.03 END OF STUDY SUMMARY: 21.85 TOTAL AREA(ACRES) = 319.00 TC(MIN.) _ EFFECTIVE AREA(ACRES) = 299.13 AREA -AVERAGED Fm(INCH/HR)= 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.37 PEAK FLOW RATE(CFS) = 483.03 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 481.60 19.52 2.306 0.98( 0.35) 0.36 273.8 17.10 01/29/03 Q25-18 2 483.03 21.85 2.155 0.98( 0.36) 0.37 299.1 15.10 3 465.19 24.77 1.999 0.98( 0.36) 0.37 315.8 10.00 4 452.07 26.14 1.935 0.98( 0.36) 0.37 319.0 16.1 END OF RATIONAL METHOD ANALYSIS 01/29/03 Q25-19 4 100 HYDROLOGY 01/29/03 Q-1 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES 10601 CHURCH STREET, SUITE 107 RANCHO CUCAMONGA, CA 91730 ************************** DESCRIPTION OF STUDY ************************** * MILLER AVE STORM DRAIN Q100 * * * * ************************************************************************** FILE NAME: P:\692-1722\Drainage\MILLEROO.DAT TIME/DATE OF STUDY: 10:27 01/15/2003 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 = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5000 *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 40.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.167 0.0150 2 20.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 3 26.0 13.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 -------------------------------------- ------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 01/29/03 Q-2 >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< �4 INITIAL SUBAREA FLOW-LENGTH(FEET) = 950.00 ELEVATION DATA: UPSTREAM(FEET) = 1364.00 DOWNSTREAM(FEET) = 1347.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.505 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.670 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 10.00 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 28.64 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) Now - 0.50 •: 0.50 32 13.50 28.64 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 11.50 IS CODE = 62 ------------------------------------------------------ »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1347.00 DOWNSTREAM ELEVATION(FEET) = 1335.00 STREET LENGTH(FEET) = 660.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 r; DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 41.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 29.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.54 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.93 STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 15.49 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.380 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 10.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 10.00 SUBAREA RUNOFF(CFS) = 26.03 EFFECTIVE AREA(ACRES) = 20.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 52.07 END OF SUBAREA STREET FLOW HYDRAULICS: 01/29/03 Q-3 DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 33.91 FLOW VELOCITY(FEET/SEC.) = 5.78 DEPTH*VELOCITY(FT*FT/SEC.) = 4.38 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.50 = 1610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.50 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1326.00 DOWNSTREAM(FEET) = 1301.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.84 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.07 PIPE TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 17.18 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 2910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 -------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.18 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.177 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 20.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 48.41 EFFECTIVE AREA(ACRES) = 40.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 40.00 PEAK FLOW RATE(CFS) = 96.81 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1301.00 DOWNSTREAM(FEET) = 1292.00 FLOW LENGTH(FEET) = 1330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.01 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 96.81 PIPE TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 19.39 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 4240.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ----------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 01/29/03 Q"4 MAINLINE Tc(MIN) = 19.39 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.954 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 20.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 44.39 EFFECTIVE AREA(ACRES) = 60.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 60.00 PEAK FLOW RATE(CFS) = 133.18 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1292.00 DOWNSTREAM(FEET) = 1286.00 FLOW LENGTH(FEET) = 630.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.39 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 133.18 PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 20.24 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 4870.00 FEET. FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.24 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.879 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SCHOOL A 11.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 22.71 EFFECTIVE AREA(ACRES) = 71.00 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 71.00 PEAK FLOW RATE(CFS) = 151.85 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1286.00 DOWNSTREAM(FEET) = 1282.00 FLOW LENGTH(FEET) = 525.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.92 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 01/29/03 Q-5 PIPE-FLOW(CFS) = 151.85 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 20.98 "•�" LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 5395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 20.98 RAINFALL INTENSITY(INCH/HR) = 2.82 AREA -AVERAGED Fm(INCH/HR) = 0.50 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 71.00 TOTAL STREAM AREA(ACRES) = 71.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 151.85 **************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 15.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 880.00 ELEVATION DATA: UPSTREAM(FEET) = 1358.00 DOWNSTREAM(FEET) = 1340.00 t ' Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.752 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.799 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 9.00 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 26.82 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) m •: 0.50 32 12.75 26.82 **************************************************************************** FLOW PROCESS FROM NODE 15.20 TO NODE 15.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1340.00 DOWNSTREAM(FEET) = 1319.00 FLOW LENGTH(FEET) = 1380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.87 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.82 PIPE TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 15.08 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.30 = 2260.00 FEET. **************************************************************************** 01/29/03 Q-6 FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 81 ----------------------------------------------------------- "'` »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 15.08 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.435 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 27.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 27.00 SUBAREA RUNOFF(CFS) = 71.62 EFFECTIVE AREA(ACRES) = 36.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 36.00 PEAK FLOW RATE(CFS) = 95.49 **************************************************************************** FLOW PROCESS FROM NODE 15.30 TO NODE 15.40 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1319.00 DOWNSTREAM(FEET) = 1308.00 FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.74 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 95.49 PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 15.94 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.40 = 2970.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.40 TO NODE 15.40 IS CODE = 81 ---------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.322 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 19.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 19.00 SUBAREA RUNOFF(CFS) = 46.81 EFFECTIVE AREA(ACRES) = 55.00 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 55.00 PEAK FLOW RATE(CFS) = 138.65 **************************************************************************** FLOW PROCESS FROM NODE 15.40 TO NODE 15.50 IS CODE = 31 ---------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < 01/29/03 Q-7 ELEVATION DATA: UPSTREAM(FEET) = 1308.00 DOWNSTREAM(FEET) = 1297.00 FLOW LENGTH(FEET) = 560.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.6 INCHES w PIPE -FLOW VELOCITY(FEET/SEC.) = 16.76 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 138.65 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 16.50 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.50 = 3530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.50 TO NODE 15.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.255 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 30.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 72.08 EFFECTIVE AREA(ACRES) = 85.00 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 85.00 PEAK FLOW RATE(CFS) = 207.38 FLOW PROCESS FROM NODE 15.50 TO NODE 15.60 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1299.00 DOWNSTREAM(FEET) = 1297.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.11 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 207.38 PIPE TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 16.82 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.60 = 3780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.60 TO NODE 15.60 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 16.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.217 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 6.00 0.98 0.60 32 lw,„ SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 14.22 01/29/03 Q_8 m EFFECTIVE AREA(ACRES) = 91.00 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 91.00 PEAK FLOW RATE(CFS) = 218.76 **************************************************************************** FLOW PROCESS FROM NODE 15.60 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1297.00 DOWNSTREAM(FEET) = 1282.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.23 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 218.76 PIPE TRAVEL TIME(MIN.) = 1.42 Tc(MIN.) = 18.24 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.00 = 5080.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.24 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.064 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 18.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 41.75 EFFECTIVE AREA(ACRES) = 109.00 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 109.00 PEAK FLOW RATE(CFS) = 247.97 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 18.24 RAINFALL INTENSITY(INCH/HR) = 3.06 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.55 EFFECTIVE STREAM AREA(ACRES) = 109.00 TOTAL STREAM AREA(ACRES) = 109.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 247.97 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 01/29/03 Q-9 1 151.85 20.98 2.818 0.98( 0.50) 0.52 71.0 10.00 2 247.97 18.24 3.064 0.98( 0.54) 0.55 109.0 15.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 394.08 18.24 3.064 0.98( 0.52) 0.54 170.7 15.10 2 375.66 20.98 2.818 0.98( 0.52) 0.54 180.0 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 394.08 Tc(MIN.) = 18.24 EFFECTIVE AREA(ACRES) = 170.74 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 180.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 5395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1282.00 DOWNSTREAM(FEET) = 1280.00 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 75.0 INCH PIPE IS 56.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.87 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 394.08 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 18.48 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 5625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 18.48 RAINFALL INTENSITY(INCH/HR) = 3.04 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.54 EFFECTIVE STREAM AREA(ACRES) = 170.74 TOTAL STREAM AREA(ACRES) = 180.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 394.08 **************************************************************************** FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 960.00 ELEVATION DATA: UPSTREAM(FEET) = 1327.00 DOWNSTREAM(FEET) = 1326.00 01/29/03 Q-10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 18.717 ,. * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.017 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 8.00 0.98 0.10 32 18.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 21.02 TOTAL AREA(ACRES) = 8.00 PEAK FLOW RATE(CFS) = 21.02 **************************************************************************** FLOW PROCESS FROM NODE 16.20 TO NODE 16.30 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 3 USED) ««< UPSTREAM ELEVATION(FEET) = 1326.00 DOWNSTREAM ELEVATION(FEET) = 1318.00 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 •� Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 35.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.58 HALFSTREET FLOOD WIDTH(FEET) = 20.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.39 STREET FLOW TRAVEL TIME(MIN.) = 2.21 Tc(MIN.) = 20.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.822 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 12.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 29.43 EFFECTIVE AREA(ACRES) = 20.00 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 20.00 PEAK FLOW RATE(CFS) = 49.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 23.03 FLOW VELOCITY(FEET/SEC.) = 4.50 DEPTH*VELOCITY(FT*FT/SEC.) = 2.83 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.30 = 1510.00 FEET. **************************************************************************** ' FLOW PROCESS FROM NODE 16.30 TO NODE 16.30 IS CODE = 81 01/29/03 Q-11 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.822 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 15.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 15.00 SUBAREA RUNOFF(CFS) = 30.20 EFFECTIVE AREA(ACRES) = 35.00 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 35.00 PEAK FLOW RATE(CFS) = 79.24 **************************************************************************** FLOW PROCESS FROM NODE 16.30 TO NODE 16.40 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1318.00 DOWNSTREAM(FEET) = 1293.00 FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.86 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 79.24 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 21.62 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.40 = 2250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.40 TO NODE 16.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 21.62 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.768 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 13.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 31.24 EFFECTIVE AREA(ACRES) = 48.00 AREA -AVERAGED Fm(INCH/HR) = 0.25 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 48.00 PEAK FLOW RATE(CFS) = 108.77 **************************************************************************** FLOW PROCESS FROM NODE 16.40 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------- ELEVATION DATA: UPSTREAM(FEET) = 1293.00 DOWNSTREAM(FEET) = 1280.00 FLOW LENGTH(FEET) = 960.00 MANNING'S N = 0.013 01/29/03 Q-12 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.50 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 �wr PIPE-FLOW(CFS) = 108.77 PIPE TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 22.80 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.00 = 3210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.80 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.680 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 8.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 8.00 SUBAREA RUNOFF(CFS) = 18.60 EFFECTIVE AREA(ACRES) = 56.00 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 56.00 PEAK FLOW RATE(CFS) = 123.60 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< T »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.80 RAINFALL INTENSITY(INCH/HR) = 2.68 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.23 EFFECTIVE STREAM AREA(ACRES) = 56.00 TOTAL STREAM AREA(ACRES) = 56.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 123.60 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 394.08 18.48 3.040 0.98( 0.52) 0.54 170.7 15.10 1 375.66 21.22 2.798 0.98( 0.52) 0.54 180.0 10.00 2 123.60 22.80 2.680 0.98( 0.23) 0.23 56.0 16.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 508.97 18.48 3.040 0.98( 0.46) 0.47 216.1 15.10 2 496.23 21.22 2.798 0.98( 0.46) 0.47 232.1 10.00 3 479.78 22.80 2.680 0.98( 0.45) 0.46 236.0 16.10 01/29/03 Q-13 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 508.97 Tc(MIN.) = 18.48 EFFECTIVE AREA(ACRES) = 216.14 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.47 AL AREA(ACRES) = 236.00 TOT LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 5625.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ------------------------------------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1280.00 DOWNSTREAM(FEET) = 1275.00 FLOW LENGTH(FEET) = 850.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 87.0 INCH PIPE IS 69.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.47 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 508.97 PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 19.46 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 6475.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 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.) = 19.46 RAINFALL INTENSITY(INCH/HR) = 2.95 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.47 EFFECTIVE STREAM AREA(ACRES) = 216.14 TOTAL STREAM AREA(ACRES) = 236.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 508.97 **************************************************************************** FLOW PROCESS FROM NODE 17.10 TO NODE 17.20 IS CODE = 21 ------------------------------------------------ »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 870.00 ELEVATION DATA: UPSTREAM(FEET) = 1320.00 DOWNSTREAM(FEET) = 1313.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.955 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.949 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 10.00 0.98 0.10 32 11.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 34.66 01/29/03 Q-14 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 34.66 FLOW PROCESS FROM NODE 17.20 TO NODE 17.30 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1313.00 DOWNSTREAM ELEVATION(FEET) = 1298.00 STREET LENGTH(FEET) = 1030.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 26.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0199 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 55.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 24.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.01 STREET FLOW TRAVEL TIME(MIN.) = 3.72 Tc(MIN.) = 15.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.357 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 14.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 14.00 SUBAREA RUNOFF(CFS) = 41.06 EFFECTIVE AREA(ACRES) = 24.00 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 24.00 PEAK FLOW RATE(CFS) = 70.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 27.48 FLOW VELOCITY(FEET/SEC.) = 4.93 DEPTH*VELOCITY(FT*FT/SEC.) = 3.43 LONGEST FLOWPATH FROM NODE 17.10 TO NODE 17.30 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.30 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1287.00 DOWNSTREAM(FEET) = 1275.00 FLOW LENGTH(FEET) = 1050.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.57 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 70.40 PIPE TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 17.19 01/29/03 Q-15 LONGEST FLOWPATH FROM NODE 17.10 TO NODE 17.00 = 2950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 17.19 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.176 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 21.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 58.19 EFFECTIVE AREA(ACRES) = 45.00 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 45.00 PEAK FLOW RATE(CFS) = 124.68 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 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.) = 17.19 RAINFALL INTENSITY(INCH/HR) = 3.18 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 45.00 TOTAL STREAM AREA(ACRES) = 45.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 124.68 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 508.97 19.46 1 496.23 22.20 1 479.78 23.79 2 124.68 17.19 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 2.948 0.98( 0.46) 2.724 0.98( 0.46) 2.613 0.98( 0.45) 3.176 0.97( 0.10) Ap Ae HEADWATER (ACRES) NODE 0.47 216.1 15.10 0.47 232.1 10.00 0.46 236.0 16.10 0.10 45.0 17.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 615.43 17.19 3.176 0.98( 0.39) 0.40 235.9 17.10 2 624.40 19.46 2.948 0.98( 0.40) 0.41 261.1 15.10 3 602.59 22.20 2.724 0.98( 0.40) 0.41 277.1 10.00 4 581.67 23.79 2.613 0.98( 0.40) 0.41 281.0 16.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 624.40 Tc(MIN.) = 19.46 0109/03 Q-16 EFFECTIVE AREA(ACRES) = 261.14 AREA -AVERAGED Fm(INCH/HR) = 0.40 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 281.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 6475.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 ---------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE -FLOW) ««< ------ ELEVATION DATA: UPSTREAM(FEET) = 1275.00 DOWNSTREAM(FEET) = 1266.00 FLOW LENGTH(FEET) = 510.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 78.0 INCH PIPE IS 58.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.21 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 624.40 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 19.83 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 6985.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 ---------- -------- ----------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.83 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.915 SUBAREA LOSS RATE DATA(AMC II): AREA Fp DEVELOPMENT TYPE/ SCS SOIL (ACRES) (INCH/HR) (DECIMAL) SCS LAND USE COMMERCIAL A 16.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) 10 0.9 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap SUBAREA AREA(ACRES) = 16.00 SUBAREA RUNOFF(CFS) = 40.57 EFFECTIVE AREA(ACRES) = 277.14 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.39 631.79 TOTAL AREA(ACRES) = 297.00 PEAK FLOW RATE(CFS) _ **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = --31---------- __ __ __ -- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE -FLOW) ««<----- ---- ELEVATION DATA: UPSTREAM(FEET) = 1266.00 DOWNSTREAM(FEET) = 1263.00 FLOW LENGTH(FEET) = 590.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 96.0 INCH PIPE IS 78.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.38 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 631.79 PIPE TRAVEL TIME(MIN.) = 0.68 TC(MIN.) = 20.51 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 7575.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = --81 ---------- ----------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 01/29/03 Q-17 MAINLINE Tc(MIN) = 20.51 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.856 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 13.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 32.28 EFFECTIVE AREA(ACRES) = 290.14 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 310.00 PEAK FLOW RATE(CFS) = 649.42 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1263.00 DOWNSTREAM(FEET) = 1255.00 FLOW LENGTH(FEET) = 850.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 87.0 INCH PIPE IS 69.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.31 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 649.42 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 21.29 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 20.00 = 8425.00 FEET. FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 21.29 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.793 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 9.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 21.84 EFFECTIVE AREA(ACRES) = 299.14 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 319.00 PEAK FLOW RATE(CFS) = 654.88 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 319.00 TC(MIN.) = 21.29 EFFECTIVE AREA(ACRES) = 299.14 AREA -AVERAGED Fm(INCH/HR)= 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.37 PEAK FLOW RATE(CFS) = 654.88 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 650.16 19.01 2.989 0.98( 0.35) 0.36 273.9 17.10 2 654.88 21.29 2.793 0.98( 0.36) 0.37 299.1 15.10 3 633.77 24.04 2.597 0.98( 0.36) 0.37 315.1 10.00 01/29/03 Q-18 4 613.97 25.62 2.499 0.98( 0.36) 0.37 319.0 16.10 END OF RATIONAL METHOD ANALYSIS 01/29/03 Q-19 STORM DRAIN HYDRAULICS 01/29/03 H-1 01/29/03 H-2 FILE: MILLER-E.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 1-24-2003 Time: 4:34:50 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 5.000 CD 2 3 0 .000 8.300 7.000 .000 .000 .00 CD 3 4 1 4.000 CD 4 4 1 2.000 CD 5 4 1 4.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - MILLER AVE Q100 0 HEADING LINE NO 2 IS - SUN PEDAL TO BEECH HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 1282.600 1 1290.100 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1004.600 1282.620 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1013.260 1282.660 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1021.160 1282.700 1 .013 22.500 20.117 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1496.770 1284.940 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1499.770 1284.960 1 2 0 .013 .100 .000 1288.940 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1539.770 1285.150 1 .013 .000 .000 .000 0 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1543.770 1286.650 5 3 0 .013 21.000 .000 1286.650 .000 90.000 .000 RADIUS ANGLE .000 .000 01/29/03 H-2 01/29/03 H-3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 20.500 1292.710 1292.710 45.000 45.000 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1295.110 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 45.000 -90.400 .000 0 W S ELEV 1301.400 "s n ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N 2099.850 1292.210 5 .013 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 2104.850 1292.260 5 4 4 .013 20.400 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 2109.850 1292.310 5 .013 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 2173.850 1294.780 5 .013 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 2235.730 1294.910 5 .013 ELEMENT NO 14 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 2237.730 1294.950 3 4 0 .013 .100 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 3447.000 1301.000 3 .013 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N 3518.000 1301.400 3 .013 ELEMENT NO 17 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 3518.000 1301.400 3 01/29/03 H-3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 20.500 1292.710 1292.710 45.000 45.000 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1295.110 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 45.000 -90.400 .000 0 W S ELEV 1301.400 ( Y FILE: MILLER-E.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:35: 3 MILLER AVE Q100 0 SUN PEDAL TO BEECH 1 Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/1Base Wtl INo Wth Station I Elev I -I- (FT) I -I- Elev I (CFS) I (FPS) -I- Head I -I- Grd.E1.1 -I- Elev I Depth I Width -I- IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem ICh Slope I I -I- I -I- I SF Avel HF ISE -I- DpthlFroude -I- NINorm Dp -I- I "N" -I- I X-Fa111 -I ZR (Type Ch I I t I 1000.000 1282.600 -I- 7.500 -I- I 1290.100 -I- I 151.70 -I- 7.73 -I- .93 -I- I 1291.03 -I- .00 I 3.53 I .00 I 5.000 I I .000 .00 I 1 .0 -I- 4.600 .0044 .0034 .02 -I- 7.50 -I- .00 -I- 3.65 -I- .013 -I- .00 .00 1- PIPE I 1004.600 I 1282.620 I 7.496 -I- t 1290.116 -I- I 151.70 -I- 7.73 -I- I .93 -I- I 1291.04 -I- .00 I 3.53 I .00 I 5.000 I I .000 .00 I 1 .0 -I- 8.660 -I- .0046 .0034 .03 -I- 7.50 -I- .00 -I- 3.56 -I- .013 -I- .00 .00 1- PIPE I 1013.260 I 1282.660 I 7.485 I 1290.145 I 151.70 7.73 -I- I .93 -I- I 1291.07 -I- .00 I 3.53 I .00 I 5.000 I I .000 .00 I 1 .0 -I- 7.900 -I- .0051 -I- -I- -I- .0034 .03 -I- .00 -I- .00 -I- 3.44 -I- .013 -I- .00 .00 1- PIPE I 1021.160 I 1282.700 I 7.560 I 1290.260 I 151.70 7.73 -I- I .93 -I- I 1291.19 -I- .00 I 3.53 I .00 I 5.000 I I .000 .00 I 1 .0 -I- 475.610 -I- .0047 -I- -I- -I- .0034 1.61 -I- 7.56 -I- .00 -I- 3.54 -I- .013 -I- .00 .00 1- PIPE I 1496.770 I 1284.940 I 6.933 I 1291.873 I 151.70 7.73 I .93 I 1292.80 .00 I 3.53 I .00 I 5.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0067 -I- -I- -I- -I- -I- .0034 -I- .01 -I- 6.93 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE I 1499.770 1284.960 I I 6.926 I 1291.886 I 151.60 7.72 I .93 -I- I 1292.81 .00 I 3.53 I .00 I 5.000 I I .000 .00 I 1 .0 -I- 40.000 -I- .0048 -I- -I- -I- -I- .0034 -I- .14 -I- 6.93 -I- .00 -I- 3.52 -I- .013 -I- .00 .00 1- PIPE I 1539.770 1285.150 I I 6.871 I 1292.021 I 151.60 7.72 .93 I I 1292.95 .00 I 3.53 I .00 I 5.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .3750 -I- -i- -I- -I- -i- .0058 -I- .02 -I- 6.87 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE I 1543.770 1286.650 I I 5.034 I 1291.684 I 130.60 10.39 -I- 1.68 -I- I i 1293.36 -i- .00 -I- I 3.42 -I- I .00 I 4.000 I I .000 .00 I 1 .0 -I- 556.080 -I- .0100 -I- -I- -I- .0083 4.60 5.03 .00 -I- 2.99 -I- .013 -I- .00 .00 1- PIPE I 2099.850 1292.210 I I 4.071 I 1296.281 I 130.60 10.39 -I- 1.68 -I- I I 1297.96 -I- .00 -I- I 3.42 -I- I .00 -I- I 4.000 I I .000 .00 I 1 C -I- JUNCT STR -I- .0100 -I- -I- -I- .0061 .03 4.07 .00 -I- .013 -I- .00 .00 I- PIPE 01/29/03 H-4 FILE: MILLER-E.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:35: 3 MILLER AVE Q100 SUN PEDAL TO BEECH 0 01/29/03 H-5 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth Station -I- 1 Elev I -I- (FT) I -I- Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width 1Dia.-FTIor I.D.1 ZL 1Prs/Pip L/Elem ICh Slope 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) -I ZR (Type Ch I I I I I I I I I 2104.850 -I- 1292.260 -I- 5.358 -i- 1297.618 -I- 89.70 -I- 7.14 -I- .79 -I- 1298.41 -I- .00 -I- 2.87 -I- .00 I I 4.000 I .000 .00 I 1 .0 5.000 .0100 I I I I .0039 I .02 5.36 .00 -I- 2.29 -I- .013 -I- .00 .00 1- PIPE 2109.850 -I- 1292.310 -I- 5.328 -I- 1297.638 -I- I 89.70 -I- 7.14 -I- .79 -I- I 1298.43 -I- .00 -I- I 2.87 -I- I .00 I I 4.000 I .000 .00 I 1 .0 38.266 .0386 I .0039 I .15 I 5.33 .00 -I- 1.55 -i- .013 -I- .00 .00 1- PIPE 2148.116 -I- I I 1293.787 -I- I 4.000 -I- 1297.787 -I- 89.70 -I- I 7.14 -I- .79 -I- 1298.58 -I- .00 -I- i 2.87 I .00 I I 4.000 I .000 .00 I 1 .0 5.219 .0386 I .0036 I .02 I 4.00 -I- .00 -I- 1.55 -I- .013 -I- .00 .00 1- PIPE 2153.335 I I 1293.988 3.782 I 1297.770 89.70 I 7.29 .83 1298.60 .00 I 2.87 I 1.82 I I 4.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 2153.335 I I 1293.988 2.134 I I 1296.122 89.70 I 13.16 I 2.69 -I- I 1298.81 .00 I 2.87 I 3.99 I I 4.000 I .000 .00 I 1 .0 -I- 1.344 -I- .0386 -I- -I- -I- -I- .0123 -I- .02 -I- 2.13 -I- 1.77 -I- 1.55 -I- .013 -I- .00 .00 1- PIPE 2154.679 I 1294.040 I 2.157 I I 1296.197 89.70 I 12.98 I 2.61 I 1298.81 .00 I 2.87 I 3.99 I 4.000 I I .000 .00 I 1 .0 -I- 5.614 -I- .0386 -I- -I- -I- -I- -I- .0114 -I- .06 -I- 2.16 -I- 1.74 -I- 1.55 -I- .013 -I- .00 .00 1- PIPE 2160.293 I 1294.257 I 2.242 I I 1296.499 89.70 I 12.37 I 2.38 I 1298.88 .00 I 2.87 I 3.97 i 4.000 I I .000 .00 I 1 .0 -I- 4.454 -I- .0386 -i- -I- -I- -I- -I- .0101 -I- .04 -I- 2.24 -I- 1.61 -I- 1.55 -I- .013 -I- .00 .00 1- PIPE 2164.748 I 1294.429 I 2.331 I I 1296.760 89.70 I 11.80 I 2.16 I 1298.92 .00 -I- I 2.87 I 3.94 I 4.000 I I .000 .00 I 1 .0 -I- 3.416 -I- .0386 -I- -I- -I- -I- -I- .0089 -I- .03 2.33 -I- 1.50 -I- 1.55 -I- .013 -I- .00 .00 1- PIPE 2168.163 I 1294.560 I 2.426 I I 1296.987 89.70 I 11.25 I 1.96 I 1298.95 -I- .00 -I- I 2.87 -I- I 3.91 I 4.000 I I .000 .00 I 1 .0 -I- 2.558 -I- .0386 -I- -I- -I- -I- -I- .0079 .02 2.43 1.39 -I- 1.55 -I- .013 -I- .00 .00 1- PIPE 01/29/03 H-5 01/29/03 H-6 FILE: MILLER-E.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:35: 3 MILLER AVE Q100 0 SUN PEDAL TO BEECH 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) -I- Head I -I- Grd.El.l -I- Elev I -I- Depth -I- I Width -I- IDia.-FTior -I- I.D.I -I- ZL IPrs/Pip -I -I- L/Elem ICh -I- Slope I -I- I -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 2170.722 I 1294.659 I 2.526 I 1297.185 I 89.70 10.72 -I- 1.79 -I- 1298.97 -I- .00 -I- 2.87 -I- 3.86 -I- 4.000 -I- .000 -I- .00 1 .0 -I- 1.751 -I- .0386 -I- -I- -I- .0070 I .01 I 2.53 I 1.28 1.55 I .013 I .00 I I .00 1- PIPE I I 2172.473 I 1294.727 I 2.633 I 1297.360 i 89.70 10.22 -I- 1.62 -I- 1298.98 -I- .00 -I- 2.87 -I- 3.79 -I- 4.000 -I- .000 -i- .00 1 .0 -I- 1.037 -I- .0386 -I- -I- -I- .0062 I .01 I 2.63 I 1.19 1.55 I .013 I .00 I I .00 1- PIPE I I 2173.510 I 1294.767 I 2.747 I 1297.514 I 89.70 9.75 -I- 1.48 -I- 1298.99 -I- .00 -I- 2.87 -I- 3.71 4.000 -I- -I- .000 -I- .00 1 1- .0 -I- .340 -I- .0386 -I- -I- -I- .0055 I .00 I 2.75 I 1.09 1.55 I .013 I .00 I I .00 PIPE I I 2173.850 I 1294.780 I 2.871 I 1297.651 I 89.70 9.29 -I- 1.34 -I- 1298.99 -I- .00 -I- 2.87 -I- 3.60 4.000 -I- -I- .000 -I- .00 1 1- .0 -I- 3.944 -I- .0021 -I- -I- -I- .0049 .02 I 2.87 i 1.00 4.00 I .013 I .00 I I .00 PIPE I I 2177.794 I 1294.788 I 3.004 I 1297.792 I 89.70 8.86 -I- I 1.22 -I- 1299.01 -I- .00 -I- 2.87 -I- 3.46 4.000 -I- -I- .000 -I- .00 1 1- .0 -I- 15.469 -I- .0021 -I- -I- -I- .0044 .07 I 3.00 .91 I 4.00 I .013 I .00 I I .00 PIPE I I 2193.262 I 1294.821 I 3.151 1297.972 I I 89.70 8.45 -I- 1.11 -I- I 1299.08 -I- .00 -I- 2.87 -I- 3.27 4.000 -I- -I- .000 -I- .00 1 1- .0 -I- 33.046 -I- .0021 -I- -I- -I- .0040 .13 I I 3.15 .83 I 4.00 I .013 I .00 I .00 I PIPE I 2226.308 I I 1294.890 I 3.315 1298.205 I I 89.70 8.05 -I- 1.01 -I- 1299.21 -I- .00 -I- 2.87 -I- 3.01 4.000 -I- -I- .000 -I- .00 1 1- .0 -I- 9.422 -I- .0021 -I- -I- -I- .0038 .04 I 3.32 I .74 I 4.00 I .013 I .00 I .00 I PIPE I 2235.730 I 1294.910 I I 3.349 1298.259 I I 89.70 7.98 -I- .99 -I- 1299.25 -I- .00 -I- 2.87 -I- 2.95 4.000 -I- .000 -I- -I- .00 1 i- .0 -I- JUNCT STR -1- .0200 -I- -I- -I- .0038 .01 I 3.35 I .72 i i .013 I .00 I .00 I PIPE I 2237.730 I 1294.950 I I 3.289 1298.239 I I 89.60 -I- 8.11 -I- 1.02 -I- 1299.26 -I- .00 -I- 2.87 -I- 3.06 4.000 -I- .000 -I- -I- .00 1 1- .0 -I- 63.632 -I- .0050 -I- -I- .0041 .26 3.29 .75 2.92 .013 .00 .00 PIPE 01/29/03 H-6 01/29/03 H-7 FILE: MILLER-E.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:35: 3 MILLER AVE Q100 0 SUN PEDAL TO BEECH 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 -I- (FT) I -I- Elev I -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I (Type Ch I I I I I I I I 2301.362 -I- 1295.268 -I- 3.127 -I- 1298.395 -I- 89.60 -I- 8.50 -I- 1.12 -I- 1299.52 -I- .00 -I- 2.87 -I- I 3.30 I 4.000 I I .000 .00 I 1 .0 65.812 .0050 I I I I .0045 I .30 I 3.13 .84 -I- 2.92 -I- .013 -I- .00 .00 1- PIPE 2367.174 -I- 1295.598 -I- I 2.982 -I- 1298.580 -I- 89.60 -I- 8.92 -I- 1.23 -I- 1299.81 -I- .00 -I- I 2.87 -I- I 3.48 -I- I 4.000 I I .000 .00 I 1 .0 44.812 .0050 I .0049 I .22 2.98 .93 2.92 -I- .013 -I- .00 .00 1- PIPE 2411.986 -I- I 1295.822 -I- I I 2.917 -I- 1298.739 -I- I 89.60 -I- 9.13 -I- 1.29 -I- t 1300.03 -I- .00 -I- I 2.87 -I- I 3.55 -I- I 4.000 I I .000 .00 I 1 .0 1026.221 .0050 .0050 I 5.12 2.92 .97 2.92 -I- .013 -I- .00 .00 1- PIPE 3438.207 I 1300.956 I I 2.917 I 1303.873 I 89.60 9.13 1.29 I 1305.17 .00 I 2.87 I 3.55 i 4.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 3438.207 -I- I 1300.956 -I- I I 2.784 -I- I 1303.740 -I- I 89.60 -I- 9.60 -I- I 1.43 -i- I 1305.17 -I- .00 -I- I 2.87 -I- I 3.68 -I- I 4.000 I I .000 .00 I 1 .0 8.793 .0050 .0056 .05 2.78 1.06 2.92 -I- .013 -I- .00 .00 1- PIPE 3447.000 I 1301.000 I 2.784 -I- I I 1303.784 -I- I 89.60 -i- 9.60 -I- I 1.43 -I- I 1305.21 -I- .23 -I- I 2.87 -I- I 3.68 I 4.000 I I .000 .00 I 1 .0 -I- 45.553 -I- .0056 .0056 .26 3.02 1.06 -I- 2.78 -I- .013 -I- .00 .00 1- PIPE 3492.553 I 1301.257 I 2.784 I I 1304.041 -I- I 89.60 -I- 9.60 -I- I 1.43 -I- I 1305.47 -I- .23 -I- I 2.87 I 3.68 i 4.000 I I .000 .00 I 1 .0 -I- 25.447 -I- .0056 -I- .0054 .14 3.02 -I- 1.06 -I- 2.78 -I- .013 -I- .00 .00 1- PIPE 3518.000 -I- I 1301.400 -I- I 2.869 -I- I I 1304.269 -I- I 89.60 -I- 9.29 -I- I 1.34 -I- I 1305.61 -I- .21 -I- I 2.87 -I- i 3.60 -I- I 4.000 -I- I I .000 -I- .00 I 1 I- .0 01/29/03 H-7 01/29/03 H-8 FILE: MILLER-E25.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 1-24-2003 Time: 4:37:54 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 5.000 CD 2 3 0 .000 8.300 7.000 .000 .000 .00 CD 3 4 1 4.000 CD 4 4 1 2.000 CD 5 4 1 4.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - MILLER AVE SD Q25 0 HEADING LINE NO 2 IS - SUN PEDAL TO BEECH HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.000 1282.600 1 1288.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1004.600 1282.620 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1013.260 1282.660 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1021.160 1282.700 1 .013 22.500 20.117 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1496.770 1284.940 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1499.770 1284.960 1 2 0 .013 .100 .000 1288.940 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1539.770 1285.150 1 .013 .000 .000 .000 0 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1543.770 1286.650 5 3 0 .013 15.000 .000 1286.650 .000 90.000 .000 RADIUS ANGLE 01/29/03 H-8 01/29/03 H-9 .000 .000 RADIUS ANGLE ANG PT MAN H .000 * j .000 * 0 ELEMENT NO 9 IS A REACH ANGLE .000 .000 PAGE NO 3 U/S DATA STATION INVERT SECT .000 N .000 0 RADIUS ANGLE ANG PT MAN H .000 2099.850 1292.210 5 RADIUS .013 ANG PT ELEMENT NO 10 IS A JUNCTION .000 1295.110 .000 -45.000 .000 RADIUS ANGLE .000 .000 U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 .000 .000 0 RADIUS ANGLE ANG PT 2104.850 1292.260 5 4 4 .013 14.800 1301.400 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N 2109.850 1292.310 5 .013 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 2173.850 1294.780 5 .013 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N 2235.730 1294.910 5 .013 ELEMENT NO 14 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 2237.730 1294.950 3 4 0 .013 .100 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 3447.000 1301.000 3 .013 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N 3518.000 1301.400 3 .013 ELEMENT NO 17 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 3518.000 1301.400 3 01/29/03 H-9 .000 .000 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 14.800 1292.710 1292.710 45.000 45.000 RADIUS ANGLE .000 .000 PAGE NO 3 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1295.110 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 45.000 -90.400 .000 0 W S ELEV 1301.400 01/29/03 H-10 FILE: MILLER-E25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:37:58 MILLER AVE SD Q25 0 SUN PEDAL TO BEECH Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I -I- Grd.El.l -t- Elev I Depth I -I- Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- SF Avel HF ISE -I- DpthlFroude NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I (Type Ch I I I 1000.000 I 1282.600 I 5.400 I 1288.000 I 110.20 -i- 5.61 -I- .49 -I- 1288.49 -I- .00 -I- i I 2.99 -I- .00 -I- I 5.000 I I .000 .00 I 1 .0 -I- 4.600 -i- .0044 -I- -I- .0018 .01 5.40 .00 2.91 -I- .013 -I- .00 .00 1- PIPE I 1004.600 I 1282.620 I 5.388 I 1288.008 I 110.20 5.61 -I- I .49 -I- I 1288.50 -I- .00 I I 2.99 -I- .00 I 5.000 I I .000 .00 I 1 .0 -I- 8.660 -I- .0046 -I- -I- -I- .0018 .02 -I- 5.39 .00 -I- 2.86 -I- .013 -I- .00 .00 1- PIPE I 1013.260 I 1282.660 I 5.364 I 1288.024 I 110.20 5.61 -I- I .49 -I- I 1288.51 -I- .00 I I 2.99 -I- .00 -I- I 5.000 I I .000 .00 I 1 .0 -I- 7.900 -I- .0051 -I- -I- -I- .0018 .01 -I- .00 .00 2.78 -I- .013 -I- .00 .00 1- PIPE I 1021.160 I 1282.700 5.384 I I 1288.084 I 110.20 5.61 -I- I .49 -I- I 1288.57 -I- .00 -i- I I 2.99 -I- .00 -I- I 5.000 I I .000 .00 I 1 .0 -I- 131.578 -I- .0047 -I- -I- -I- .0018 .23 5.38 .00 2.84 -I- .013 -I- .00 .00 1- PIPE I 1152.738 I 1283.320 5.000 I I 1288.320 I 110.20 5.61 -I- I .49 I 1288.81 -I- .00 I I 2.99 .00 -I- 1 5.000 I I .000 .00 I 1 .0 -I- 136.084 -I- .0047 -I- -I- -I- -I- .0017 .23 -I- 5.00 -I- .00 2.84 -I- .013 -I- .00 .00 1- PIPE I 1288.822 I 1283.961 4.536 I I 1288.497 I 110.20 5.89 -I- I .54 I 1289.03 -I- .00 -I- I I 2.99 2.90 -I- I 5.000 I I .000 .00 I 1 C -I- 69.673 -I- .0047 -I- -I- -I- -I- .0016 .11 4.54 -I- .41 2.84 -I- .013 -I- .00 .00 1- PIPE 1358.495 I I 1284.289 4.267 I 1288.556 I I 110.20 6.17 -I- .59 -i- I I 1289.15 -I- .00 -I- I I 2.99 -I- 3.54 -I- I 5.000 -I- I I .000 .00 I 1 C -I- 55.098 -I- .0047 -i- -I- -I- .0018 .10 4.27 .48 I 2.84 .013 -I- .00 .00 1- PIPE 1413.593 I 1 1284.548 4.045 I 1288.593 I I 110.20 6.48 -I- .65 -I- I I 1289.24 -I- .00 -i- I 2.99 -i- 3.93 -I- I 5.000 -I- I I .000 .00 I 1 C -I- 43.118 -I- .0047 -I- -I- -I- .0019 .08 I 4.05 .55 I I 2.84 .013 -I- .00 .00 1- PIPE 1456.711 I I 1284.751 3.866 I 1288.617 I I 110.20 6.76 .71 I 1289.33 .00 2.99 4.19 I 5.000 I I .000 .00 I 1 C HYDRAULIC JUMP 01/29/03 H-10 01/29/03 H-11 FILE: MILLER-E25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:37:58 MILLER AVE SD Q25 0 SUN PEDAL TO BEECH 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 -I- Grd.El.l -i- Elev -I- I Depth I -I- Width IDia.-FTior I.D.I ZL IPrs/Pip -I- -I- L/Elem ICh Slope I -I- I -I- I -I- I -I- SF Avel HF ISE DpthlFroude -I- NINorm Dp -I- I "N" -I- I X -Falls -I ZR (Type Ch I I I 1456.711 I 1284.751 I 2.281 I 1287.032 i 110.20 12.63 t 2.48 -I- 1289.51 -i- .00 -I- I 2.99 -I- 4.98 I 5.000 I I .000 .00 I 1 .0 -I- 11.963 -I- .0047 -I- -I- -I- -I- .0100 .12 2.28 1.68 -I- 2.84 -I- .013 -I- .00 .00 1- PIPE I 1468.674 I 1284.808 I 2.255 I 1287.063 I 110.20 12.82 I 2.55 -i- I 1289.61 -I- .00 -I- i I 2.99 -I- 4.98 I 5.000 I I .000 .00 I 1 .0 -I- 28.096 -I- .0047 -I- -I- -I- -I- .0109 .31 2.26 1.72 -I- 2.84 -I- .013 -I- .00 .00 1- PIPE I 1496.770 I 1284.940 I 2.175 I 1287.115 I 110.20 13.44 I 2.81 -I- I 1289.92 .00 -i- i I 2.99 -I- 4.96 I 5.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0067 -I- -I- -I- -I- .0117 -I- .04 2.17 1.84 -I- -I- .013 -I- .00 .00 I- PIPE I 1499.770 I 1284.960 2.165 I I 1287.125 I 110.10 13.52 -i- I 2.84 -I- I 1289.96 -I- .00 -I- I I 2.99 -I- 4.95 -I- I 5.000 -I- I I .000 .00 I 1 .0 -I- 14.615 -I- .0048 -I- -I- -I- .0123 .18 2.16 1.86 2.83 .013 -I- .00 .00 1- PIPE I 1514.385 I 1285.029 2.122 I i 1287.151 I 110.10 13.88 I 2.99 I 1290.14 .00 I I 2.99 4.94 I 5.000 I I .000 .00 I 1 .0 25.385 .0048 .0136 .34 2.12 1.93 2.83 .013 .00 .00 PIPE I 1539.770 I 1285.150 2.047 I I 1287.197 I 110.10 14.55 -I- I 3.29 -I- I 1290.49 -I- .00 -I- I I 2.99 -I- 4.92 -I- i 5.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .3750 -I- -I- -I- .0122 .05 2.05 2.07 -I- .013 -I- .00 .00 I- PIPE I 1543.770 I 1286.650 2.377 I 1289.027 I I 95.10 12.22 -I- 2.32 -I- I I 1291.35 -I- .00 -I- I I 2.96 -I- 3.93 -I- I 4.000 I I .000 .00 I 1 .0 -I- 119.103 -I- .0100 -I- -I- -t- .0100 1.19 2.38 1.53 I 2.38 -I- .013 -I- .00 .00 1- PIPE I 1662.874 1287.841 I 2.377 I 1290.218 I I 95.10 12.22 -I- 2.32 -I- I I 1292.54 -I- .00 -i- I 2.96 -I- 3.93 -I- I 4.000 I I .000 .00 I 1 C -I- 210.183 -I- .0100 -I- -I- -I- .0099 2.08 2.38 1.53 2.38 -I- .013 -I- .00 .00 1- PIPE I 1873.057 1289.942 I 2.392 I 1292.334 I I 95.10 -I- 12.13 -I- 2.28 -I- I I 1294.62 -I- .00 -I- I I 2.96 -I- 3.92 -I- I 4.000 -i- I I .000 -I- .00 I 1 C -I- 144.835 -I- .0100 -I- -I- .0092 1.34 2.39 1.51 2.38 .013 .00 .00 1- PIPE 01/29/03 H-11 01/29/03 H-12 FILE: MILLER-E25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:37:58 MILLER AVE SD Q25 0 SUN PEDAL TO BEECH 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 -I- (FT) I -I- Elev I -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.El.1 -I- Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- L/Elem ICh Slope I I I I SF Avel HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I (Type Ch I I I I I I 2017.892 1291.391 2.490 1293.881 95.10 11.56 -i- 2.08 -I- I 1295.96 -I- .00 I I 2.96 3.88 I 4.000 I I .000 .00 I 1 .0 -I- 46.856 -I- .0100 -I- -i- -I- .0082 .38 -I- 2.49 -I- 1.40 -I- 2.38 -I- .013 -I- .00 .00 1- PIPE I 2064.747 I 1291.859 I 2.594 I 1294.453 I 95.10 11.02 -I- I 1.89 -I- I 1296.34 -I- .00 I I 2.96 3.82 I 4.000 I I .000 .00 I 1 .0 -I- 21.855 -I- .0100 -I- -I- -I- .0073 .16 -I- 2.59 -I- 1.29 -I- 2.38 -I- .013 -I- .00 .00 1- PIPE I 2086.603 I 1292.078 I 2.706 I 1294.784 -I- I 95.10 -I- 10.51 -I- I 1.72 -I- I 1296.50 .00 I I 2.96 -I- 3.74 I 4.000 I I .000 .00 I 1 .0 -I- 10.485 -I- .0100 -I- .0065 -I- .07 -I- 2.71 1.19 -I- 2.38 -I- .013 -I- .00 .00 1- PIPE 2097.088 I I 1292.182 2.825 I I 1295.007 I 95.10 10.02 -I- I 1.56 -I- I 1296.57 .00 I I 2.96 3.64 I 4.000 I I .000 .00 I 1 .0 -I- 2.762 -I- .0100 -I- -I- -I- .0058 -I- .02 -i- 2.83 -I- 1.09 -I- 2.38 -I- .013 -I- .00 .00 1- PIPE 2099.850 I I 1292.210 2.956 I I 1295.166 I 95.10 9.55 I 1.42 I 1296.58 .00 I I 2.96 3.51 I 4.000 I I .000 .00 I 1 .0 -I- JUNCT STR -i- .0100 -I- -I- -I- -I- -I- .0038 -I- .02 -I- 2.96 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 2104.850 I I 1292.260 4.216 I I 1296.476 I 65.50 5.21 I .42 I 1296.90 .00 I I 2.44 .00 I 4.000 I I .000 .00 I 1 .0 -I- 5.000 -I- .0100 -I- -I- -I- -I- -I- .0021 -I- .01 -I- 4.22 -I- .00 -I- 1.89 -I- .013 -I- .00 .00 1- PIPE 2109.850 I I 1292.310 4.177 I I 1296.487 I 65.50 5.21 -I- I .42 -I- I 1296.91 -I- .00 -I- I I 2.44 .00 I 4.000 I I .000 .00 I 1 .0 -I- 4.841 -I- .0386 -I- -I- -I- .0021 .01 4.18 -I- .00 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE 2114.691 I I 1292.497 4.000 I 1296.497 I I 65.50 5.21 -I- .42 -I- I I 1296.92 -I- .00 -I- I I 2.44 .00 i 4.000 I I .000 .00 i 1 .0 -I- 7.921 -I- .0386 -I- -I- -I- .0019 .02 4.00 -i- .00 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE 2122.612 I I 1292.803 3.674 I 1296.477 I I 65.50 5.42 .46 I I 1296.93 .00 I I 2.44 2.19 I 4.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 01/29/03 H-12 01/29/03 H-13 FILE: MILLER-E25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:37:58 MILLER AVE SD Q25 0 SUN PEDAL TO BEECH 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 -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.El.l -I- Elev -I- I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -i- I I I SF Avel HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I (Type Ch I I I I I I 2122.612 I 1292.803 I 1.565 I 1294.368 -i- 65.50 -I- 14.37 -I- 3.21 -I- 1297.57 .00 -I- 2.44 3.90 I 4.000 I I .000 .00 I 1 .0 -I- 9.937 -I- .0386 -I- .0187 -I- .19 1.57 -I- 2.34 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE I 2132.550 I 1293.186 I 1.616 I 1294.802 I 65.50 13.77 I 2.94 -I- I 1297.75 .00 -I- I I 2.44 3.93 I 4.000 I I .000 .00 I 1 .0 -I- 9.473 -I- .0386 -I- -I- -I- -I- .0166 -I- .16 1.62 -I- 2.20 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE I 2142.023 I 1293.552 I 1.675 I 1295.227 I 65.50 13.13 I 2.68 -I- I 1297.90 .00 I I 2.44 3.95 I 4.000 I I .000 .00 I 1 .0 -I- 7.582 -I- .0386 -I- -I- -I- -I- .0146 -I- .11 -I- 1.68 -I- 2.06 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE I 2149.605 I 1293.844 I 1.736 I 1295.580 I 65.50 12.52 I 2.43 -I- I 1298.01 -I- .00 -I- I I 2.44 3.97 I 4.000 I I .000 .00 I 1 .0 -I- 6.089 -I- .0386 -I- -I- -I- -I- .0128 .08 1.74 -I- 1.92 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE 2155.694 I I 1294.079 1.800 I I 1295.879 I 65.50 11.93 -I- I 2.21 -I- I 1298.09 -I- .00 -I- I I 2.44 -I- 3.98 -I- I 4.000 I I .000 .00 I 1 .0 -I- 4.864 -I- .0386 -I- -I- -I- .0112 .05 1.80 1.79 1.31 -I- .013 -I- .00 .00 1- PIPE 2160.557 I I 1294.267 1.868 I I 1296.135 i 65.50 11.38 -t- I 2.01 -I- I 1298.15 -I- .00 -I- I I 2.44 -I- 3.99 i 4.000 I I .000 .00 I 1 .0 -I- 3.928 -I- .0386 -I- -I- -I- .0099 .04 1.87 1.67 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE 2164.486 I I 1294.419 1.938 I I 1296.357 I 65.50 10.85 -I- I 1.83 -I- I 1298.18 -I- .00 -I- I I 2.44 -I- 4.00 -I- I 4.000 I I .000 .00 I 1 .0 -I- 3.083 -I- .0386 -I- -I- -I- .0087 .03 I 1.94 1.56 I 1.31 -I- .013 -I- .00 .00 1- PIPE 2167.569 I I 1294.538 2.012 I I 1296.550 I 65.50 10.34 -I- I 1.66 -I- 1298.21 -I- .00 -I- I 2.44 -I- 4.00 -I- I 4.000 I I .000 .00 I 1 .0 -I- 2.394 -I- .0386 -I- -I- -I- .0077 I .02 I 2.01 1.45 I I 1.31 -I- .013 -I- .00 .00 1- PIPE 2169.963 I I 1294.630 2.089 I 1296.719 I I 65.50 -i- 9.86 -I- 1.51 -I- 1298.23 -I- .00 -i- 2.44 -I- 4.00 -I- I 4.000 -I- i I .000 -I- .00 I 1 C -I- 1.769 -I- .0386 -I- -I- .0068 .01 2.09 1.35 1.31 .013 .00 .00 1- PIPE 01/29/03 H-13 FILE: MILLER-E25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:37:58 MILLER AVE SD Q25 0 SUN PEDAL TO BEECH I Invert I Depth I Water I Q I Vel Vel I Energy I Super (CriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I -I- (FT) I -I- Elev I -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.El.l -I- Elev -i- I Depth I -I- Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm -I- Dp -i- I "N" -I- I X -Fall) -I ZR IType Ch I I I 2171.732 I 1294.698 I 2.170 I 1296.868 I 65.50 9.40 1.37 -I- 1298.24 -I- .00 I i 2.44 3.99 I 4.000 I I .000 .00 I 1 .0 -I- 1.190 -I- .0386 -I- -I- -I- -I- .0060 .01 -I- 2.17 -I- 1.25 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE I 2172.922 I 1294.744 I 2.256 I 1297.000 I 65.50 8.97 I 1.25 I 1298.25 -I- .00 I I 2.44 3.97 I 4.000 I I .000 .00 I 1 .0 -I- .705 -I- .0386 -I- -I- -I- -I- -I- .0053 .00 -I- 2.26 -I- 1.16 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE I 2173.627 I 1294.771 I 2.346 I 1297.118 I 65.50 8.55 I 1.13 I 1298.25 .00 I I 2.44 3.94 I 4.000 I I .000 .00 I 1 .0 -I- .223 -I- .0386 -I- -I- -I- -I- -I- .0047 -I- .00 -I- 2.35 -I- 1.08 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE 2173.850 I I 1294.780 2.443 I I 1297.223 I 65.50 8.15 I 1.03 I 1298.25 -I- .00 -I- I I 2.44 -I- 3.90 I 4.000 I I .000 .00 I 1 .0 -I- 3.317 -I- .0021 -I- -I- -I- -I- -I- .0041 .01 2.44 1.00 -I- 3.26 -I- .013 -I- .00 .00 1- PIPE 2177.167 I I 1294.787 2.543 I I 1297.330 I 65.50 7.77 I .94 I 1298.27 -I- .00 -I- I I 2.44 -I- 3.85 -I- I 4.000 I I .000 .00 I 1 .0 -I- 14.705 -I- .0021 -I- -I- -I- -I- -I- .0037 .05 2.54 .93 3.26 -I- .013 -I- .00 .00 1- PIPE 2191.872 I I 1294.818 2.651 I I 1297.469 I 65.50 7.41 I .85 I 1298.32 -I- .00 -I- I I 2.44 -I- 3.78 -I- I 4.000 I I .000 .00 I 1 .0 -I- 33.617 -I- .0021 -I- -I- -I- -I- -I- .0032 .11 2.65 .85 3.26 -I- .013 -I- .00 .00 1- PIPE 2225.488 I I 1294.889 2.767 I I 1297.656 I 65.50 7.06 I .77 -I- I 1298.43 -I- .00 -I- 1 I 2.44 -I- 3.69 -I- I 4.000 -I- I I .000 -I- .00 I 1 .0 -I- 10.242 -I- .0021 -I- -I- -I- -I- .0030 .03 2.77 .79 I I 3.26 .013 .00 .00 1- PIPE 2235.730 I I 1294.910 2.791 I 1297.701 I I 65.50 7.00 I .76 -I- I 1298.46 -I- .00 -I- 2.44 -I- 3.67 -I- I 4.000 -I- I I .000 .00 I 1 C -I- JUNCT STR -I- .0200 -I- -I- -I- -I- .0031 .01 I 2.79 .77 I I .013 -I- .00 .00 I- PIPE 2237.730 I 1294.950 I 2.713 I 1297.663 I I 65.40 7.21 -I- .81 -I- I 1298.47 -I- .00 -I- 2.44 -I- 3.74 -I- I 4.000 -I- I I .000 -I- .00 I 1 C 1- -I- 19.721 -I- .0050 -I- -I- -I- .0034 .07 2.71 .82 2.33 .013 .00 .00 PIPE 01/29/03 H-14 FILE: MILLER-E25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 6 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:37:58 MILLER AVE SD Q25 0 SUN PEDAL TO BEECH 01/29/03 H-15 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 -I- (FT) -I- I Elev -I- I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I -i- I I -I- -I- SF Avel -I- HF ISE -I- DpthiFroude -I- -I- NINorm Dp -I- I "N" -I- I X-Fall1 -I ZR IType Ch I I I I I I I 2257.451 -I- 1295.049 -I- 2.601 -I- 1297.650 -I- 65.40 -I- 7.56 -I- .89 -I- 1298.54 -I- .00 I 2.44 I 3.82 I 4.000 I I .000 .00 I 1 .0 8.321 .0050 I I I I I .0037 I .03 -I- 2.60 .88 -I- -I- 2.33 -I- .013 -I- .00 .00 1- PIPE 2265.772 1295.090 2.551 1297.641 65.40 7.73 .93 I 1298.57 .00 I 2.44 I 3.85 I 4.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 2265.772 -I- I 1295.090 -I- I 2.334 -I- I 1297.425 -I- I I 65.40 -t- 8.59 -I- I 1.15 -I- i 1298.57 -I- .00 -I- I 2.44 I 3.94 I 4.000 I I .000 .00 I 1 .0 1107.384 .0050 I I I I I .0050 I 5.54 2.33 1.09 -I- -I- 2.33 -I- .013 -I- .00 .00 1- PIPE 3373.155 -I- 1300.630 -I- 2.334 -I- 1302.965 -I- 65.40 -I- 8.59 -I- 1.15 -I- I 1304.11 -I- .00 -I- I 2.44 I 3.94 -I- I 4.000 I I .000 .00 I 1 .0 73.845 .0050 I I I I .0053 .39 2.33 1.09 -I- 2.33 -I- .013 -I- .00 .00 1- PIPE 3447.000 -I- 1301.000 -I- 2.254 -I- 1303.254 -I- I 65.40 -I- 8.96 -I- I 1.25 -I- I 1304.50 -I- .22 -I- I 2.44 I 3.97 I 4.000 I I .000 .00 I 1 .0 .531 .0056 I I I I I .0056 .00 I 2.47 1.16 -I- -I- 2.25 -I- .013 -I- .00 .00 1- PIPE 3447.531 -I- 1301.003 -I- 2.254 -I- 1303.257 -I- 65.40 -I- 8.96 -I- i 1.25 -I- 1304.50 -I- .22 -I- I 2.44 I 3.97 I 4.000 I I .000 .00 I 1 .0 62.763 .0056 .0053 .33 2.47 1.16 -I- -I- 2.25 -I- .013 -I- .00 .00 1- PIPE 3510.294 -I- I 1301.357 -i- I 2.344 -I- I 1303.701 -I- I I 65.40 -I- 8.54 -I- I 1.13 -I- I 1304.83 -I- .20 -I- I 2.44 I 3.94 I 4.000 I I .000 .00 I 1 .0 7.706 .0056 I .0047 .04 2.54 1.08 -I- -I- 2.25 -I- .013 -I- .00 .00 1- PIPE 3518.000 -I- I 1301.400 -I- I 2.441 -I- I 1303.841 -I- I 65.40 -I- 8.14 -I- I 1.03 -I- I 1304.87 -I- .18 -I- i 2.44 I 3.90 -I- -I- I 4.000 -I- I I .000 -I- .00 I 1 I- .0 01/29/03 H-15 FILE: MILLER-W.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 1-24-2003 Time: 4:38: 9 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 7.500 CD 2 4 1 2.250 CD 3 4 1 2.000 CD 4 4 1 8.000 CD 5 4 1 1.750 CD 6 4 1 2.500 CD 7 4 1 3.000 CD 8 4 1 6.250 CD 9 4 1 3.500 CD 10 4 1 4.500 CD 11 4 1 5.500 CD 12 4 1 4.000 CD 13 4 1 5.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - MILLER AVE STORM DRAIN Q100 HEADING LINE NO 2 IS - CHERRY TO SUN PEDAL HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 3481.530 1253.750 1 1263.300 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3600.500 1254.890 1 .013 135.001 50.492 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3603.000 1254.914 1 2 0 .013 19.100 .000 1258.150 .000 -65.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3638.890 1255.260 1 .013 135.001 15.232 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4021.170 1258.930 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 01/29/03 H-16 LE 01/29/03 H-17 4025.840 1258.980 4 3 0 .013 .100 .000 1261.980 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4317.350 1261.770 4 .013 .000 .000 .000 0 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 4319.350 1261.789 4 5 0 .013 .100 .000 1262.000 .000 90.000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4452.010 1263.000 4 .013 .000 .000 .000 0 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 4456.680 1263.050 4 6 0 .013 28.400 .000 1265.880 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4500.000 1263.240 4 .013 .000 .000 .000 0 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4877.670 1264.940 4 .013 .000 .000 .000 0 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4909.740 1265.070 4 .013 .000 .000 .000 0 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5045.160 1265.660 4 .013 135.000 -57.474 .000 0 ELEMENT NO 15 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5053.830 1267.570 8 7 0 .013 35.800 .000 1270.660 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5097.660 1268.350 8 .013 .000 .000 .000 0 ELEMENT NO 17 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 5102.330 1268.450 4 .013 .000 .000 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5431.080 1272.790 4 .013 .000 .000 .000 0 W S P G W PAGE NO 4 01/29/03 H-17 01/29/03 H-18 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5458.570 1273.153 4 .013 45.000 35.001 .000 0 ELEMENT NO 20 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5527.620 1274.065 4 3 0 .013 .100 .000 1277.910 .000 -30.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5547.920 1274.333 4 .013 .000 .000 .000 0 ELEMENT NO 22 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5591.120 1274.903 4 .013 45.000 55.004 .000 0 ELEMENT NO 23 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5595.790 1275.000 4 6 0 .013 .100 .000 1281.100 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5789.870 1275.860 4 .013 .000 .000 .000 0 ELEMENT NO 25 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5794.540 1275.960 4 9 0 .013 109.800 .000 1281.620 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 26 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5853.530 1276.240 4 .013 .000 .000 .000 0 W S P G W PAGE NO 5 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 27 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5855.530 1276.250 4 3 0 .013 .100 .000 1281.400 .000 70.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 28 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6155.590 1277.640 4 .013 .000 .000 .000 0 ELEMENT NO 29 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6435.400 1278.930 4 .013 .000 .000 .000 0 ELEMENT NO 30 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6483.360 1279.160 4 .013 90.001 -30.532 .000 0 ELEMENT NO 31 IS A REACH 01/29/03 H-18 ELEMENT NO 33 IS A REACH U/S DATA ELEMENT NO 34 IS A REACH U/S DATA ELEMENT NO 35 IS A JUNCTION U/S DATA * * * STATION INVERT SECT N 6637.210 1281.800 11 .013 * * * STATION INVERT SECT N 6656.890 1281.850 11 .013 * * * * * STATION INVERT SECT LAT -1 LAT -2 N Q3 6664.890 1282.350 13 12 0 .013 133.900 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 36 IS A REACH U/S DATA STATION INVERT SECT N 6698.700 1283.000 13 .013 ELEMENT NO 37 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 6698.700 1283.000 13 01/29/03 H-19 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1283.870 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 22.500 -50.115 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1282.600 .000 .000 .000 RADIUS ANGLE .000 .000 PAGE NO 6 RADIUS ANGLE ANG PT MAN H 100.356 -19.303 .000 0 * W S ELEV 1282.510 U/S DATA STATION INVERT SECT N 6484.080 1279.163 4 .013 ELEMENT NO 32 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 6492.580 1281.470 11 10 0 .013 108.800 ELEMENT NO 33 IS A REACH U/S DATA ELEMENT NO 34 IS A REACH U/S DATA ELEMENT NO 35 IS A JUNCTION U/S DATA * * * STATION INVERT SECT N 6637.210 1281.800 11 .013 * * * STATION INVERT SECT N 6656.890 1281.850 11 .013 * * * * * STATION INVERT SECT LAT -1 LAT -2 N Q3 6664.890 1282.350 13 12 0 .013 133.900 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 36 IS A REACH U/S DATA STATION INVERT SECT N 6698.700 1283.000 13 .013 ELEMENT NO 37 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 6698.700 1283.000 13 01/29/03 H-19 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1283.870 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 22.500 -50.115 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1282.600 .000 .000 .000 RADIUS ANGLE .000 .000 PAGE NO 6 RADIUS ANGLE ANG PT MAN H 100.356 -19.303 .000 0 * W S ELEV 1282.510 01/29/03 H-20 FILE: MILLER-W.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:38:13 MILLER AVE STORM DRAIN Q100 CHERRY TO SUN PEDAL I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtl INo Wth Station I Elev I (FT) I Elev I -i- (CFS) I (FPS) -I- Head I -I- Grd.E1.1 -I- Elev -I- I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I I -I- I SF Avel HF ISE DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) ZR -I (Type Ch i I I 3481.530 I 1253.750 I 9.550 I 1263.300 654.90 14.82 3.41 -I- I 1266.71 -I- .00 I 6.51 I .00 I 7.500 I I .000 .00 I 1 .0 -I- 118.970 -I- .0096 -I- -I- -I- -I- .0073 .87 -I- .00 -i- .00 -I- 5.42 -I- .013 -I- .00 .00 1- PIPE I 3600.500 I 1254.890 I 9.787 I 1264.677 I 654.90 14.82 -I- I 3.41 -I- I 1268.09 -I- .00 -I- I 6.51 I .00 I 7.500 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0096 -I- -I- -I- .0071 .02 .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE I 3603.000 1254.914 I I 10.145 I 1265.059 -I- I 635.80 14.39 -I- I 3.22 -I- I 1268.28 -I- .00 -I- I 6.44 I .00 I 7.500 t I .000 .00 I 1 .0 -I- 35.890 -I- .0096 -I- -I- .0069 .25 .00 -I- .00 -I- 5.28 -I- .013 -I- .00 .00 1- PIPE I 3638.890 1255.260 I I 10.310 1265.570 I I 635.80 14.39 I 3.22 I 1268.79 -I- .00 -I- I 6.44 I .00 I 7.500 I I .000 .00 I 1 .0 -I- 382.280 -I- .0096 -I- -I- -i- -i- -I- .0069 2.62 10.31 -I- .00 -I- 5.29 -I- .013 -I- .00 .00 1- PIPE 4021.170 I 1258.930 I I 9.261 1268.191 I I 635.80 14.39 -I- 3.22 -I- I I 1271.41 -I- .00 -I- I 6.44 I .00 i 7.500 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0107 -I- -I- -I- .0059 .03 9.26 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 4025.840 I 1258.980 I I 9.968 1268.948 I I 635.70 12.65 2.48 I I 1271.43 -I- .00 -I- I 6.40 I .00 I 8.000 I I .000 .00 I 1 .0 -I- 291.510 -I- .0096 -I- -I- -I- -I- -I- .0049 1.42 9.97 -I- .00 -I- 4.99 -I- .013 -i- .00 .00 1- PIPE 4317.350 I 1261.770 I I 8.594 1270.365 I I 635.70 12.65 -I- 2.48 -I- I I 1272.85 -I- .00 -I- I 6.40 -I- I .00 -I- I 8.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0095 -I- -I- -I- .0049 .01 8.59 .00 -I- .013 -I- .00 .00 I- PIPE 4319.350 I 1261.789 I 8.587 I 1270.376 I I 635.60 12.64 2.48 I I 1272.86 .00 I 6.40 -I- I .00 I 8.000 I I .000 .00 I 1 .0 -I- 132.660 -I- .0091 -I- -I- -I- -I- -I- .0049 -I- .64 -i- 8.59 .00 -I- 5.07 -I- .013 -I- .00 .00 1- PIPE 4452.010 I 1263.000 I 8.020 I 1271.020 I I 635.60 12.64 -I- 2.48 -I- I I 1273.50 -I- .00 -I- I 6.40 -I- I .00 -I- I 8.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0107 -I- -I- -I- .0046 .02 8.02 .00 -I- .013 -I- .00 .00 I- PIPE 01/29/03 H-20 01/29/03 H-21 FILE: MILLER-W.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:38:13 MILLER AVE STORM DRAIN Q100 CHERRY TO SUN PEDAL Invert I Depth I Water I Q I Vel Vel I Energy I Super ICrlticallFlow 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 ICh -I- Slope I -I- I -i- I -i- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" I -I- X -Fall) ZR -I 1Type Ch I I I I I I I I 4456.680 I 1263.050 8.425 1271.475 -I- 607.20 -I- 12.08 -I- 2.27 -I- 1273.74 -I- .00 -I- 6.27 -I- .00 I I 8.000 I .000 .00 I 1 .0 -I- 43.320 -I- .0044 -I- .0044 .19 8.43 .00 6.60 -I- -I- .013 -I- .00 .00 1- PIPE I 4500.000 i 1263.240 I 8.427 I 1271.667 I 607.20 -I- 12.08 -I- I 2.27 -I- I 1273.93 -I- .00 -I- I I 6.27 -I- .00 I I 8.000 I .000 .00 I 1 .0 -I- 377.670 -I- .0045 -I- -I- .0044 1.67 8.43 .00 6.50 -I- -I- .013 -I- .00 .00 1- PIPE I 4877.670 I 1264.940 I 8.401 I 1273.341 I 607.20 -I- 12.08 -I- I 2.27 -I- I 1275.61 -I- .00 -I- I 6.27 -I- I .00 I 8.000 I I .000 .00 I 1 .0 -I- 24.972 -I- .0041 -I- -I- .0044 .11 8.40 .00 6.94 -I- -I- .013 -I- .00 .00 1- PIPE I 4902.642 I 1265.041 I 8.410 I 1273.451 I 607.20 12.08 I 2.27 I 1275.72 .00 I 6.27 I .00 I 8.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP I 4902.642 I 1265.041 I 4.498 1269.539 I i 607.20 -i- 20.86 -I- I 6.76 -I- I 1276.30 -I- .00 -I- I 6.27 -I- I 7.94 I 8.000 -I- I I .000 .00 I 1 .0 -I- 7.098 -I- .0041 -I- -I- .0121 .09 4.50 1.92 6.94 -I- .013 -I- .00 .00 1- PIPE I 4909.740 I 1265.070 I 4.478 1269.548 I I 607.20 20.97 I 6.83 -I- I 1276.38 -I- .40 -I- I 6.27 -i- I 7.94 I 8.000 -I- I I .000 .00 I 1 .0 -I- 21.058 -I- .0044 -I- -I- -I- -I- .0125 .26 4.88 1.94 6.62 -I- .013 -I- .00 .00 1- PIPE I 4930.797 1265.162 I I 4.418 1269.580 I I 607.20 21.33 I 7.06 I 1276.64 -I- .42 -I- I 6.27 -I- I 7.96 I 8.000 -I- I I .000 .00 I 1 .0 -I- 58.357 -I- .0044 -I- -I- -I- -I- -I- .0136 .79 4.83 1.99 I 6.62 I -I- .013 -I- .00 .00 1- PIPE I 4989.154 1265.416 I I 4.251 1269.667 I I 607.20 22.37 -I- I 7.77 -I- I 1277.44 -I- .46 -I- 6.27 -I- 7.98 I 8.000 -i- -I- I I .000 .00 I 1 .0 -I- 56.006 -I- .0044 -I- -I- -I- .0154 I .86 I 4.71 2.14 I 6.62 I .013 -I- .00 .00 1- PIPE 5045.160 I 1265.660 I 4.094 I 1269.754 I I 607.20 23.46 -I- 8.55 -I- 1278.30 -I- .00 -I- 6.27 -I- 8.00 I 8.000 -I- -I- I .000 -I- I .00 I 1 .0 -I- JUNCT STR -I- .2203 -I- -I- -I- .0149 .13 4.09 2.30 .013 .00 .00 I- PIPE 01/29/03 H-21 01/29/03 H-22 j FILE: MILLER-W.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:38:13 MILLER AVE STORM DRAIN Q100 CHERRY TO SUN PEDAL 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 -I- Grd.El.l -I- Elev -I- I Depth -I- I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- SF Avel HF ISE DpthlFroude NINorm -I- Dp -I- I "N" -I- I X-Fa111 -I ZR (Type Ch I I I I I I 5053.830 I 1267.570 I 5.450 -I- 1273.020 -I- 571.40 20.13 -I- 6.29 -I- 1279.31 -I- .00 -I- 5.94 -I- I 4.18 I 6.250 I I .000 .00 I 1 .0 -I- 13.914 -I- .0178 -I- .0132 .18 5.45 1.36 -I- 4.67 -I- .013 -I- .00 .00 1- PIPE I 5067.744 I 1267.818 I 5.531 I 1273.349 -I- I 571.40 -I- 19.90 -i- I 6.15 -I- I 1279.50 -I- .00 -I- I 5.94 -I- I 3.99 -I- I 6.250 I I .000 .00 I 1 .0 -I- 29.917 -I- .0178 -I- .0129 .39 5.53 1.31 4.67 -I- .013 -I- .00 .00 1- PIPE I 5097.660 I 1268.350 I 5.944 I 1274.294 I 571.40 18.97 I 5.59 I 1279.88 .00 I 5.94 I 2.70 I 6.250 I I .000 .00 I 1 .0 TRANS STR .0214 .0083 I .04 I 5.94 1.00 .013 .00 .00 PIPE 5102.330 I I 1268.450 I 10.275 1278.725 I I 571.40 11.37 -I- 2.01 -I- 1280.73 -I- .00 -I- I 6.09 -I- I .00 I 8.000 I I .000 .00 I 1 .0 -I- 245.272 -I- .0132 -I- -I- -I- .0039 .96 10.28 .00 -I- 4.21 -I- .013 -I- .00 .00 1- PIPE 5347.602 I I 1271.688 I 8.000 1279.688 I I 571.40 11.37 -I- I 2.01 -I- I 1281.69 -I- .00 -I- I 6.09 -I- I .00 I 8.000 I I .000 .00 I 1 .0 -I- 6.741 -I- .0132 -I- -I- -I- .0038 .03 8.00 .00 -i- 4.21 -I- .013 -I- .00 .00 1- PIPE 5354.343 I 1271.777 I I 7.927 1279.703 I I 571.40 11.38 I 2.01 I 1281.72 .00 I 6.09 I 1.53 I 8.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 5354.343 I 1271.777 I I 4.574 1276.351 I I 571.40 19.23 I 5.74 -I- I 1282.09 -I- .00 -I- I 6.09 -I- I 7.92 I 8.000 I I .000 .00 I 1 .0 -I- 76.737 -I- .0132 -I- -I- -I- -I- .0096 .74 4.57 1.75 -I- 4.21 -I- .013 -I- .00 .00 1- PIPE 5431.080 I 1272.790 I I 4.714 1277.504 I I 571.40 18.54 -I- I 5.34 -I- I 1282.84 -I- 1.87 -I- I 6.09 -I- I 7.87 -I- I 8.000 I I .000 .00 I 1 .0 -I- 27.490 -I- .0132 -I- -I- -I- .0090 .25 6.58 1.65 4.21 -I- .013 -I- .00 .00 1- PIPE 5458.570 I 1273.153 I I 4.784 1277.937 -I- I I 571.40 -I- 18.22 -I- 5.15 -I- I I 1283.09 -I- .00 -I- I 6.09 -I- I 7.84 -I- I 8.000 -I- I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0132 -I- .0081 .56 4.78 1.61 .013 -I- .00 .00 I- PIPE 01/29/03 H-22 01/29/03 H-23 . f FILE: MILLER-W.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:38:13 MILLER AVE STORM DRAIN Q100 CHERRY TO SUN PEDAL 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 -I- (FT) I -t- Elev I -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.El.l -I- Elev -I- I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X-Fa111 ZR -I (Type Ch I I I I I I I I I 5527.620 -I- 1274.065 -I- 5.046 -I- 1279.111 -I- 571.30 -I- 17.10 -I- 4.54 -I- 1283.65 -I- .00 -I- 6.09 -I- 7.72 I 8.000 I I .000 .00 I 1 .0 20.300 .0132 I I .0072 I .15 I 5.05 1.45 I 4.21 -I- -I- .013 -I- .00 .00 1- PIPE I 5547.920 -I- I 1274.333 -I- I 5.166 -I- 1279.499 -I- 571.30 -I- 16.64 -I- 4.30 -i- 1283.80 -I- 1.46 -I- 6.09 -I- I 7.65 I 8.000 -I- I I .000 .00 I 1 .0 3.516 .0132 I .0069 I .02 I 6.63 1.38 4.21 -I- .013 -I- .00 .00 1- PIPE I 5551.436 I 1274.379 -I- I 5.189 -I- 1279.568 -I- I 571.30 -I- 16.55 -I- 4.26 -I- 1283.82 -I- 1.44 -I- I 6.09 -I- I 7.64 i 8.000 I I .000 .00 I 1 .0 -I- 24.528 .0132 .0065 .16 6.63 1.37 4.21 -I- -I- .013 -I- .00 .00 1- PIPE I 5575.964 I 1274.703 I 5.412 -I- 1280.115 -I- I I 571.30 -I- 15.78 -I- I 3.87 -I- I 1283.98 -I- 1.29 -I- I 6.09 -I- I 7.48 I 8.000 I I .000 .00 I 1 .0 -I- 15.156 -I- .0132 .0058 .09 6.70 1.26 4.21 -I- -I- .013 -I- .00 .00 1- PIPE 5591.120 I 1274.903 I 5.652 -I- I 1280.555 -I- I I 571.30 -I- 15.05 -i- I 3.52 -I- I 1284.07 -I- .00 -I- I 6.09 -I- I 7.29 I 8.000 -I- I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0208 .0050 .02 5.65 1.16 -I- .013 -I- .00 .00 I- PIPE 5595.790 I 1275.000 I 6.087 I 1281.087 I I 571.20 13.92 -I- I 3.01 -I- I 1284.10 -I- .00 -I- I 6.09 i 6.82 I 8.000 I I .000 .00 I 1 .0 -I- 34.647 -I- .0044 -I- -I- -I- .0045 .16 6.09 -I- 1.00 6.17 -I- -I- .013 -I- .00 .00 1- PIPE 5630.438 I 1275.154 I 6.169 I 1281.322 I I 571.20 13.73 I 2.93 I 1284.25 .00 I 6.09 I 6.72 I 8.000 I I .000 .00 I 1 .0 -I- 159.433 -I- .0044 -I- -I- -I- -I- -I- .0044 -I- .71 -I- 6.17 -I- .97 6.17 -I- -I- .013 -I- .00 .00 1- PIPE 5789.870 I 1275.860 I 6.169 I 1282.029 I I 571.20 13.73 I 2.93 -I- I 1284.96 -I- .00 I 6.09 I 6.72 I 8.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0214 -I- -I- -I- -I- .0035 .02 -I- 6.17 -I- .97 -I- -I- .013 -I- .00 .00 I- PIPE 5794.540 I 1275.960 I 8.526 I 1284.486 I I 461.40 9.18 -I- 1.31 -I- I I 1285.79 -I- .00 -I- I 5.47 -I- I .00 I 8.000 I I .000 .00 I 1 .0 -I- 58.990 -I- .0047 -I- -I- -I- .0026 .15 8.53 .00 5.09 -I- -I- .013 -I- .00 .00 1- PIPE 01/29/03 H-23 01/29/03 H-24 FILE: MILLER-W.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:38:13 MILLER AVE STORM DRAIN Q100 CHERRY TO SUN PEDAL I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I -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 (Type Ch I I I I I I I 5853.530 I I 1276.240 8.397 1284.637 -I- I 461.40 -I- 9.18 -I- 1.31 -I- 1285.95 -I- .00 -I- 5.47 -I- .00 -I- 8.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0050 -I- .0026 .01 8.40 .00 -I- .013 -I- .00 .00 I- PIPE 5855.530 I I 1276.250 I 8.393 I 1284.643 -I- I 461.30 -I- 9.18 -I- I 1.31 -I- I 1285.95 -I- .00 -I- I I 5.47 -I- .00 -I- I I 8.000 I .000 .00 I 1 .0 -I- 189.415 -I- .0046 -I- .0025 .48 8.39 .00 5.14 -I- .013 -I- .00 .00 1- PIPE 6044.944 I I 1277.127 I 8.000 I 1285.127 I 461.30 9.18 I 1.31 I 1286.44 .00 I 5.47 I .00 I I 8.000 I .000 .00 I 1 .0 110.646 .0046 .0024 .26 8.00 .00 5.14 .013 .00 .00 PIPE 6155.590 I I 1277.640 I 7.722 I 1285.362 I 461.30 9.28 -I- I 1.34 -I- I 1286.70 -I- .00 -I- I 5.47 -I- I 2.93 I 8.000 I I .000 .00 I 1 .0 -I- 124.019 -I- .0046 -I- -I- -I- .0022 .28 7.72 .40 -I- 5.14 -I- .013 -I- .00 .00 1- PIPE 6279.609 I I 1278.212 I 7.356 I 1285.568 I 461.30 9.54 I 1.41 I 1286.98 .00 I 5.47 I 4.35 I 8.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 6279.609 I I 1278.212 I 3.995 I 1282.207 I 461.30 18.38 -I- I 5.25 -I- I 1287.45 -I- .00 -I- I 5.47 I 8.00 I 8.000 I I .000 .00 I 1 .0 -I- 45.717 -I- .0046 -I- -I- -I- .0108 .49 4.00 -I- 1.83 -I- 5.14 -I- .013 -I- .00 .00 1- PIPE 6325.326 I I 1278.423 I 3.887 1282.310 -I- I I 461.30 -I- 19.03 -I- I 5.63 -I- I 1287.94 -i- .00 -I- I 5.47 -I- I 8.00 -I- I 8.000 I I .000 .00 I 1 .0 -I- 56.716 -I- .0046 -I- .0120 .68 3.89 1.93 5.14 -I- .013 -I- .00 .00 1- PIPE 6382.042 I I 1278.684 3.746 I 1282.430 I I 461.30 -I- 19.96 -I- I 6.19 -I- I 1288.62 -I- .00 I 5.47 I 7.98 I 8.000 I I .000 .00 I 1 .0 -I- 53.358 -i- .0046 -I- -I- .0137 .73 -I- 3.75 -I- 2.07 -I- 5.14 -1- .013 -I- .00 .00 1- PIPE 6435.400 I I 1278.930 3.612 I 1282.542 I I 461.30 -I- 20.94 -I- I 6.81 -I- I 1289.35 1.20 I 5.47 I 7.96 I 8.000 I I .000 .00 I 1 .0 -I- 47.960 -I- .0048 -I- -I- .0155 -I- .74 -I- 4.82 -I- 2.22 -I- 5.08 -I- .013 -I- .00 .00 1- PIPE 01/29/03 H-24 01/29/03 H-25 FILE: MILLER-W.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 6 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:38:13 MILLER AVE STORM DRAIN Q100 CHERRY TO SUN PEDAL 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.-FTlor I.D.I 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) ZR -I (Type Ch I I I I I 6483.360 I I 1279.160 3.491 1282.651 -I- 461.30 -I- 21.89 -I- 7.44 -I- 1290.09 -I- .00 I 5.47 I 7.93 I 8.000 I I .000 .00 I 1 .0 -I- .720 -I- .0041 -I- .0165 .01 -I- 3.49 -I- 2.37 -I- 5.38 -I- .013 -I- .00 .00 1- PIPE 6484.080 I I 1279.163 I 3.489 1282.652 -I- I I 461.30 -I- 21.91 -I- I 7.45 -I- I 1290.11 -I- .00 -I- I 5.47 I 7.93 I 8.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .2714 -I- I .0130 .11 3.49 -I- 2.37 -I- -I- .013 -I- .00 .00 I- PIPE 6492.580 I I 1281.470 -I- 5.033 -I- I 1286.503 -i- I 352.50 -I- 15.47 -I- I 3.72 -I- I 1290.22 -I- .00 -I- I 5.03 -I- I 3.07 I 5.500 I I .000 .00 I 1 .0 -I- 21.616 .0023 .0101 .22 5.03 1.00 5.50 -I- -I- .013 -I- .00 .00 1- PIPE 6514.196 I 1281.519 I 5.500 -I- I 1287.019 -I- I I 352.50 -I- 14.84 -I- I 3.42 -I- I 1290.44 -I- .00 -I- i 5.03 -I- I .00 I 5.500 I I .000 .00 I 1 .0 -I- 123.014 -I- .0023 I .0108 1.33 5.50 .00 -I- 5.50 -I- .013 -i- .00 .00 1- PIPE 6637.210 I 1281.800 I 6.575 I 1288.375 I 352.50 14.84 -I- I 3.42 -I- I 1291.79 -I- .00 -I- I 5.03 I .00 I 5.500 I I .000 .00 I 1 .0 -I- 19.680 -I- .0025 -I- -I- -I- .0110 .22 .00 -I- .00 -I- 5.50 -I- .013 -I- .00 .00 1- PIPE 6656.890 I 1281.850 I 7.252 I 1289.102 I I 352.50 14.84 -I- I 3.42 -I- I 1292.52 -I- .00 -I- I 5.03 I .00 I 5.500 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0625 -I- -I- -I- .0090 .07 .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 6664.890 I 1282.350 I 8.784 I 1291.134 I I 218.60 11.13 -I- I 1.92 -I- I 1293.06 -I- .00 -I- I 4.20 -I- I .00 -I- I 5.000 I i .000 .00 I 1 .0 -I- 33.810 -I- .0192 -I- -I- -I- .0070 .24 .00 .00 2.81 -1- .013 -I- .00 .00 1- PIPE 6698.700 -I- I 1283.000 -I- I 8.551 -I- I 1291.551 -I- I I 218.60 -I- 11.13 -I- I 1.92 -I- I 1293.48 -I- .00 -I- I 4.20 -I- I .00 I 5.000 -I- -I- I I .000 -I- .00 I 1 .0 I- 01/29/03 H-25 01/29/03 H-26 FILE: MILLER-W25.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 1-24-2003 Time: 4:38:31 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 7.500 CD 2 4 1 2.250 CD 3 4 1 2.000 CD 4 4 1 8.000 CD 5 4 1 1.750 CD 6 4 1 2.500 CD 7 4 1 3.000 CD 8 4 1 6.250 CD 9 4 1 3.500 CD 10 4 1 4.500 CD 11 4 1 5.500 CD 12 4 1 4.000 CD 13 4 1 5.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - MILLER AVE STORM DRAIN Q25 HEADING LINE NO 2 IS - CHERRY TO SUN PEDAL HEADING LINE NO 3 IS - W S P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 3481.530 1253.750 1 1263.300 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3600.500 1254.890 1 .013 135.001 50.492 .000 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3603.000 1254.914 1 2 0 .013 14.400 .000 1258.150 .000 -65.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3638.890 1255.260 1 .013 135.001 15.232 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4021.170 1258.930 1 .013 .000 .000 .000 0 ELEMENT NO 6 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 01/29/03 H-26 01/29/03 H-27 4025.840 1258.980 4 3 0 .013 .100 .000 1261.980 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4317.350 1261.770 4 .013 .000 .000 .000 0 ELEMENT NO 8 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 4319.350 1261.789 4 5 0 .013 .100 .000 1262.000 .000 90.000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4452.010 1263.000 4 .013 .000 .000 .000 0 ELEMENT NO 10 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 4456.680 1263.050 4 6 0 .013 21.500 .000 1265.880 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4500.000 1263.240 4 .013 .000 .000 .000 0 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4877.670 1264.940 4 .013 .000 .000 .000 0 ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4909.740 1265.070 4 .013 .000 .000 .000 0 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5045.160 1265.660 4 .013 135.000 -57.474 .000 0 ELEMENT NO 15 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5053.830 1267.570 8 7 0 .013 27.000 .000 1270.660 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5097.660 1268.350 8 .013 .000 .000 .000 0 ELEMENT NO 17 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 5102.330 1268.450 4 .013 .000 .000 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5431.080 1272.790 4 .013 .000 .000 .000 0 W S P G W PAGE NO 4 01/29/03 H-27 01/29/03 H-28 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5458.570 1273.153 4 .013 45.000 35.001 .000 0 ELEMENT NO 20 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5527.620 1274.065 4 3 0 .013 .100 .000 1277.910 .000 -30.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5547.920 1274.333 4 .013 .000 .000 .000 0 ELEMENT NO 22 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5591.120 1274.903 4 .013 45.000 55.004 .000 0 ELEMENT NO 23 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5595.790 1275.000 4 6 0 .013 .100 .000 1281.100 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 24 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5789.870 1275.860 4 .013 .000 .000 .000 0 ELEMENT NO 25 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5794.540 1275.960 4 9 0 .013 83.500 .000 1281.620 .000 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 26 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 5853.530 1276.240 4 .013 .000 .000 .000 0 W S P G W PAGE NO 5 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 27 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 5855.530 1276.250 4 3 0 .013 .100 .000 1281.400 .000 70.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 28 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6155.590 1277.640 4 .013 .000 .000 .000 0 ELEMENT NO 29 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6435.400 1278.930 4 .013 .000 .000 .000 0 ELEMENT NO 30 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6483.360 1279.160 4 .013 90.001 -30.532 .000 0 ELEMENT NO 31 IS A REACH 01/29/03 H-28 ELEMENT NO 33 IS A REACH U/S DATA ELEMENT NO 34 IS A REACH U/S DATA ELEMENT NO 35 IS A JUNCTION U/S DATA * * * STATION INVERT SECT N 6637.210 1281.800 11 .013 * * * STATION INVERT SECT N 6656.890 1281.850 11 .013 * * * * * STATION INVERT SECT LAT -1 LAT -2 N Q3 6664.890 1282.350 13 12 0 .013 96.400 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 36 IS A REACH U/S DATA STATION INVERT SECT N 6698.700 1283.000 13 .013 ELEMENT NO 37 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 6698.700 1283.000 13 01/29/03 H-29 p RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1283.870 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 22.500 -50.115 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1282.600 .000 .000 .000 RADIUS ANGLE .000 .000 PAGE NO 6 RADIUS ANGLE ANG PT MAN H 100.356 -19.303 .000 0 * W S ELEV 1282.510 U/S DATA STATION INVERT SECT N 6484.080 1279.163 4 .013 ELEMENT NO 32 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 6492.580 1281.470 11 10 0 .013 81.900 ELEMENT NO 33 IS A REACH U/S DATA ELEMENT NO 34 IS A REACH U/S DATA ELEMENT NO 35 IS A JUNCTION U/S DATA * * * STATION INVERT SECT N 6637.210 1281.800 11 .013 * * * STATION INVERT SECT N 6656.890 1281.850 11 .013 * * * * * STATION INVERT SECT LAT -1 LAT -2 N Q3 6664.890 1282.350 13 12 0 .013 96.400 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 36 IS A REACH U/S DATA STATION INVERT SECT N 6698.700 1283.000 13 .013 ELEMENT NO 37 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 6698.700 1283.000 13 01/29/03 H-29 p RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1283.870 .000 -45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H 22.500 -50.115 .000 0 * * Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1282.600 .000 .000 .000 RADIUS ANGLE .000 .000 PAGE NO 6 RADIUS ANGLE ANG PT MAN H 100.356 -19.303 .000 0 * W S ELEV 1282.510 01/29/03 H-30 FILE: MILLER-W25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:38:35 MILLER AVE STORM DRAIN Q25 CHERRY TO SUN PEDAL I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow ToplHeight/IBase Wtl INo Wth Station -I- I Elev I -I- (FT) I -I- Elev -I- I (CFS) I -I- (FPS) -I- Head I -I- Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel -I- HF ISE -I- DpthlFroude -I- -I- NINorm Dp -I- I "N" -I- I X-Fa111 ZR -I IType Ch I I I I I I I I I 3481.530 -I- 1253.750 -I- 9.550 -I- 1263.300 -I- 483.00 -I- 10.93 -I- 1.86 -I- 1265.16 -I- .00 -I- 5.69 .00 -I- I 7.500 I I .000 .00 I 1 .0 118.970 .0096 I I I t I .0040 I .47 I .00 .00 -I- 4.37 -I- .013 -I- .00 .00 1- PIPE 3600.500 -I- 1254.890 -i- 9.159 -I- 1264.049 -I- 483.00 -I- 10.93 -I- 1.86 -I- 1265.90 -I- .00 -I- I 5.69 I .00 -I- I 7.500 I I .000 .00 I 1 .0 JUNCT STR .0096 I I I I I .0038 I .01 I .00 .00 -I- -I- .013 -I- .00 .00 I- PIPE 3603.000 -I- 1254.914 -I- 9.347 -I- 1264.261 -I- 468.60 -I- 10.61 -I- 1.75 -I- 1266.01 -I- .00 -I- I 5.61 I .00 -I- I 7.500 I I .000 .00 I 1 .0 35.890 .0096 I I I I I .0037 I .13 I .00 .00 -I- 4.28 -I- .013 -I- .00 .00 1- PIPE 3638.890 -I- 1255.260 -I- 9.278 -I- 1264.538 -t- 468.60 -I- 10.61 -I- 1.75 -I- 1266.29 -I- .00 -I- I 5.61 I .00 -I- I 7.500 I i .000 .00 I 1 .0 302.637 .0096 I I I I .0037 I 1.12 I 9.28 .00 -I- 4.29 -I- .013 -I- .00 .00 1- PIPE 3941.527 -I- I 1258.165 -I- 7.500 -I- 1265.665 -I- 468.60 -I- 10.61 -I- 1.75 -I- 1267.41 -I- .00 -I- I 5.61 I .00 -I- I 7.500 I I .000 .00 I 1 .0 76.024 .0096 I I I I I .0035 I .26 I 7.50 .00 -I- 4.29 -I- .013 -I- .00 .00 1- PIPE 4017.552 1258.895 6.888 1265.783 468.60 11.03 1.89 1267.67 .00 I 5.61 I 4.11 I 7.500 I I .000 .00 I 1 .0 HYDRAULIC JUMP 4017.552 -I- I I 1258.895 -I- 4.513 -I- I 1263.408 -I- I I 468.60 -I- 16.87 -I- I 4.42 -I- I 1267.83 -I- .00 -I- I 5.61 i 7.34 -I- I 7.500 I I .000 .00 I 1 .0 3.618 .0096 .0082 I .03 4.51 1.53 -I- 4.29 -I- .013 -I- .00 .00 1- PIPE 4021.170 I I 1258.930 4.516 I 1263.446 i I 468.60 16.86 4.41 I 1267.86 .00 I 5.61 I 7.34 I 7.500 I I .000 .00 I 1 .0 HYDRAULIC DROP 4025.840 -I- I I 1258.980 -I- 7.226 -I- I 1266.206 -I- I I 468.50 -I- 9.81 -I- I 1.49 -I- I 1267.70 -I- .00 -I- I 5.51 I 4.73 -I- I 8.000 I I .000 .00 I 1 .0 13.683 .0096 .0023 .03 7.23 .54 -I- 4.12 -t- .013 -I- .00 .00 1- PIPE 01/29/03 H-30 01/29/03 H-31 FILE: MILLER-W25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:38:35 MILLER AVE STORM DRAIN Q25 CHERRY TO SUN PEDAL 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 -I- (FT) I -I- Elev I -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.E1.1 -I- Elev -I- I Depth I -I- Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp -I- -I- I "N" -I- I X-Fa111 ZR -I (Type Ch I I I I I I I I I 4039.523 1259.111 7.083 1266.194 468.50 9.95 1.54 1267.73 .00 5.51 5.10 I 8.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP 4039.523 I I 1259.111 4.237 I I 1263.348 -I- I 468.50 -I- 17.34 -I- I 4.67 -I- I 1268.01 -I- .00 -I- i I 5.51 -I- 7.99 I 8.000 I I .000 .00 I 1 .0 -I- 182.833 -I- .0096 -I- .0082 1.51 4.24 1.66 4.12 -I- -I- .013 -I- .00 .00 1- PIPE 4222.355 I I 1260.861 -I- 4.387 -I- I I 1265.248 -I- I 468.50 -I- 16.60 -I- I 4.28 -I- I 1269.53 -I- .00 -I- I I 5.51 -I- 7.96 I 8.000 -I- I I .000 .00 I 1 .0 -I- 94.995 .0096 .0073 .69 4.39 1.55 4.12 -I- .013 -I- .00 .00 1- PIPE 4317.350 I I 1261.770 4.561 I 1266.331 -I- I I 468.50 -I- 15.82 -t- I 3.89 -I- I 1270.22 -I- .00 -i- I 5.51 -I- I 7.92 I 8.000 -I- I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0095 -I- .0068 .01 4.56 1.44 -I- .013 -I- .00 .00 I- PIPE 4319.350 I I 1261.789 4.563 I 1266.352 I I 468.40 15.81 -I- I 3.88 -I- I 1270.23 -I- .00 -I- I 5.52 -I- I 7.92 I 8.000 -I- I I .000 .00 I 1 .0 -I- 44.403 -I- .0091 -I- -I- -I- .0066 .29 4.56 1.44 4.18 -i- .013 -I- .00 .00 1- PIPE 4363.752 I I 1262.194 4.678 I 1266.872 I I 468.40 15.34 I 3.65 I 1270.53 .00 I 5.52 i 7.88 I 8.000 I I .000 .00 I 1 .0 -I- 44.819 -I- .0091 -I- -I- -I- -I- -I- .0060 -I- .27 -I- 4.68 -I- 1.37 4.18 -I- -I- .013 -I- .00 .00 1- PIPE 4408.572 I I 1262.603 4.868 I 1267.471 I I 468.40 14.62 -I- I 3.32 -I- I 1270.79 -I- .00 -I- I 5.52 -I- I 7.81 I 8.000 -I- I I .000 .00 I 1 .0 -I- 25.937 -I- .0091 -I- -I- -I- .0053 .14 4.87 1.27 4.18 -I- .013 -I- .00 .00 1- PIPE 4434.508 I I 1262.840 5.070 I 1267.910 I I 468.40 13.94 -I- I 3.02 -I- i 1270.93 -I- .00 -I- I 5.52 -I- I 7.71 I 8.000 -i- I I .000 .00 I 1 .0 -I- 13.595 -I- .0091 -I- -I- -I- .0047 .06 5.07 1.18 4.18 -I- .013 -I- .00 .00 1- PIPE 4448.103 I i 1262.964 5.284 I 1268.248 I I 468.40 13.30 -I- I 2.74 I 1270.99 -I- .00 -I- I 5.52 -I- I 7.58 I 8.000 -I- I I .000 .00 I 1 .0 -I- 3.907 -I- .0091 -I- -I- -I- -I- .0042 .02 5.28 1.09 4.18 -I- .013 -I- .00 .00 1- PIPE 01/29/03 H-31 0 ) FILE: MILLER-W25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:38:35 MILLER AVE STORM DRAIN Q25 CHERRY TO SUN PEDAL I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 -I- Elev I Depth I -I- Width IDia.-FTIor -I- I.D.1 ZL IPrs/Pip -I- -I- L/Elem (Ch Slope I -i- I -I- I -I- I -I- -I- SF Avel HF ISE -I- DpthlFroude NINorm -I- Dp I "N" -I- I X-Fa111 ZR -I (Type Ch I I 4452.010 I 1263.000 I 5.515 I 1268.515 I 468.40 12.67 2.49 i 1271.01 .00 I I 5.52 7.40 I 8.000 I i .000 .00 I 1 .0 -I- JUNCT STR -I- .0107 -I- -I- -I- -I- -I- .0032 -I- .01 -I- 5.52 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE I 4456.680 I 1263.050 I 6.559 I 1269.609 I 446.90 10.13 I 1.59 I 1271.20 .00 I I 5.38 6.15 I 8.000 I I .000 .00 I 1 .0 -I- 43.320 -I- .0044 -I- -I- -I- -I- -I- .0025 -I- .11 -I- 6.56 -I- .67 -I- 5.12 -I- .013 -I- .00 .00 1- PIPE I 4500.000 I 1263.240 I 6.401 I 1269.641 I 446.90 10.36 I 1.67 I 1271.31 .00 I 5.38 I 6.40 I 8.000 I I .000 .00 I 1 .0 51.314 .0045 .0026 .13 6.40 .70 5.08 .013 .00 .00 PIPE I 4551.314 I 1263.471 I 6.201 I 1269.672 I 446.90 10.69 I 1.77 I 1271.45 .00 I 5.38 I 6.68 I 8.000 I I .000 .00 I 1 .0 HYDRAULIC JUMP I 4551.314 I 1263.471 I 4.654 I 1268.125 I 446.90 14.73 I 3.37 I 1271.49 -I- .00 -i- I 5.38 -I- I 7.89 -I- I 8.000 I I .000 .00 I 1 .0 -I- 32.108 -I- .0045 -I- -I- -I- -I- -I- .0060 .19 4.65 1.32 5.08 -I- .013 -I- .00 .00 1- PIPE I 4583.422 I 1263.615 I 4.602 I 1268.218 I 446.90 14.93 I 3.46 I 1271.68 -I- .00 -I- I 5.38 I 7.91 -I- I 8.000 I I .000 .00 I 1 .0 -I- 86.747 -I- .0045 -I- -I- -I- -I- -I- .0065 .56 4.60 -I- 1.35 5.08 -I- .013 -I- .00 .00 1- PIPE I 4670.169 I 1264.006 I 4.426 I 1268.432 I 446.90 15.66 -I- 3.81 -I- I I 1272.24 -I- .00 -I- I 5.38 -I- I 7.95 -I- I 8.000 I I .000 .00 I 1 .0 -I- 75.828 -I- .0045 -I- -I- -I- .0073 .56 4.43 1.46 5.08 -I- .013 -i- .00 .00 1- PIPE I 4745.997 I 1264.347 I 4.259 I 1268.606 I 446.90 16.42 -I- 4.19 -I- I I 1272.80 -I- .00 -I- I 5.38 -I- I 7.98 -I- i 8.000 -I- I I .000 .00 I 1 .0 -I- 68.649 -I- .0045 -I- -I- -I- .0083 .57 4.26 1.57 5.08 .013 -I- .00 .00 1- PIPE I 4814.646 I 1264.656 I 4.101 I 1268.757 I 446.90 17.23 -i- 4.61 -I- I I 1273.36 -I- .00 -I- I 5.38 -I- I 8.00 -I- I 8.000 I I .000 .00 I 1 .0 -I- 63.024 -I- .0045 -I- -I- -I- .0094 .59 4.10 1.69 5.08 -I- .013 -I- .00 .00 1- PIPE 01/29/03 H-32 01/29/03 H-34 0 FILE: MILLER-W25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:38:35 MILLER AVE STORM DRAIN Q25 CHERRY TO SUN PEDAL 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 -I- Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem ICh -I- Slope 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-Fa111 -I ZR (Type Ch I I I I I i I I 5097.660 1268.350 5.450 1273.800 419.90 14.79 3.40 1277.20 .00 5.45 I 4.18 I I 6.250 I .000 .00 I 1 .0 TRANS STR .0214 .0047 .02 5.45 1.00 .013 .00 .00 PIPE I 5102.330 I 1268.450 I 8.210 I 1276.660 I 419.90 -I- 8.35 -I- I 1.08 -I- I 1277.74 .00 I 5.21 I .00 I I 8.000 i .000 .00 I 1 .0 -I- 18.973 -I- .0132 -I- -I- .0021 -I- .04 -i- 8.21 -I- .00 -i- 3.52 -I- .013 -I- .00 .00 1- PIPE I 5121.303 i 1268.700 -I- I 8.000 -I- I 1276.700 -I- I 419.90 -I- 8.35 -I- I 1.08 -I- I 1277.78 -I- .00 -I- I 5.21 -I- I .00 I I 8.000 I .000 .00 I 1 .0 -I- 54.093 .0132 .0020 I .11 I 8.00 .00 -i- 3.52 -I- .013 -I- .00 .00 1- PIPE I 5175.396 I 1269.415 I 7.289 I 1276.703 I 419.90 8.74 1.19 1277.89 .00 I 5.21 I 4.55 I I 8.000 I .000 .00 I 1 .0 HYDRAULIC JUMP I 5175.396 I 1269.415 I 3.642 I 1273.057 I 419.90 18.85 -I- I 5.52 -I- I 1278.57 -I- .00 I 5.21 I 7.97 I I 8.000 I .000 .00 I 1 .0 -I- 160.776 -I- .0132 -i- -I- -I- .0111 1.78 -I- 3.64 -I- 1.99 -I- 3.52 -I- .013 -I- .00 .00 1- PIPE I 5336.172 I 1271.537 3.761 I 1275.298 I I 419.90 18.08 -i- I 5.07 -I- I 1280.37 -I- .00 -I- I 5.21 I 7.99 I I 8.000 I .000 .00 I 1 .0 -I- 94.908 -I- .0132 -I- -I- -I- .0098 .93 3.76 -i- 1.87 -I- 3.52 -I- .013 -I- .00 .00 1- PIPE 5431.080 I I 1272.790 3.904 I 1276.694 I I 419.90 17.24 -I- I 4.61 -I- I 1281.31 -I- 1.64 I 5.21 I 8.00 I I 8.000 .000 I .00 I 1 .0 -I- 27.490 -I- .0132 -I- -I- -I- .0090 .25 -I- 5.54 -I- 1.74 -I- 3.52 -I- .013 -I- .00 .00 1- PIPE 5458.570 I I 1273.153 3.963 I 1277.116 i I 419.90 16.91 I 4.44 I 1281.55 -I- .00 I 5.21 I 8.00 I I 8.000 .000 I .00 I 1 .0 -I- JUNCT STR -I- .0132 -I- -I- -i- -I- -I- .0080 .55 -I- 3.96 -I- 1.69 -I- -I- .013 -I- .00 .00 I- PIPE 5527.620 I I 1274.065 4.190 I 1278.255 I 419.80 I 15.75 i 3.85 I 1282.11 -I- .00 -I- I 5.21 -I- I 7.99 -i- I I 8.000 .000 I .00 I 1 .0 -I- 20.300 -I- .0132 -I- -I- -I- -I- -I- .0070 .14 4.19 1.52 3.52 -I- .013 -I- .00 .00 1- PIPE 01/29/03 H-34 e FILE: MILLER-W25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 6 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:38:35 MILLER AVE STORM DRAIN Q25 CHERRY TO SUN PEDAL j 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 -I- Grd.El.l -I- Elev I Depth I -I- Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- L/Elem ICh Slope I -I- I -I- I -I- I -I- SF Avel HF ISE -I- DpthiFroude N1Norm -I- Dp -I- I "N" -I- I X-Fa111 ZR -I (Type Ch I I I I 5547.919 I 1274.333 I 4.295 I 1278.628 I 419.80 15.27 -I- 3.62 -I- 1282.25 -I- 1.28 I 5.21 -I- 7.98 I 8.000 I I .000 .00 I 1 .0 -I- 8.753 -I- .0132 -I- -I- -i- .0065 .06 -I- 5.58 1.45 -I- 3.52 -I- .013 -I- .00 .00 1- PIPE I 5556.672 I 1274.448 4.349 I I 1278.798 I 419.80 15.03 -I- I 3.51 -I- I 1282.31 -I- 1.24 -I- I I 5.21 -I- 7.97 i 8.000 I I .000 .00 I 1 .0 -I- 20.675 -I- .0132 -I- -I- -I- .0060 .12 5.59 1.42 -I- 3.52 -I- .013 -I- .00 .00 1- PIPE I 5577.348 I 1274.721 4.520 I I 1279.241 I 419.80 14.33 -I- I 3.19 -I- I 1282.43 -I- 1.12 -I- I 5.21 -I- I 7.93 I 8.000 I I .000 .00 I 1 .0 -I- 13.772 -I- .0132 -I- -I- -I- .0053 .07 5.64 1.31 -I- 3.52 -I- .013 -I- .00 .00 1- PIPE I 5591.120 i 1274.903 4.702 I I 1279.605 I 419.80 13.67 I 2.90 -I- I 1282.50 -I- .00 -I- I 5.21 -I- I 7.88 I 8.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0208 -I- -I- -I- -I- .0047 .02 4.70 1.22 -I- -I- .013 -I- .00 .00 I- PIPE I 5595.790 I 1275.000 4.895 I I 1279.895 i 419.70 13.02 I 2.63 I 1282.53 .00 I 5.21 I 7.80 I 8.000 I I .000 .00 I 1 .0 160.104 .0044 .0043 .69 4.89 1.13 4.89 .013 .00 .00 PIPE I 5755.895 I 1275.709 5.001 I i 1280.711 I 419.70 12.70 I 2.50 -i- I 1283.21 -I- .00 -I- I 5.21 -I- I 7.75 -I- I 8.000 I I .000 .00 I 1 .0 -I- 33.976 -I- .0044 -I- -I- -I- -I- .0039 .13 5.00 1.08 4.89 -I- .013 -I- .00 .00 1- PIPE I 5789.870 I 1275.860 5.212 I I 1281.072 I 419.70 12.10 I 2.27 -I- I 1283.35 -I- .00 -I- I 5.21 -I- I 7.62 -I- I 8.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0214 -I- -I- -I- -I- .0024 .01 I 5.21 1.00 -I- .013 -I- .00 .00 I- PIPE I 5794.540 I 1275.960 7.164 I I 1283.124 I 336.20 7.08 -i- I .78 -I- 1283.90 -I- .00 -I- I 4.64 -I- I 4.90 -I- I 8.000 I I .000 .00 I 1 .0 -I- 58.990 -I- .0047 -I- -I- -I- .0012 I .07 I 7.16 .40 I 4.16 i -I- .013 I -I- .00 .00 1- PIPE I 5853.530 I 1276.240 6.911 I I 1283.151 I 336.20 7.28 -I- .82 -I- 1283.97 -I- .00 -I- 4.64 -I- 5.49 -I- 8.000 -I- I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0050 -I- -I- -I- .0013 .00 6.91 .44 .013 -I- .00 .00 I- PIPE 01/29/03 H-35 FILE: MILLER-W25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 7 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:38:35 MILLER AVE STORM DRAIN Q25 CHERRY TO SUN PEDAL 01/29/03 H-36 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 -I- (FT) I -I- Elev I -I- (CFS) I -I- (FPS) -I- Head I -I- Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch I I 1 I I I I I 5855.530 -I- 1276.250 -I- 6.903 -I- 1283.153 -I- 336.10 -I- 7.29 -I- .82 -I- 1283.98 -I- .00 -I- 4.64 I 5.50 I I 8.000 I .000 .00 I 1 .0 85.571 .0046 I I I I I .0013 I .11 6.90 -I- .44 -I- 4.19 -I- .013 -I- .00 .00 1- PIPE 5941.101 -I- 1276.646 -I- 6.536 -I- 1283.182 -I- 336.10 -I- 7.64 -I- .91 -I- I 1284.09 -I- .00 -I- I 4.64 -I- I 6.19 I I 8.000 I .000 .00 I 1 .0 71.112 .0046 I i I I I .0014 I .10 6.54 .51 -I- 4.19 -I- .013 -I- .00 .00 1- PIPE 6012.212 -I- 1276.976 -I- 6.218 -I- 1283.194 -I- 336.10 -I- 8.02 -I- 1.00 -I- I 1284.19 -I- .00 -I- I 4.64 I 6.66 i I 8.000 I .000 .00 I 1 .0 60.914 .0046 I I I I I .0016 I .10 6.22 -I- .56 -I- 4.19 -I- .013 -I- .00 .00 1- PIPE 6073.126 -I- 1277.258 -I- 5.933 -I- 1283.191 -I- 336.10 -I- 8.41 -I- 1.10 -I- I 1284.29 -I- .00 -I- I 4.64 I 7.00 I I 8.000 I .000 .00 I 1 .0 47.759 .0046 I I .0018 .08 5.93 -I- .62 -I- 4.19 -I- .013 -I- .00 .00 1- PIPE 6120.886 I 1277.479 5.698 I 1283.178 I 336.10 8.78 I 1.20 I 1284.37 .00 I 4.64 I 7.24 I I 8.000 I .000 .00 I 1 .0 HYDRAULIC JUMP 6120.886 -I- I I 1277.479 -I- I 3.747 -I- I 1281.226 -I- I 336.10 -I- 14.54 -I- I 3.28 -I- I 1284.51 -I- .00 I 4.64 I 7.98 I I 8.000 I .000 .00 I 1 .0 34.704 .0046 I .0070 .24 -I- 3.75 -I- 1.51 -I- 4.19 -I- .013 -i- .00 .00 1- PIPE 6155.590 -I- I 1277.640 -I- I 3.693 -I- I 1281.333 -I- I 336.10 -t- 14.82 -I- I 3.41 -I- I 1284.74 -I- .00 -i- I 4.64 I 7.98 I I 8.000 t .000 .00 I 1 .0 65.249 .0046 .0076 .50 3.69 -I- 1.55 -I- 4.20 -I- .013 -I- .00 .00 1- PIPE 6220.839 -I- I I 1277.941 I 3.567 -I- I 1281.508 -I- I 336.10 -I- 15.50 -I- I 3.73 -I- I 1285.24 -I- .00 I 4.64 i 7.95 i I 8.000 I .000 .00 I 1 .0 61.139 -I- .0046 I .0086 I .53 -I- 3.57 -I- 1.65 -I- 4.20 -I- .013 -I- .00 .00 1- PIPE 6281.978 -I- I I 1278.223 -I- I 3.440 -I- I 1281.663 -I- 336.10 -i- 16.26 -I- 4.10 -I- I 1285.77 -I- .00 -I- I 4.64 -I- I 7.92 I I 8.000 I .000 .00 I 1 .0 55.252 .0046 .0098 .54 3.44 1.77 -I- 4.20 -I- .013 -I- .00 .00 1- PIPE 01/29/03 H-36 01/29/03 H-37 FILE: MILLER-W25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 8 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:38:35 MILLER AVE STORM DRAIN Q25 CHERRY TO SUN PEDAL I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth Station -I- I Elev I -I- (FT) I -I- Elev -I- I (CFS) I -I- (FPS) -I- Head I -I- Grd.E1.1 -I- Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel -I- HF 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 I 6337.230 -I- 1278.477 -I- 3.318 -I- 1281.796 -I- 336.10 -I- 17.05 -I- 4.51 -I- 1286.31 -I- .00 -I- 4.64 -I- 7.88 I 8.000 I I .000 .00 I 1 .0 50.935 .0046 I I I I I .0112 I .57 I 3.32 1.90 -I- 4.20 -I- .013 -I- .00 .00 1- PIPE 6388.165 -I- 1278.712 -I- 3.202 -I- 1281.914 -I- 336.10 -I- 17.88 -I- 4.97 -I- 1286.88 -I- .00 -I- I I 4.64 -I- 7.84 I 8.000 I I .000 .00 I 1 .0 47.235 .0046 I I I I I .0128 I .60 I 3.20 2.04 -I- 4.20 -I- .013 -I- .00 .00 1- PIPE 6435.400 -I- 1278.930 -I- 3.090 -I- 1282.020 -I- 336.10 -I- 18.76 -I- 5.46 -I- 1287.48 -I- .95 -I- I I 4.64 -I- 7.79 I 8.000 I I .000 .00 I 1 .0 3.064 .0048 I I I I I .0136 I .04 4.04 2.18 -I- 4.15 -I- .013 -i- .00 .00 1- PIPE 6438.464 -I- 1278.945 -I- 3.083 -I- 1282.028 -I- 336.10 -I- 18.81 -I- 5.50 -I- I 1287.52 -I- .95 -I- I I 4.64 -I- 7.79 I 8.000 I I .000 .00 I 1 .0 44.896 .0048 I I I I I .0147 I .66 I 4.03 2.19 -I- 4.15 -I- .013 -I- .00 .00 1- PIPE 6483.360 -I- 1279.160 -I- 2.976 -I- 1282.136 -I- 336.10 -I- 19.73 -I- 6.04 -I- 1288.18 -I- .00 -I- I I 4.64 -I- 7.73 I 8.000 I I .000 .00 I 1 .0 .720 .0041 I I I I .0156 I .01 I 2.98 2.34 -I- 4.36 -I- .013 -I- .00 .00 1- PIPE 6484.080 -I- I 1279.163 -I- 2.975 -I- 1282.137 -I- 336.10 -I- 19.75 -I- 6.06 -I- 1288.19 -I- .00 -I- I 4.64 -I- I 7.73 I 8.000 I I .000 .00 I 1 .0 JUNCT STR .2714 I .0108 I .09 2.97 2.35 -I- -I- .013 -I- .00 .00 I- PIPE 6492.580 -I- I I 1281.470 -I- 4.443 -I- I 1285.913 -I- I 254.20 -I- 12.36 -I- 2.37 -I- I 1288.29 -i- .00 -I- I 4.44 -I- I 4.33 I 5.500 I I .000 .00 I 1 .0 8.088 .0023 I .0056 I .05 I 4.44 1.00 -I- 5.50 -I- .013 -I- .00 .00 1- PIPE 6500.668 -I- I I 1281.488 -I- 4.686 -I- I 1286.175 -I- I 254.20 -I- 11.79 -I- 2.16 -I- 1288.33 -I- .00 -I- I 4.44 I 3.91 I 5.500 I I .000 .00 I 1 .0 33.582 .0023 .0052 .17 4.69 -I- .88 -I- 5.50 -I- .013 -i- .00 .00 1- PIPE 6534.250 I I 1281.565 4.980 -I- I 1286.545 -I- I I 254.20 -I- 11.24 -I- I 1.96 -I- I 1288.51 -i- .00 -I- I 4.44 I 3.22 I 5.500 I I .000 .00 I 1 .0 -I- 101.729 -I- .0023 .0052 .52 4.98 -I- .75 -I- 5.50 -I- .013 -I- .00 .00 1- PIPE 01/29/03 H-37 01/29/03 H-38 FILE: MILLER-W25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 9 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 1-24-2003 Time: 4:38:35 MILLER AVE STORM DRAIN Q25 CHERRY TO SUN PEDAL 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) -I- Head I -I- Grd.El.l Elev I Depth I Width 1Dia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- I -I- I SF Avel -I- HF ISE -I- DpthlFroude -I- N1Norm -I- Dp -i- -i- I "N" I X -Falls ZR -I 1Type Ch I I I I I I I I I 6635.979 1281.797 -I- 5.451 -I- 1287.248 -I- 254.20 -I- 10.71 -I- 1.78 -I- 1289.03 -I- .00 -I- 4.44 1.03 I I 5.500 I .000 .00 I 1 .0 -I- 1.230 .0023 i I .0053 I .01 I 5.45 -I- .39 -I- 5.50 -I- .013 -I- .00 .00 1- PIPE 6637.210 I I 1281.800 -I- I 5.456 -I- 1287.255 -I- 254.20 -I- 10.71 -I- 1.78 -I- 1289.04 -I- 5.50 -I- I 4.44 -I- I .99 -I- I I 5.500 I .000 .00 I 1 .0 -I- 13.907 .0025 .0054 .08 5.50 .38 5.50 -I- .013 -I- .00 .00 1- PIPE 6651.117 I i 1281.835 -I- I 5.500 -I- I 1287.335 -I- I 254.20 -I- 10.70 -I- I 1.78 -I- I 1289.11 -I- 5.50 -I- I 4.44 -I- I .00 I I 5.500 I .000 .00 I 1 .0 -I- 5.773 .0025 .0056 i .03 I 5.50 .00 -I- 5.50 -I- .013 -I- .00 .00 1- PIPE 6656.890 I I 1281.850 5.662 I 1287.512 I I 254.20 10.70 -I- 1.78 -I- 1289.29 -I- .00 -I- I 4.44 I .00 I I 5.500 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0625 -I- -I- -I- .0047 .04 .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 6664.890 I I 1282.350 6.219 I 1288.569 -I- I I 157.80 -I- 8.04 -I- I 1.00 -I- I 1289.57 -I- .00 -I- I 3.60 -I- I .00 -I- I I 5.000 I .000 .00 I 1 .0 -I- 33.810 -i- .0192 -I- .0037 .12 .00 .00 2.31 -I- .013 -I- .00 .00 1- PIPE 6698.700 -I- I I 1283.000 -I- 5.786 -I- I 1288.786 -I- I I 157.80 -I- 8.04 -I- I 1.00 -I- I 1289.79 -I- .00 -I- I 3.60 -I- i .00 -I- I I 5.000 -I- I .000 -I- .00 I 1 .0 I- 01/29/03 H-38 REFERENCES & MAPS 01/29/03 R-1 LUCERNE " VALLEY W — ;— R W R6W R5YJ �t4W IW RIE y R2W R2E gN" —I ! _ - — — — - — 1— — — L'I,R —-I — = — - - — T�4N HESPERIAyP'� ! I ��1 +/7 � °a T- LI +_�- 1.4 I J I � � - <, -� - !-- I \•art I — � -i- - �, , ' � I weer mr a \'p L2 b 1' ii _ wlLtr tl. -� J• p l I IAR puwvtr � I .� �' _ � wutr • • 1 � „� I + i I �'�''+.. I� I -� , s c I a ! 3 I z I DV .i Q� I r I 1 - , � �`� 1.3 I f� fi n+ � i' '! •� pd I I D � �� i -1. I f • r• •�%IEin'�,lL T fi fi IC. I: 'I 11- PA .LESN ♦J I - I- > �`i / - -f- r -11-+- I n�*: - -y"F /�G•✓ 1. I I I 1 I •IB'I• I .16 15 I +,' , 1. I T3N �— --— �— — —-- —' '� •-���i — — I ------—=1�—,_I 1.4 I I. l •� I 19 I5,2' z2 �• la� o - Ti - -i- - - -r (< J _ _I _ _ I . B z +Iwwlr jr I • 1.7 MT A T°NIO = 1.{ " ' i I r I I 1.4 ' I i - 'I• I• • .• • �� 'Y - ! �f I ICS > � ( fir. vl\ � �13 S y`N�� -I r-- -I i.. -' -- -� t -r I ..�.L - • .rc�`. -� - - - - I- -+- - AR ALDRIN L AIRRORHE AD '" - (yp _\ \'- \ IDRYI �j `F+1� I � 1.2 , E' � i `/; � _ '� `- - � ^ • yr"_• - • • • a e Elfr --tl - T2N I - - - �. Min F•�4 1T� J I ' _.i 4' •� • • •• •�•� \ "--• .BEAR L IL'•, .Qp _ L.. 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'��TSPNiO .--1 � t� ' r - - Y TIS --—- .E [— — — — _ — — — — •s _ _ _ ONT IGiPi• C TON• i �•1S _ a i� REDLANDS •` -- LOVA LINDA C �L� • • AI.S 1 - _ . _ •' _ • CRESfNORE 4. OAX Kill t'., _ ^�., .�. � .(•� `' = y ..,.on 1 I . arv- > YU 1►A I /` GRANS TERRACE I CHINO - - - _ - - -. ?1G� r 1 -. - - -�• -id- __Lv- •., -1- __ ; 1 _.y 8AN GlRNA DMIO OUN 'e - -' RIE • R E t - AIV RGID U Wr' _ [ CO NT S ' I w AP ' : , �Ir�1p�„r....... R4W �I5 R3 R2W \ i'IIE ° SAN BERNARI VALLEY AREA ISOHYETALS YID — 10 YEAR 1 HOUR DAZED ON U.SD.G, NOJLA. ATLAS 2, 1973 !'ROVED By _ FL DATE ZCALF FILE NO. DI1 'IL' NO. 1912 1"•2 W. WRD-I D f 12 rin1lor s .. :Kew 1 e lil ' SP 4 ` T I R5W: >D C CONTROL/ I • i F OO REDUCED DRAWING T3S - '•• SCALE I"= 4 MILES 1 • °. '•��SAN BERNARDINO COUNTY .x130 • .i ,1,5 •jt 8 W I I 0 A R7w Rs J HYDROLOGY MANUAL .e SOL NES PRECIPITATION (INCHES) • ......................... SAN BERNARI VALLEY AREA ISOHYETALS YID — 10 YEAR 1 HOUR DAZED ON U.SD.G, NOJLA. ATLAS 2, 1973 !'ROVED By _ FL DATE ZCALF FILE NO. DI1 'IL' NO. 1912 1"•2 W. WRD-I D f 12 rin1lor s .. I ® � �. •.Ire ,�- —�— � �._ _ �.--� • �— .,%r•�� , wn AN Em `� Imo•,' --' ff � Aaa.ea... -ter-- � �! ` • . s� OWE 1111110,111110� �'r�►�l��.; tee® , .i � '�. w all R-19 /a SU VALLEY AREA IMMYET" Y,00 -100 YEAR I HOUR 8A3n ON u.tcr- MOAAQLY it. •It APHNIM r F DATE I , WMA I /ALM4 OIIK M0. Ion f •tll M11D-1 { M It Cir -110C Q-A �E�ow'a..... •ti. «1 .1ALL Nip.= R4W R3 R2W°RI - i - 'D CMTRO T� R5 REDUCED DRAWING T3S - - - .',IF I s,� --- • - - - - - - -_ SCALE I' 4 MILES 1'•• °°^%` _rs SAN BERNARDINO COUNTY ' • a '••. w •• HYDROLOGY MANUAL �� ( 1.8 ISOLINES PRECIPITATION (INCHES) R-19 /a SU VALLEY AREA IMMYET" Y,00 -100 YEAR I HOUR 8A3n ON u.tcr- MOAAQLY it. •It APHNIM r F DATE I , WMA I /ALM4 OIIK M0. Ion f •tll M11D-1 { M It Cir -110C Q-A I ;< z< ;< (y) (y) cy) (y) cyn cy) (y) (y) (y) ce) (y) (y) (y) (y) 4-.,* -P LL- LL. LL. L"LL- 1: LL- LA -LL- LL- LA- LA- L- LL. L- LL- LL- LL - 0 0 0 00 0 cc 0 0 00 0 0 00 0 0 0 0 CDO 0 00 0 C=) 0 cc 0 0 00 0 (TS co r1-1cu (u cu Ou OU oj 0i ICU q- 14- Lr5 r-� r< r< r� r -z Lr) Lr) cy) Mm (y) cyn 0 11 0 00 0 0 0 r1-1 r1%- 110 110 110 1.0 41D 110%"0 t10 k10 Lr) Lr) C3 (25 (25 C30 (25 -c2$a (3 C3 0 C3 C25 (3 (3 (25 < Z T ? FS OVER SD CL if ,Z ........ .. > ----------- Is, .............. 27 . ........... . ....... ..... ....... . ....... ......... .... .. . ........ ..... FS OVER SD CL . ......... t . . ......... ...... HGL (Q1 00) ......... . s, ...... P� . ... .......... . . ......... ---------------- -------- . ..... ...... -- ----- ....... ...... .......... .......... HGL(Q25) Jki ........... ww--dw ot �/9 ----- -- ------ . ...... . ...... . ......... .. 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SEE D 1,04) - '2-0 109 FCA GRATE, X .14 TL % L: ATTATCHWIT, A N D S VPPOR T mow— FLOW. - 11H L—_4 U) TEEL GRATE �j S 4 E maw SEE DETAIL "A" REWFORC ED CONCR SUPPORTS F.TE SffDrMIL A o.5' IV 6* B ZA 77aqA 4 MODIFIED, CATCH BASIN DETAIL M iV "16 .......... EmT_wG CATCH 50MV. % AV' Nr IL bdi ............ .. .... 41P Z-0 L L25 sib S7 SM. 49v&, Z= /9"?" V. zam� % 44. IN LINE" `E N IN N N ___a w w- 57-6714 !F. C. .36 A_4EM d9 j 0. to qr _F -I- _W f MILLER AVENUE 5 rdel'f A91FAIN C411FYEO' a4r4 6_01ifIva-111 K5 ue. REVISIONS &9P9i',-7_9V Pr0,=/1_E C.'e. # 3 , V= /0. 9 9 - FEMw 25-lxvp, 11,61 xa0e.-,0 C& o0erw-,z.5 ON OF 4" BARS 9" I BASIN a. NOTES. I DOWELL INTO THE' BOTTOM.' ca a SIDES- OF EXIST. CATCH BASIN. *11'MA)( 2 LET CONCRETE SET 7 DAYS PROR TO CURB 8 GUTTER' CONST. -3 VERTICAL a HORIZONTAL BARS ARE # 4 @ 90' 2-20-99 RECORD DRAWING tjEss; J.* 0 CH C'j V 2* -V e InfornmUon on Mis d ng Is ob.talned hm oftrs and anyone pri must be, verified. in the. fi by lor to use. or constructiom HALL & FOREMAN, INC. 1§- not re' 26229 sponsible-for 0 - Ior)s underground facility I cati or depictiohs..A11 above grod' d rxp. nd facilities can be readi� sedn and verffied bylhe pardes Mat. intend to use same. '40 CITY OF* FONTANA, CALIFORNIA 'PUBLIC A UHKti ULFAHTMENIF 1-1��eve9 ell,7 'e�� I ff/fqL 1pl� DRAWN Y SCALE STORMDRAINPLANS OA4. V olleglg� --_?'cAe&".o, HORIZ: I 4(y.., DESIGNEEDD 8 RT thv* 61W0yr39_A0w Z� 31867-L AIRWAY AVENUE COSTA MESA, CALIFORNIA 926264675 (714) 641-87" -A I VE I"= 4 V_ SC.&. #f5l _/p CHERRY AVENU"F CIVIL ENGINEERING LAND PLANNING LAND SURVEYING. CHECKED BY DATE: PREPARED UNDER THE.SUPERVISION OF: JC H FROM -STA. 32+00 TO S TA, --36!- 339 "'.1 4 SHT NO'. JOB NO'. APPROVED DR. NO. C&O -70F 2- 1 JOHN C. HOGAN R.C.E. 26229 DATE CITY ENGINEER R.C.Eo* 18932 \2i 890,el' 9 �16 ell. 6.:F 15,el 5g, Felz L CURVE, 7*05'58 C5, -110-99, 20.30 0 C. ro Lez I'VE- C IP do IV ':? 56 5 06 IJJ"' 132. -'�P7 72. 44 ,4 INE C rO Z N 7 *17 -32 /-95 -3 8. -5.9' '139 -32 Lt IN7 TO E. r REVISIONS &9P9i',-7_9V Pr0,=/1_E C.'e. # 3 , V= /0. 9 9 - FEMw 25-lxvp, 11,61 xa0e.-,0 C& o0erw-,z.5 ON OF 4" BARS 9" I BASIN a. NOTES. I DOWELL INTO THE' BOTTOM.' ca a SIDES- OF EXIST. CATCH BASIN. *11'MA)( 2 LET CONCRETE SET 7 DAYS PROR TO CURB 8 GUTTER' CONST. -3 VERTICAL a HORIZONTAL BARS ARE # 4 @ 90' 2-20-99 RECORD DRAWING tjEss; J.* 0 CH C'j V 2* -V e InfornmUon on Mis d ng Is ob.talned hm oftrs and anyone pri must be, verified. in the. fi by lor to use. or constructiom HALL & FOREMAN, INC. 1§- not re' 26229 sponsible-for 0 - Ior)s underground facility I cati or depictiohs..A11 above grod' d rxp. nd facilities can be readi� sedn and verffied bylhe pardes Mat. intend to use same. '40 CITY OF* FONTANA, CALIFORNIA 'PUBLIC A UHKti ULFAHTMENIF 1-1��eve9 ell,7 'e�� I ff/fqL 1pl� DRAWN Y SCALE STORMDRAINPLANS OA4. V olleglg� --_?'cAe&".o, HORIZ: I 4(y.., DESIGNEEDD 8 RT thv* 61W0yr39_A0w Z� 31867-L AIRWAY AVENUE COSTA MESA, CALIFORNIA 926264675 (714) 641-87" -A I VE I"= 4 V_ SC.&. #f5l _/p CHERRY AVENU"F CIVIL ENGINEERING LAND PLANNING LAND SURVEYING. CHECKED BY DATE: PREPARED UNDER THE.SUPERVISION OF: JC H FROM -STA. 32+00 TO S TA, --36!- 339 "'.1 4 SHT NO'. JOB NO'. APPROVED DR. NO. C&O -70F 2- 1 JOHN C. HOGAN R.C.E. 26229 DATE CITY ENGINEER R.C.Eo* 18932 i8� III 32�0� . � >� . k. J . . �� � � � 221./0 . , -! It t,4 I.- �3> . a BASE L /N� ORA,�N &-J . � Its # tillulullil"u - - ..; .. -. - - / __ x.45= - - -_ / � - _tL, 1 z _ - .--� � . -- ---- 3F . F ' I A il, -` R&(tA �--A- K, s -b 1�1,1 � A- t,�- c") q4u- U-4A" q-�� re�2�, I u <� Llj il ::'" DEStGN C R I T E RJA THE COMBINED STORM DRAIN AND STREET CAPACITY AT ANY POINT SHALL BE ADEQUATE TO CONVEY RUNOFF FROM A YEAR STORM. THE DIFFERENCE BETWEEN THE 10 -YEAR DESIGN FLOW AND THE 25�YEAR DESIGN FLOW SHALL BE CARRIED IN THE STREET. IF THIS DIFFERENCE EXCEEDS THE STREET CAPACITY, THE STORM DRAIN SIZE SHALL BE INCREASED ACCORDINGLY. ADDITIONALLY, FACILITIES SHALL BE 'SIZED SUCH THAT STORM MATER FLOk NO'f EXCEED THE STREET RIGHT -OF -NAY FOR A 100 -YEAR STORM. 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