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HomeMy WebLinkAboutMiller Ave Storm Drain May 2003ow ii .ew wo Vr fte law oft dw .m 40 MILLER AVENUE. SD Cherry Avenue to Beech Avenue CITY OF FONTANA DRAINAGE STUDY Tuesday, May 13, 2003 Reference (692-1722) Madole & Associates, Inc. 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948-1311 Fax 948-8464 Aaron T. Skeers Date R.C.E. 62183 Exp. 9/30/05 ow me A ,ME CONTENTS SECTION TITLE ❑ A DISCUSSION ❑ Vicinity Map ❑ Index Map ❑ Q Q25 HYDROLOGY Q100 HYDROLOGY ❑ 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 DISCUSSION `o Purpose 190 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. .. Existing 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 she 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. The storm drain lines in Tracts 13325-1 and Tracts 13325-2 were designed for a 10 -year �. storm according to the approved drainage report dated October 10, 1987. This would imply that a 100 -year storm event would cause the system to bubble out. The 100 -year hydraulic .. calculations confirm the implication. The water surface elevation reaches one foot above the existing surface. Therefore the existing storm drain system for Tracts 13325-1 and 13325_ will continue to perform as designed. But may perform better since the 25 -year storm event is properly handled by the existing storm drain lines as shown in the hydraulic calculations. 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 .r 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 ,m 0 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. N 40 �r i f 6 JI i i i I I l i i i i #! 1 1 e i i i i i t Il i I I i t i 6 1 k 1 t I ■ AVENUE ALMERIA OEM CITRUS AVENUE AVENUE 1 100 HYDROLOGY Iw. Am "m 05/23/03 Q-1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) �r 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 bw ************************** DESCRIPTION OF STUDY ************************** * MILLER AVE STORM DRAIN Q100 * ************************************************************************** GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET err as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) w *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - WW *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««< 0 05/23/03 Q-2 FILE NAME: P:\692-1722\Drainage\MILLEROO.DAT TIME/DATE OF STUDY: 13:06 05/10/2003 �• 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 wr GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET err as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) w *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - WW *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««< 0 05/23/03 Q-2 -- >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<" INITIAL SUBAREA FLOW-LENGTH(FEET) = 880.00 ELEVATION DATA: UPSTREAM(FEET) = 1364.00 DOWNSTREAM(FEET) = 1347.00 -ter Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.899 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.773 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 9.00 0.98 0.50 32 12.90 gUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 ,, SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 26.61 �++ TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 26.61 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) = 1334.00 ••. STREET LENGTH(FEET) = 720.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 �w 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) = 38.54 .r STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.69 �. HALFSTREET FLOOD WIDTH(FEET) = 27.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.44 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.78 STREET FLOW TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 15.10 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.432 " 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 9.00 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) = 9.00 SUBAREA RUNOFF(CFS) = 23.85 EFFECTIVE AREA(ACRES) = 18.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 47.70 END OF SUBAREA STREET FLOW HYDRAULICS: gr 4% 05/23/03 4v Q-3 -- DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 32.19 FLOW VELOCITY(FEET/SEC.) = 5.65 DEPTH*VELOCITY(FT*FT/SEC.) = 4.18 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.50 = 1600.00 FEET. 4w FLOW PROCESS FROM NODE 11.50 TO NODE 11.60 IS CODE = 31 ---------------------------------------------------------------------------- .. >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1328.00 DOWNSTREAM(FEET) = 1311.00 FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.98 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.70 PIPE TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 16.18 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.60 = 2440.00 FEET. ' FLOW PROCESS FROM NODE 11.60 TO NODE 11.60 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< mAW MAINLINE Tc(MIN) = 16.18 .. * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.293 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL a� "5-7 DWELLINGS/ACRE" A 9.00 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) = 9.00 SUBAREA RUNOFF(CFS) = 22.72 EFFECTIVE AREA(ACRES) = 27.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 "^ TOTAL AREA(ACRES) = 27.00 PEAK FLOW RATE(CFS) = 68.17 .., FLOW PROCESS FROM NODE 11.60 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) = 1311.00 DOWNSTREAM(FEET) = 1307.00 FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.24 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 68.17 �. PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 16.73 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 2810.00 FEET. ;err **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< M 05/23/03 Q-4 cm MAINLINE Tc(MIN) = 16.73 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.228 b" SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN or 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) = 24.66 EFFECTIVE AREA(ACRES) = 37.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 ... TOTAL AREA(ACRES) = 37.00 PEAK FLOW RATE(CFS) = 91.25 �. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 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.) = 16.73 RAINFALL INTENSITY(INCH/HR) = 3.23 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 37.00 TOTAL STREAM AREA(ACRES) = 37.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 91.25 **************************************************************************** aae FLOW PROCESS FROM NODE 15.10 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- �.. »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1358.00 DOWNSTREAM(FEET) = 1347.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.999 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.682 SUBAREA Tc AND LOSS RATE DATA(AMC II): A-* DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) mw COMMERCIAL A 1.00 0.98 0.10 32 9.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.13 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 4.13 **************************************************************************** a' FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 62 ---------------------------------------------------------------------------- '" »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< ar »»> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1347.00 DOWNSTREAM ELEVATION(FEET) = 1313.00 uj 05/23/03 STREET LENGTH(FEET) = 1930.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 air DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 �. INSIDE STREET CROSSFALL(DECIMAL) = 0.020 dnr 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) = 6.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: U4REET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 13.39 *� AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.54 STREET FLOW TRAVEL TIME(MIN.) = 9.12 Tc(MIN.) = 18.12 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.077 �. SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN qw COMMERCIAL A 2.00 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) = 2.00 SUBAREA RUNOFF(CFS) = 5.36 �w EFFECTIVE AREA(ACRES) = 3.00 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 .� TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 8.04 END OF SUBAREA STREET FLOW HYDRAULICS: ®. DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.25 FLOW VELOCITY(FEET/SEC.) = 3.69 DEPTH*VELOCITY(FT*FT/SEC.) = 1.67 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 12.00 = 2560.00 FEET. **************************************************************************** wr FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.12 RAINFALL INTENSITY(INCH/HR) = 3.08 AREA -AVERAGED Fm(INCH/HR) = 0.10 .. AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 3.00 *+ TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.04 �r ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 40 NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 91.25 16.73 3.228 0.98( 0.49) 0.50 37.0 10.00 2 8.04 18.12 3.077 0.98( 0.10) 0.10 3.0 15.10 .. 05/23/03 rm Q-6 m RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO .w CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** Orr STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ,. 1 99.05 16.73 3.228 0.98( 0.46) 0.47 39.8 10.00 2 94.27 18.12 3.077 0.98( 0.46) 0.47 40.0 15.10 4w COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 99.05 Tc(MIN.) = 16.73 rrr EFFECTIVE AREA(ACRES) = 39.77 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.47 ,,. TOTAL AREA(ACRES) = 40.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 2810.00 FEET. aw **************************************************************************** " 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) = 1307.00 DOWNSTREAM(FEET) = 1290.00 FLOW LENGTH(FEET) = 1410.00 MANNING'S N = 0.013 �* DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.70 r.r ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 99.05 PIPE TRAVEL TIME(MIN.) = 1.85 Tc(MIN.) = 18.58 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 4220.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 .r ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< wr MAINLINE Tc(MIN) = 18.58 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.031 �.. 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 vrr SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 45.78 EFFECTIVE AREA(ACRES) = 59.77 AREA -AVERAGED Fm(INCH/HR) = 0.47 yr AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.48 TOTAL AREA(ACRES) = 60.00 PEAK FLOW RATE(CFS) = 137.78 **************************************************************************** 'w FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< In »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ma ELEVATION DATA: UPSTREAM(FEET) = 1290.00 DOWNSTREAM(FEET) = 1284.00 r: .�. 05/23/03 Q-7 m FLOW LENGTH(FEET) = 620.00 MANNING'S N = .0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.81 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 137.78 PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 19.39 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 4840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- ' »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------------------------------------------------------------------- MAINLINE Tc(MIN) = 19.39 w * 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 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) = 23.46 EFFECTIVE AREA(ACRES) = 70.77 AREA -AVERAGED Fm(INCH/HR) = 0.49 � F.REA-AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 71.00 PEAK FLOW RATE(CFS) = 157.13 **************************************************************************** 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) = 1284.00 DOWNSTREAM(FEET) = 1282.00 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 47.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.41 LSTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 �r PIPE-FLOW(CFS) = 157.13 PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 20.26 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 5330.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< Mr TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.26 RAINFALL INTENSITY(INCH/HR) = 2.88 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 "r AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 70.77 TOTAL STREAM AREA(ACRES) = 71.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 157.13 **************************************************************************** m -0 05/23/03 Q-8 -• 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) = 820.00 ELEVATION DATA: UPSTREAM(FEET) = 1358.00 DOWNSTREAM(FEET) = 1342.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.515 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.842 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 9.00 0.98 0.50 32 12.51 wr SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 {- SUBAREA RUNOFF(CFS) = 27.17 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 27.17 **************************************************************************** �. FLOW PROCESS FROM NODE 15.20 TO NODE 15.25 IS CODE = 62 ---------------------------------------------------------------------------- AW »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< .. »» >(STREET TABLE SECTION # 2 USED)<<<<< -------------------- `"° UPSTREAM ELEVATION(FEET) = 1342.00 DOWNSTREAM ELEVATION(FEET) = 1338.00 STREET LENGTH(FEET) = 625.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 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) = 38.86 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: �* STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.38 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.06 STREET FLOW TRAVEL TIME(MIN.) = 3.08 Tc(MIN.) = 15.59 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.367 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN ay RESIDENTIAL 115-7 DWELLINGS/ACRE" A 9.00 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) = 9.00 SUBAREA RUNOFF(CFS) = 23.32 EFFECTIVE AREA(ACRES) = 18.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 m we 05/23/03 0 Q-9 sm "• AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 46.65 zxr END OF SUBAREA STREET FLOW HYDRAULICS: �. DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.63 DEPTH*VELOCITY(FT*FT/SEC.) = 2.33 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.25 = 1445.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.25 TO NODE 15.30 IS CODE = 31 ---------------------------------------------------------------------------- �" »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ,w »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1330.00 DOWNSTREAM(FEET) = 1319.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.40 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.65 PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 16.40 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.30 = 2045.00 FEET. FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.40 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.267 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) = 45.02 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) = 90.04 **************************************************************************** •" FLOW PROCESS FROM NODE 15.30 TO NODE 15.40 IS CODE = 31 ---------------------------------------------------------------------------- 'w »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< r 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 28.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.66 'w ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 90.04 'm PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 17.26 Ar LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.40 = 2755.00 FEET. **************************************************************************** 05/23/03 M Q-10 FLOW PROCESS FROM NODE 15.40 TO NODE 15.40 IS CODE = 81 ---------------------------------------------------------------------------- "' »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< .. MAINLINE Tc(MIN) = 17.26 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.167 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) = 44.16 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) = 130.98 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)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1308.00 DOWNSTREAM(FEET) = 1297.00 FLOW LENGTH(FEET) = 560.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.26 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 130.98 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 17.84 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.50 = 3315.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.50 TO NODE 15.50 IS CODE = 81 ---------------------------------------------------------------------------- '"' >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < �v------------------------------- MAINLINE Tc(MIN) = 17.84 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.106 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) = 68.06 s 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) = 195.99 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) ««< F7 m 05/23/03 m Q-11 ELEVATION DATA: UPSTREAM(FEET) = 1299.00 DOWNSTREAM(FEET) = 1297.00 FLOW '.LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.74 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 195.99 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 18.17 ,. LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.60 = 3565.00 FEET. FLOW PROCESS FROM NODE 15.60 TO NODE 15.60 IS CODE = 81 " ---------------------------------------------------------------------------- .w »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.17 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.072 �r 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 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 STJPAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 13.43 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) = 206.85 vow **************************************************************************** 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 41.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.12 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 206.85 PIPE TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 19.60 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.00 = 4865.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 wr -----------------------------------------------=---------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.60 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.935 �.. SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 'r LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 18.00 0.98 0.50 32 40 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) = 39.65 05/23/03 mll Q-12 M 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) = 235.29 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.) = 19.60 RAINFALL INTENSITY(INCH/HR) = 2.94 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.98 �r AREA -AVERAGED Ap = 0.55 EFFECTIVE STREAM AREA(ACRES) = 109.00 TOTAL STREAM AREA(ACRES) = 109.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 235.29 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER err NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 157.13 20.26 2.878 0.98( 0.49) 0.50 70.8 10.00 1 149.88 21.68 2.763 0.98( 0.49) 0.50 71.0 15.10 2 235.29 19.60 2.935 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 " 1 390.99 19.60 2.935 0.98( 0.52) 0.53 177.5 15.10 2 386.79 20.26 2.878 0.98( 0.52) 0.53 179.8 10.00 3 368.26 21.68 2.763 0.98( 0.52) 0.53 180.0 15.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 390.99 Tc(MIN.) = 19.60 EFFECTIVE AREA(ACRES) = 177.48 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 180.00 " LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 5330.00 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 r FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.05 ESTIMATED PIPE DIAMETER(INCH) = 69.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 390.99 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 19.75 171 ,. 05/23/03 uj Q-13 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 5490.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- ww >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< .. TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.75 RAINFALL INTENSITY(INCH/HR) = 2.92 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 „., EFF'IECTIVE STREAM AREA(ACRES) = 177.48 TOTAL STREAM AREA(ACRES) = 180.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 390.99 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 Orr 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 vw 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 m a% 05/23/03 Q-14 **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. ar FLOW PROCESS FROM NODE 16.30 TO NODE 16.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>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 wr 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. 05/23/03 ri Q-15 im FLOW PROCESS FROM NODE 16.40 TO NODE 16.40 IS CODE = 81 4W ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- W 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 M 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 .r 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 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 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 ,s * 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 lw 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««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 m .. 05/23/03 „r, Q-16 ` CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIMF OF CONCENTRATION(MIN.) = 22.80 RAINFALL INTENSITY(INCH/HR) = 2.68 AREA -AVERAGED Fm(INCH/HR) = 0.23 w. 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 ..r ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 390.99 19.75 2.922 0.98( 0.52) 0.53 177.5 15.10 ,.. 1 386.79 20.40 2.865 0.98( 0.52) 0.53 179.8 10.00 1 368.26 21.83 2.752 0.98( 0.52) 0.53 180.0 15.10 2 123.60 22.80 2.680 0.98( 0.23) 0.23 56.0 16.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO qw CONFLUENCE FORMULA USED FOR 2 STREAMS. ,= ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER r NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 508.57 19.75 2.922 0.98( 0.46) 0.47 226.0 15.10 2 505.72 20.40 2.865 0.98( 0.45) 0.47 229.9 10.00 3 490.01 21.83 2.752 0.98( 0.45) 0.46 233.6 15.10 4 480.14 22.80 2.680 0.98( 0.45) 0.46 236.0 16.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 508.57 Tc(MIN.) = 19.75 EFFECTIVE AREA(ACRES) = 225.98 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 = 5490.00 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) = 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 84.0 INCH PIPE IS 66.4 INCHES ow PIPE -FLOW VELOCITY(FEET/SEC.) = 15.58 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 508.57 �r PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 20.50 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 6190.00 FEET. **************************************************************************** " FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 ---------------------------------------------------------------------------- .. »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 M. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: E] •� 05/23/03 i Q-17 TIME OF CONCENTRATION(MIN.) = 20.50 RAINFALL INTENSITY(INCH/HR) = 2.86 AREA -AVERAGED Fm(INCH/HR) = 0.46 �. AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.47 4p EFFECTIVE STREAM AREA(ACRES) = 225.98 TOTAL STREAM AREA(ACRES) = 236.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 508.57 'Aw * * * I * i 1 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 17.10 TO NODE 17.20 IS CODE = 21 ----------------------------------------------------------- ---------------- 40 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 870.00 �i 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 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 y` SUBAREA RUNOFF(CFS) = 34.66 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 err 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 ,rr **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 55.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.65 ar 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): U-1 I. 05/23/03 m Q-18 cm DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN �r 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) ««< arr _ ELEVATION DATA: UPSTREAM(FEET) = 1287.00 DOWNSTREAM(FEET) = 1275.00 FLOW LENGTH(FEET) = 1170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.06 * ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 70.40 40 PIPE TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 17.44 LONGEST FLOWPATH FROM NODE 17.10 TO NODE 17.00 = 3070.00 FEET. **************************************************************************** �. FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 -------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.44 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.149 W 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) = 57.66 EFFECTIVE AREA(ACRES) = 45.00 AREA -AVERAGED Fm(INCH/HR) = 0.10 rr AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 ® TOTAL AREA(ACRES) = 45.00 PEAK FLOW RATE(CFS) = 123.57 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.) = 17.44 .� RAINFALL INTENSITY(INCH/HR) = 3.15 El 05/23/03 r7l Q-19 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 ar PEAK FLOW RATE(CFS) AT CONFLUENCE = 123.57 FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 aro- ---------------------------------------------- ------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 40 MAINLINE Tc(MIN) = 21.12 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.807 .. SUBAREA LOSS RATE DATA(AMC II): 77 05/23/03 Q-20 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER iP i';'MBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 508.57 20.50 2.857 0.98( 0.46) 0.47 226.0 15.10 1 505.72 21.15 2.804 0.98( 0.45) 0.47 229.9 10.00 1 490.01 22.58 2.696 0.98( 0.45) 0.46 233.6 15.10 1 480.14 23.55 2.629 0.98( 0.45) 0.46 236.0 16.10 2 123.57 17.44 3.149 0.97( 0.10) 0.10 45.0 17.10 we 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 1 608.65 17.44 3.149 0.98( 0.39) 0.40 237.2 17.10 aw 2 620.35 20.50 2.857 0.98( 0.40) 0.41 271.0 15.10 3 615.33 21.15 2.804 0.98( 0.40) 0.41 274.9 10.00 °-' 4 595.26 22.58 2.696 0.98( 0.39) 0.40 278.6 15.10 5 582.66 23.55 2.629 0.98( 0.39) 0.40 281.0 16.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: v.. PEAK FLOW RATE(CFS) = 620.35 Tc(MIN.) = 20.50 EFFECTIVE AREA(ACRES) = 270.98 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 = 6190.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 31 ar ---------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< +++r ELEVATION DATA: UPSTREAM(FEET) = 1275.00 DOWNSTREAM(FEET) = 1266.00 FLOW LENGTH(FEET) = 740.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 81.0 INCH PIPE IS 66.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.85 do ESTIMATED PIPE DIAMETER(INCH) = 81.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 620.35 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 21.12 $r LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 6930.00 FEET. FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE = 81 aro- ---------------------------------------------- ------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 40 MAINLINE Tc(MIN) = 21.12 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.807 .. SUBAREA LOSS RATE DATA(AMC II): 77 05/23/03 Q-20 6 ''I 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) = 39.01 EFFECTIVE AREA(ACRES) = 286.98 AREA -AVERAGED Fm(INCH/HR) = 0.38 �. AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 297.00 PEAK FLOW RATE(CFS) = 626.92 ar **************************************************************************** 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 77.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.38 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 626.92 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 21.80 ar LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 7520.00 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 �+ --------------------------------------- ------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 21.80 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.754 �. 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) = 31.08 EFFECTIVE AREA(ACRES) = 299.98 AREA -AVERAGED Fm(INCH/HR) = 0.37 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.38 it TOTAL AREA(ACRES) = 310.00 PEAK FLOW RATE(CFS) = 644.27 FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 �r--------------- -------------------------------------------------------- >>>>>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 69.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.31 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 644.27 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 22.57 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 20.00 = 8370.00 FEET. ,. 05/23/03 Q-21 a. 05%23/03 Q-22 r7 �r FL­:,.' PR-ESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 --------- .. ... '.CTION OF SUBAREA TO MAINLINE PEAK FLOW««< MAIAi T Jl` Tc (MIN) = 22.57 i-,AR RAINFALL INTENSITY(INCH/HR) = 2.697 «. SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS =J�."" USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERL;LAL 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 SUBARET. AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 21.05 EFFECTIVE AREA(ACRES) = 308.98 AREA-AVERAGED Fm(INCH/HR) = 0.36 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.37 aw TOTAL AREA(ACRES) = 319.00 PEAK FLOW RATE(CFS) = 649.92 *" END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 319.00 TC(MIN.) = 22.57 EFFECTIVE AREA(ACRES) = 308.98 AREA-AVERAGED Fm(INCH/HR)= 0.36 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.37 PEAK FLOW RATE(CFS) = 649.92 wr �* rLAK FLOW RATE TABLE ** *� STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE "" 1 642.87 19.52 2.943 0.98( 0.35) 0.36 275.2 17.10 2 649.92 22.57 2.697 0.98( 0.36) 0.37 309.0 15.10 3 645.11 23.23 2.651 0.98( 0.36) 0.37 312.9 10.00 4 626.67 24.66 2.557 0.98( 0.36) 0.37 316.6 15.10 5 614.73 25.64 2.498 0.98( 0.36) 0.37 319.0 16.10 aw END OF RATIONAL METHOD ANALYSIS a. 05%23/03 Q-22 r7 I Q 25 HYDROLOGY I 05/23/03 Q25-1 CM **************************************************************************** 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 arr ************************** DESCRIPTION OF STUDY ************************** * Q25 MILLER AVE SD * ************************************************************************** �r FILE NAME: P:\692-1722\Drainage\MILLER25.DAT TIME/DATE OF STUDY: 13:09 05/10/2003 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 w., *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 �r 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 �r **************************************************************************** �,. FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 r7 -. 05/23/03 Q25-2 ------------------ --------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 880.00 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.) = 12.899 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.957 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) = 20.00 Ap SCS Tc (DECIMAL) CN (MIN.) m •: " TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 0.50 32 12.90 20.00 FLOW PROCESS FROM NODE 11.00 TO NODE 11.50 IS CODE = 62 ---------------------------------------------------------------------------- ar >>>->COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>x,> ( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1347.00 DOWNSTREAM ELEVATION(FEET) = 1334.00 STREET LENGTH(FEET) = 720.00 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 we 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 r **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 23.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.24 STREET FLOW TRAVEL TIME(MIN.) = 2.37 Tc(MIN.) = 15.27 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.672 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 9.00 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) = 9.00 SUBAREA RUNOFF(CFS) = 17.70 EFFECTIVE AREA(ACRES) = 18.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 35.39 •. 05/23/03 0 Q25-3 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 26.10 FLOW VELOCITY(FEET/SEC.) = 5.31 DEPTH*VELOCITY(FT*FT/SEC.) = 3.61 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.50 = 1600.00 FEET. rr **************************************************************************** FLOW PROCESS FROM NODE 11.50 TO NODE 11.60 IS CODE = 31 ---------------------------------------------------------------------------- "" >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1328.00 DOWNSTREAM(FEET) = 1311.00 FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.06 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.39 PIPE TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 16.43 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.60 = 2440.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 11.60 TO NODE 11.60 IS CODE = 81 art---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.43 "r * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.557 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 9.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 mw SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 16.76 EFFECTIVE AREA(ACRES) = 27.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 yr AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 27.00 PEAK FLOW RATE(CFS) = 50.29 a.. **************************************************************************** �++ FLOW PROCESS FROM NODE 11.60 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- '»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ow ELEVATION DATA: UPSTREAM(FEET) = 1311.00 DOWNSTREAM(FEET) = 1307.00 o. FLOW LENGTH(FEET) = 370.00 MANNING'S N = 0.013 wr DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.26 •. ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.29 "D PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 17.03 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 2810.00 FEET. **************************************************************************** 4w FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- O. 05/23/03 u Q25-4 r w am w wr aerr w. �r w w wor w air a. »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.03 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.503 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) = 18.14 EFFECTIVE AREA(ACRES) = 37.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 37.00 PEAK FLOW RATE(CFS) = 67.10 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 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.) = 17.03 RAINFALL INTENSITY(INCH/HR) = 2.50 ARER-AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 37.00 TOTAL STREAM AREA(ACRES) = 37.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 67.10 **************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 11.00 IS CODE = 21 ----------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 630.00 ELEVATION DATA: UPSTREAM(FEET) = 1358.00 DOWNSTREAM(FEET) = 1347.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.999 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.669 w 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 1.00 0.98 0.10 32 9.00 .r SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 +� SUBAREA RUNOFF(CFS) = 3.21 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.21 ar **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 62 r -- ------------------------------------ »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< Im »»>(STREET TABLE SECTION # 1 USED) ««< r'1 05/23/03 Q25-5 0 UP�STREAM ELEVATION(FEET) = 1347.00 DOWNSTREAM ELEVATION(FEET) = 1313.00 '~ STREET LENGTH(FEET) = 1930.00 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 ar SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 a. 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) = 5.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ' STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.32 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.36 rr STREET FLOW TRAVEL TIME(MIN.) = 9.69 Tc(MIN.) = 18.69 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.367 SUBAREA LOSS RATE DATA(AMC II): s. DFVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 ar SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.08 �... EFFECTIVE AREA(ACRES) = 3.00 AREA -AVERAGED Fm(INCH/HR) = 0.10 w, AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 6.13 END OF SUBAREA STREET FLOW HYDRAULICS: "' DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 12.74 FLOW VELOCITY(FEET/SEC.) = 3.46 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 12.00 = 2560.00 FEET. rr **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 r CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ., TIME OF CONCENTRATION(MIN.) = 18.69 RAINFALL INTENSITY(INCH/HR) = 2.37 qrr AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 .. AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 3.00 air TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.13 r ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ,. NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE rr .. 05/23/03 ow Q25-6 cm 1 67.10 17.03 2.503 0.98( 0.49) 0.50 37.0 10.00 .rr 2 6.13 18.69 2.367 0.98( 0.10) 0.10 3.0 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 73.02 17.03 2.503 0.98( 0.46) 0.47 39.7 10.00 2 68.71 18.69 2.367 0.98( 0.46) 0.47 40.0 15.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 73.02 Tc(MIN.) = 17.03 ,. EFFECTIVE AREA(ACRES) = 39.73 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.47 TOTAL AREA(ACRES) = 40.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 2810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < �r »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1307.00 DOWNSTREAM(FEET) = 1290.00 FLOW LENGTH(FEET) = 1410.00 MANNING'S N = 0.013 r DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.90 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 ,er PIPE-FLOW(CFS) = 73.02 PIPE TRAVEL TIME(MIN.) = 1.97 Tc(MIN.) = 19.00 Ma LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 4220.00 FEET. Qw **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- Aw »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.00 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.343 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 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 4W SUBAREA AREA(ACRES) = 20.00 SUBAREA RUNOFF(CFS) = 33.40 EFFECTIVE AREA(ACRES) = 59.73 AREA -AVERAGED Fm(INCH/HR) = 0.47 ° AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.48 �r TOTAL AREA(ACRES) = 60.00 PEAK FLOW RATE(CFS) = 100.72 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 dr---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< I+ »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 0 05/23/03 c] Q25-7 ELEVATION DATA: UPSTREAM(FEET) = 1290.00 DOWNSTREAM(FEET) = 1284.00 .w� FLOW LENGTH(FEET) = 620.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.82 .w ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 100.72 -on PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 19.88 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 4840.00 FEET. Aw **************************************************************************** w, FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- mw »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.88 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.281 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN low SCHOOL A 11.00 0.98 0.60 32 s SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 rr SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 16.79 EFFECTIVE AREA(ACRES) = 70.73 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 71.00 PEAK FLOW RATE(CFS) = 114.16 ,. 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) ««< av ELEVATION DATA: UPSTREAM(FEET) = 1284.00 DOWNSTREAM(FEET) = 1282.00 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.3 INCHES ow PIPE -FLOW VELOCITY(FEET/SEC.) = 8.75 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 114.16 PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 20.81 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 5330.00 FEET. er FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- w »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< r TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: *r TIME OF CONCENTRATION(MIN.) = 20.81 RAINFALL INTENSITY(INCH/HR) = 2.22 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 w. AREA -AVERAGED Ap = 0.50 er EFFECTIVE STREAM AREA(ACRES) = 70.73 TOTAL STREAM AREA(ACRES) = 71.00 ... PEAK FLOW RATE(CFS) AT CONFLUENCE = 114.16 rn • 05/23/03 Q25-8 **************************************************************************** aw FLOW PROCESS FROM NODE 15.10 TO NODE 15.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< v. >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< �.. INITIAL SUBAREA FLOW-LENGTH(FEET) = 820.00 ELEVATION DATA: UPSTREAM(FEET) = 1358.00 DOWNSTREAM(FEET) = 1342.00 +rr Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.515 wr * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.011 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 9.00 0.98 0.50 32 12.51 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 20.44 TOTAL AREA(ACRES) = 9.00 PEAK FLOW RATE(CFS) = 20.44 FLOW PROCESS FROM NODE 15.20 TO NODE 15.25 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STREET TABLE SECTION # 2 USED) ««< -------------------------- UPSTREAM ELEVATION(FEET) = 1342.00 DOWNSTREAM ELEVATION(FEET) = 1338.00 ,W STREET LENGTH(FEET) = 625.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 "" INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 on w 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 ow **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.03 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ear STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.01 �r PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.69 STREET FLOW TRAVEL TIME(MIN.) = 3.46 Tc(MIN.) = 15.97 �• * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.601 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 9.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 .,, SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 .m 05/23/03 m Q25-9 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 17.12 EFFECTIVE AREA(ACRES) = 18.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 �r AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 34.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 .. FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH*VELOCITY(FT*FT/SEC.) = 1.89 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.25 = 1445.00 FEET. wr **************************************************************************** FLOW PROCESS FROM NODE 15.25 TO NODE 15.30 IS CODE = 31 wr---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< w" ELEVATION DATA: UPSTREAM(FEET) = 1330.00 DOWNSTREAM(FEET) = 1319.00 FLOW LENGTH(FEET) = 600.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.51 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.24 PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 16.84 +ru LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.30 = 2045.00 FEET. FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 81 wr ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.84 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.520 .. 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 rr� 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) = 32.92 EFFECTIVE AREA(ACRES) = 36.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 �r AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 36.00 PEAK FLOW RATE(CFS) = 65.84 **************************************************************************** r FLOW PROCESS FROM NODE 15.30 TO NODE 15.40 IS CODE = 31 ---------------------------------------------------------------------------- .. »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< air »»>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 36.0 INCH PIPE IS 24.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.76 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 low PIPE-FLOW(CFS) = 65.84 PIPE TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 17.77 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.40 = 2755.00 FEET. �m 05/23/03 Li Q25-10 �r FLOW PROCESS FROM NODE 15.40 TO NODE 15.40 IS CODE = 81 ---------------------------------------------------------------------------- �,. »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 17.77 *• * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.440 SUBAREA LOSS RATE DATA(AMC II): 4w 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) = 31.72 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) = 94.98 wr **************************************************************************** FLOW PROCESS FROM NODE 15.40 TO NODE 15.50 IS CODE = 31 ---------------------------------------------------------------------------- ww »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>�->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 27.4 INCHES ,.. PIPE -FLOW VELOCITY(FEET/SEC.) = 15.24 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 94.98 *� PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 18.38 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.50 = 3315.00 FEET. **************************************************************************** am FLOW PROCESS FROM NODE 15.50 TO NODE 15.50 IS CODE = 81 ---------------------------------------------------------------------------- ar »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.38 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.391 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ,rr 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 ver SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 30.00 SUBAREA RUNOFF(CFS) = 48.76 'ft EFFECTIVE AREA(ACRES) = 85.00 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.56 40 TOTAL AREA(ACRES) = 85.00 PEAK FLOW RATE(CFS) = 141.30 *************************************************************************** wr FLOW PROCESS FROM NODE 15.50 TO NODE 15.60 IS CODE = 31 ---------------------------------------------------------------------------- An »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 171 05/23/03 C Q25-11 A »»>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 51.0 INCH PIPE IS 40.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.82 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 A PIPE-FLOW(CFS) = 141.30 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 18.73 w LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.60 = 3565.00 FEET. FLOW PROCESS FROM NODE 15.60 TO NODE 15.60 IS CODE = 81 4 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< +r MAINLINE Tc(MIN) = 18.73 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.364 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 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 9.60 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) = 148.83 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 48.0 INCH PIPE IS 38.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.64 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 �r PIPE-FLOW(CFS) = 148.83 PIPE TRAVEL TIME(MIN.) = 1.59 Tc(MIN.) = 20.32 +� LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.00 = 4865.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ,. MAINLINE Tc(MIN) = 20.32 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.251 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 0 05/23/03 Q25-12 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 18.00 SUBAREA RUNOFF(CFS) = 28.57 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) = 168.18 **************************************************************************** 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.) = 20.32 RAINFALL INTENSITY(INCH/HR) = 2.25 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 = 168.18 rr ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 114.16 20.81 2.219 0.98( 0.49) 0.50 70.7 10.00 1 107.46 22.58 2.113 0.98( 0.49) 0.50 71.0 15.10 2 168.18 20.32 2.251 0.98( 0.54) 0.55 109.0 15.10 ANN 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 1 281.70 20.32 2.251 0.98( 0.52) 0.53 178.1 15.10 2 279.19 20.81 2.219 0.98( 0.52) 0.53 179.7 10.00 • 3 262.11 22.58 2.113 0.98( 0.52) 0.53 180.0 15.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: • PEAK FLOW RATE(CFS) = 281.70 Tc(MIN.) = 20.32 EFFECTIVE AREA(ACRES) = 178.06 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 180.00 rr LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 5330.00 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) = 160.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 48.8 INCHES 40 PIPE -FLOW VELOCITY(FEET/SEC.) = 16.48 ,. ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 r7l �. 05/23/03 Q25-13 " PIPE-FLOW(CFS) = 281.70 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 20.48 " LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 5490.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- ,.. »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 'r TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.48 RAINFALL INTENSITY(INCH/HR) = 2.24 AREA -AVERAGED Fm(INCH/HR) = 0.52 *. AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.53 A0 EFFECTIVE STREAM AREA(ACRES) = 178.06 TOTAL STREAM AREA(ACRES) = 180.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 281.70 **************************************************************************** FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 IS CODE = 21 ---------------------------------------------------------------------------- rr »»>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 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 +iw 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 r7 05/23/03 Q25-14 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 ,W 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 Aw 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 4+ 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 err 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. **************************************************************************** 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 r 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 �. 05/23/03 m Q25-15 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 low 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 Aw **************************************************************************** ,.. FLOW PROCESS FROM NODE 16.40 TO NODE 16.00 IS CODE = 31 ---------------------------------------------------------------------------- ar� »» >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 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. ,rr **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- ,ar »»>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 .w 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««< r - q. 05/23/03 Q25-16 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 1 281.70 20.48 2.240 0.98( 0.52) 0.53 178.1 15.10 �r 1 279.19 20.97 2.209 0.98( 0.52) 0.53 179.7 10.00 1 262.11 22.74 2.104 0.98( 0.52) 0.53 180.0 15.10 2 93.64 23.07 2.086 0.98( 0.23) 0.23 56.0 16.10 �r 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 .. NTJMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 371.75 20.48 2.240 0.98( 0.45) 0.47 227.8 15.10 2 369.95 20.97 2.209 0.98( 0.45) 0.47 230.7 10.00 3 355.31 22.74 2.104 0.98( 0.45) 0.46 235.2 15.10 4 352.78 23.07 2.086 0.98( 0.45) 0.46 236.0 16.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 371.75 Tc(MIN.) = 20.48 EFFECTIVE AREA(ACRES) = 227.78 AREA -AVERAGED Fm(INCH/HR) = 0.45 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 = 5490.00 FEET. .. FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 31 ---------------------------------------------------------------------------- �w »»>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) = 700.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 75.0 INCH PIPE IS 58.7 INCHES �. PIPE -FLOW VELOCITY(FEET/SEC.) = 14.43 Aw ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 371.75 PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 21.29 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 17.00 = 6190.00 FEET. ,wr **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 ---------------------------------------------------------------------------- �r »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< r-; 05/23/03 Q25-17 ~' TOTAL NUMBER OF STREAMS = 2 CONFL'U'ENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.29 RAINFALL INTENSITY(INCH/HR) = 2.19 �. AREA -AVERAGED Fm(INCH/HR) = 0.45 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.47 ,. EFFECTIVE STREAM AREA(ACRES) = 227.78 TOTAL STREAM AREA(ACRES) = 236.00 90i PEAK FLOW RATE(CFS) AT CONFLUENCE = 371.75 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 �r 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 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 26.97 TOTAL AREA(ACRES) = 10.00 PEAK FLOW RATE(CFS) = 26.97 **************************************************************************** ,.. 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) ««< -------------------------------------- a. 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 ,ter OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 w 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) = 42.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.61 HALFSTREET FLOOD WIDTH(FEET) = 21.86 40 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 m 05/23/03 Q25-18 rm * 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 TOTAL AREA(ACRES) = 24.00 PEAK FLOW RATE(CFS) = 54.21 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) ««< .rr ELFVATTON DATA: UPSTREAM(FEET) = 1287.00 DOWNSTREAM(FEET) = 1275.00 FL0-4 LENGTH(FEET) = 1170.00 MANNING'S N = 0.013 .. DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.40 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 54.21 �. PIPE TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 17.78 , LONGEST FLOWPATH FROM NODE 17.10 TO NODE 17.00 = 3070.00 FEET. «s, **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.78 �. * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.439 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS w 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 err SUBAREA AREA(ACRES) = 21.00 SUBAREA RUNOFF(CFS) = 44.25 EFFECTIVE AREA(ACRES) = 45.00 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 �r TOTAL AREA(ACRES) = 45.00 PEAK FLOW RATE(CFS) = 94.81 FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< arr TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: r- ®. 05/23/03 Q25-19 m TIME OF CONCENTRATION(MIN.) = 17.78 R,<"!,' -:FALL INTENSITY(INCH/HR) = 2.44 "w TPF'', -AVERAGED Fm(INCH/HR) = 0.10 AK?C:�-AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 #w EFFF',("r'IVE STREAM AREA(ACRES) = 45.00 TOTAL STREAM AREA(ACRES) = 45.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 94.81 "" * * ! * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.149 SUBAREA LOSS RATE DATA(AMC II): �r DEVLLOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 16.00 0.98 0.10 32 ,®y 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) = 29.55 EFFECTIVE AREA(ACRES) = 288.78 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 297.00 PEAK FLOW RATE(CFS) = 460.08 **************************************************************************** �. 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 67.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.43 .. ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 r PIPE-FLOW(CFS) = 460.08 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 22.68 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 7520.00 FEET. FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81 „. ---------------------------------------------------------------------------- r »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< �.. MAINLINE Tc(MIN) = 22.68 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.107 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) = 23.52 EFFECTIVE AREA(ACRES) = 301.78 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) = 472.71 'r**************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 31 ---------------------------------------------------------------------------- w »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1263.00 DOWNSTREAM(FEET) = 1255.00 'w FLOW LENGTH(FEET) = 850.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 78.0 INCH PIPE IS 60.9 INCHES ^' PIPE -FLOW VELOCITY(FEET/SEC.) = 17.01 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 472.71 �,. PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 23.51 05/23/03 Q25-21 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 20.00 = 8370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.51 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.062 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) = 15.91 EFFECTIVE AREA(ACRES) = 310.78 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) = 476.37 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 319.00 TC(MIN.) = 23.51 EFFECTIVE AREA(ACRES) = 310.78 AREA -AVERAGED Fm(INCH/HR)= 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.37 PEAK FLOW RATE(CFS) = 476.37 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 473.45 20.02 2.271 0.97( 0.35) 0.35 273.3 17.10 2 476.37 23.51 2.062 0.98( 0.36) 0.37 310.8 15.10 3 473.31 24.02 2.036 0.98( 0.36) 0.37 313.7 10.00 4 456.17 25.81 1.950 0.98( 0.36) 0.37 318.2 15.10 5 453.16 26.14 1.935 0.98( 0.36) 0.37 319.0 16.10 END OF RATIONAL METHOD ANALYSIS 05/23/03 Q25-22 STREET FLOW DEPTH CATCH CATCH BASIN SIZING CALCULATIONS 05/23/03 D-1 MADOLE & ASSOCIATES, INC. Civil Engineers -Land Surveyors -Planners 10601 Church Street Suite 107 Rancho Cucamonga, CA 91730 (909)948-1311 fax948-8464 MILLER AVE FULL STREET FLOW Description Job 692-1722 Sheet No. of Calculated by: MJG Date 5/5/2003 Checked by: MJG Date 5/5/2003 Slope Scale ,l rill ATInN Right side Slope Condition: Street R/O/W = 64 ft, Curb -Curb = 40 ft, Curb Height = 8 in, Crossfall = 0.0267 ft/ft Curb Geometry: Batter = 0.17', Gutter Width = 1.5', Hike = 0.11', Lip = 0.03' Parkway Width/Slope/Mannings N = 12'/ 0.02 / 0.025, Street Mannings N = 0.015 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 Street Cross-section Diagram -- - - - - -- 0.91 0 67--'- - - -_ -- - = 67 -- - 476,35 - - - 0.1 .14 0.00 0.11 0.11 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 1u.uu (ft) Q Left side Right side cfs (ft) (ft) Condition Standard flow uonamons (ft) Slope Q Left side Right side Slope (cfs) cfs (ft) (ft) Condition ft/ft 0.0050 Flow to Crown (d=0.63ft) Flow to Curbs (d=0.67ft) Flow to R/O/W (d=0.91ft) Slope Left Right Total Left Right Total Left Right Total 0.0100 21.5 21.5 43.0 27.6 27.6 55.2 74.6 74.6 66.8 149.3 133.6 0.0080 19.2 19.2 38.5 24.7 24.7 49.4 55.2 66.8 74.6 74.6 149.3 0.0100 21.5 21.5 43.0 45.5. 27.6 29>2 27.6 29.2 58.4, 79.0.:: " . 79.0 15$.t? 0.0112. 0.0150 22.8 26.3 22.8 " 26.3 52.7 33.8 33.8 _. 67.6 ` 91.4 91.4 182.8 30:4 30.4 60.8 39.:1 39.1 78.1 ° " 105'6 ".. 105.6 211..1 .0.02 0.025 34.0 34.0 68.0 43.7 43.7 87.3 118.0 118.0 236.0 (3.05 48:1 48:1 `" " .. 96:1 " 61.7 61.7.. .123.5 166.9 V " 166.9 333. (ft) Q Left side Right side cfs (ft) (ft) Condition Flow Depth at Flow Rate (ft) Slope Q Left side Right side Slope ft/ft cfs (ft) (ft) Condition ft/ft 0.0050 0.0120 0.0050 0.00500.0120 .0.0100 .8.6 0.48 0.48 Below Crown 0.0200 0.0100 21.5 0.64 0.64 Below Curb 0.0200 0.0112 0.0250 (ft) Q Left side Right side cfs (ft) (ft) Condition MADOLE & ASSOCIATES, INC. Job 692-1722 Civil Engineers -Land Surveyors -Planners Sheet No. of 10601 Church Street Suite 107 Calculated by: MJG Date 5/5/2003 Rancho Cucamonga, CA 91730 Checked by: MJG Date 5/5/2003 t(t (909)948-1311 fax948-8464 Scale BEECH AVE FULL STREET FLOW CALCULATION Description: Condition: Street R/O/W = 90 ft, Curb -Curb = 80 ft, Curb Height = 8 in, Crossfall = 0.02 MR Curb Geometry: Batter = 0.17', Gutter Width = 1.5', Hike = 0.11', Lip = 0.03' Parkway Width/Slope/Mannings N = 5'/ 0.02 / 0.025, Street Mannings N = 0.015 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 Street Cross-section Diagram - - - - - - o-91 - - ---- - - - - _c 7- - - - - - - - - - - - - - - - - - - - - - - - - rO.67 0.77 .67---------- - - -- - -- - -- - - - --- - - 0.1 .14 00 0.11 0.11 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00 Slope Standard Flow Conditions (cfs) Flow to Crown (d=0.91ft) Flow to Curbs (d=0.67ft) Left Right Total Left Right Total Flow to R/O/W (d=0.77ft) Left Right Total 0.0100 88.7 88.7 177.3 33.8 33.8 67.6 52.3 52.3 104.7 79.3 ... ..,. 7g.3- 1586.. 30:2 :...: -......30:2...... m; - 6Q;4___-,-46.8' 0.0050 '46.8 93.6 0.0108 92.1 92.1 184.3 35.1 35.1 70.2 54.4 54.4 108.8 97.1 , ," 194,3L ;.. _ 37.0.....:..:. 37A.-._..... 74.0 .k ._° 57.3,=- 57:3 0.0180 119.0 119.0 237.9 45.3 45.3 90.6 70.2 70.2 140.5 13.02 125.4. 125.4 250:8 47.8 47.8 95.5- 74.0 74.0 148.1 0.025 140.2 140.2 280.4 53.4 53.4 106.8 82.8 82.8 165.5 0;05 198.3 " 198.3 396.5 75.5 75.5 151.11-- 117.0 ' 117.0 _234,11" Flow Depth at Flow Rate (ft) (ft) Slope Q Left side Right side Slope Q Left side Right side ft/ft cfs (ft) (ft) Condition ft/ft cfs (ft) (ft) Condition 0.0050 0.0120 0.0050 0.0120 0.0050 0.0120 0.0050 0.0200 0.0100 0.0200 0".Q100 . 0.0250 0.0100 0.0250 wr wo a.r ar qw EXCERPT FROM PREVIOUSLY APPROVED HYDROLOGY FOR TRACT 16352 PROPOSED CATCH ON MILLER, EAST OF HEMLOCK (W=21') **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 17.50 GUTTER FLOWDEPTH(FEET) = 0.65 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 9.00 8.71 9.50 9.09 10.00 9.46 10.50 9.82 11.00 10.19 11.50 10.55 12.00 10.90 12.50 11.25 13.00 11.60 13.50 11.93 14.00 12.26 14.50 12.57 15.00 12.87 15.50 13.16 16.00 13.44 16.50 13.70 17.00 13.96 17.50 14.21 18.00 14.44 18.50 14.67 19.00 14.89 19.50 15.10 20.00 15.30 20-50- 21.00 15.68 21.50 15.86 22.00 16.03 22.50 16.20 23.00 16.36 23.50 16.51 24.00 16.65 24.50 16.79 25.00 16.93 25.50 17.06 26.00 17.18 26.50 17.30 27.00 17.41 27.41 17.50 05/23/03 D-2 vo ar Lam, CB AT BEECH AVE WESTERLY SIDE (USE W=71) »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 8.00 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.74 CB AT BEECH AVE EASTERLY SIDE (USE W=211) **************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 24.70 BASIN OPENING(FEET) = 0.67 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 11.56 05/23/03 D-3 .,r STORM DRAIN HYDRAULICS 4w 40 4w ,,, 05/23/03 H-1 t 1 k 1 k I i 1 k i k i t I i f t I k i i i k f t I t ! E i t I t i t 1 i 3 FILE: A.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 5-22-2003 Time: 8: 0:12 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 2 4 1 5.000 CD 3 4 1 2.500 CD 4 4 1 4.000 CD 5 4 1 2.000 CD 6 4 1 2.000 CD 7 4 1 3.000 CD 8 4 1 2.500 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - MILLER AVE SD LINE "A" HEADING LINE NO 2 IS - SUN PEDAL COURT TO BEECH AVE 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 1009.690 1282.340 2 1290.900 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1049.050 1282.430 2 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1087.890 1282.519 2 .013 149.998 14.836 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1488.390 1283.300 2 .013 .000 .000 .000 0 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1494.730 1284.320 4 3 0 .013 19.300 .000 1285.070 .000 -45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1526.610 1284.590 4 .013 .000 .000 .000 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1572.850 1284.990 4 .013 100.021 -26.488 .000 0 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1619.090 1285.390 4 .013 99.998 26.494 .000 0 05/23/03 H-2 05/23/03 H-3 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1828.830 1287.204 4 .013 .000 .000 .000 0 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1835.170 1287.290 4 .013 .000 .000 .000 0 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2109.030 1291.010 4 .013 .000 .000 .000 0 ELEMENT NO 12 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 2120.770 1291.570 4 5 5 .013 18.200 7.300 1292.170 1292.170 -45.000 45.000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 13 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2200.000 1295.440 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 2253.550 1295.900 4 .013 .000 .000 .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 2260.180 1295.960 4 3 0 .013 13.300 .000 1296.750 .000 -45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2526.830 1298.440 4 .013 .000 .000 .000 0 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2533.170 1298.490 4 .013 .000 .000 .000 0 ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3025.830 1302.520 4 .013 .000 .000 .000 0 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3032.170 1302.590 4 .013 .000 .000 .000 0 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3251.700 1304.400 4 .013 .000 .000 .000 0 ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3258.040 1304.510 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 3459.630 1305.710 4 .013 .000 .000 .000 0 05/23/03 H-3 k i i i k 1 i 1 i i 1 i i i k i k i k I i k! [ i k! k i i l € i i ELEMENT NO 23 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3525.330 1306.090 4 .013 45.000 -83.652 .000 0 ELEMENT NO 24 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3532.560 1307.290 7 3 6 .013 23.100 7.800 1307.960 1307.960 45.000 66.000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 25 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3894.450 1311.260 7 .013 .000 .000 .000 0 ELEMENT NO 26 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 3901.530 1311.930 8 5 0 .013 20.500 .000 1311.800 .000 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 27 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4193.830 1315.640 8 .013 .000 .000 .000 0 ELEMENT NO 28 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4666.830 1324.110 8 .013 .000 .000 .000 2 ELEMENT NO 29 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4724.530 1324.970 8 .013 .000 .000 .000 1 ELEMENT NO 30 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4865.380 1327.000 8 .013 89.717 89.951 .000 0 ELEMENT NO 31 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 4876.720 1327.163 8 .013 .000 .000 .000 1 ELEMENT NO 32 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 4876.720 1327.163 8 1330.163 05/23/03 H-4 i i i it i rl i i i i i i k i t j t j i i li i k i i t i i i! t 1 t j € i FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5-22-2003 Time: 8: 0:23 MILLER AVE SD LINE "A" SUN PEDAL COURT TO BEECH AVE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wti INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.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- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp I "N" -I- -I- I X-Fa111 ZR -I (Type Ch I I i 1009.690 1282.340 I 8.560 I 1290.900 -I- 157.10 8.00 I .99 I 1291.89 .00 I 3.59 I .00 I 5.000 I I .000 .00 I 1 .0 -i- 39.360 -I- .0023 -I- -I- -I- -I- .0036 -I- .14 -I- 8.56 -I- .00 -I- 5.00 .013 -I- -I- .00 .00 1- PIPE 1049.050 i I 1282.430 I 8.613 I 1291.043 I 157.10 8.00 I .99 I 1292.04 .00 I 3.59 I .00 i 5.000 I 1 .000 .00 I 1 .0 -I- 38.840 -I- .0023 -I- -I- -I- -I- -I- .0036 -I- .14 -I- .00 -I- .00 -I- 5.00 .013 -i- -I- .00 .00 1- PIPE 1087.890 i 1282.519 I I 8.746 1291.265 I I 157.10 8.00 I .99 I 1292.26 .00 I 3.59 I .00 I 5.000 i I .000 .00 I 1 .0 -I- 400.500 -I- .0020 -I- -I- -I- -I- -I- .0036 -I- 1.46 -I- 8.75 -I- .00 -I- 5.00 .013 -I- -I- .00 .00 1- PIPE 1488.390 I 1283.300 I I 9.422 1292.723 I I 157.10 8.00 I .99 I 1293.72 .00 I 3.59 I .00 I 5.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .1609 -I- -I- -I- -I- -I- .0064 -I- .04 -I- 9.42 -I- .00 -I- .013 -I- -I- .00 .00 I- PIPE 1494.730 I 1284.320 I I 7.850 1292.170 I I 137.80 10.97 I 1.87 I 1294.04 .00 I 3.49 I .00 I 4.000 I I .000 .00 I 1 .0 -1- 31.880 -I- .0085 -I- -I- -I- -I- -I- .0092 -I- .29 -t- 7.85 -i- .00 -I- 3.46 .013 -I- -I- .00 .00 1- PIPE 1526.610 I 1284.590 i I 7.873 1292.463 I I 137.80 10.97 i 1.87 I 1294.33 .00 I 3.49 I .00 I 4.000 I I .000 .00 I 1 .0 -I- 46.240 -i- .0087 -I- -I- -I- -I- -I- .0092 -I- .43 -I- .00 -I- .00 -I- 3.40 .013 -I- -I- .00 .00 1- PIPE 1572.850 i 1284.990 I I 8.101 1293.091 I I 137.80 10.97 I 1.87 I 1294.96 .00 I 3.49 I .00 I 4.000 I I .000 .00 I 1 .0 -I- 46.240 -i- .0087 -I- -I- -i- -I- -I- .0092 -I- .43 -i- .00 -I- .00 -I- 3.40 .013 -I- -I- .00 .00 1- PIPE 1619.090 1285.390 I I 8.329 1293.719 I I 137.80 10.97 I 1.87 I 1295.59 .00 I 3.49 I .00 I 4.000 I I .000 .00 I 1 .0 -I- 209.740 -I- .0086 -I- -I- -I- -I- -I- .0092 -I- 1.93 -I- 8.33 -I- .00 -I- 3.40 .013 -I- -I- .00 .00 1- PIPE 1828.830 I 1287.204 I I 8.445 1295.649 I I 137.80 10.97 I 1.87 I 1297.52 .00 I 3.49 I .00 I 4.000 I I .000 .00 I 1 .0 -I- 6.340 -I- .0136 -i- -I- -I- -i- -I- .0092 -I- .06 -1- 8.45 -I- .00 -I- 2.76 .013 -I- -I- .00 .00 1- PIPE 05/23/03 H-5 t i ► I III i 1 1 1 1 1 1 1 i k i I 1 t 1 t 1 1 i 1 I I FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5-22-2003 Time: 8: 0:23 MILLER AVE SD LINE "A" SUN PEDAL COURT TO BEECH AVE 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 (CFS) I (FPS) Head 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- -I- SF Avel -I- HF -I- ISE DpthlFroude -I- -I- NINorm Dp -I- -I- I "N" I X-Fal1I ZR -I (Type Ch I i I 1835.170 1287.290 I 8.418 1295.708 I 137.80 10.97 I 1.87 1297.57 I .00 I 3.49 I .00 I I 4.000 I .000 .00 I 1 .0 -I- 273.860 -I- .0136 -I- -I- -I- -I- -I- .0092 -I- 2.52 -I- 8.42 .00 -I- -I- 2.76 -I- .013 -I- .00 .00 1- PIPE 2109.030 I I 1291.010 I 7.218 1298.228 I 1 137.80 10.97 I 1.87 1300.10 I .00 I 3.49 f .00 I I 4.000 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0477 -I- -I- -i- -I- -I- .0077 -I- .09 -I- 7.22 .00 -I- -I- -I- .013 -I- .00 .00 I- PIPE 2120.770 I I 1291.570 i 7.788 1299.358 I I 112.30 8.94 I 1.24 1300.60 I .00 i 3.20 I .00 I I 4.000 I .000 .00 I 1 .0 -I- 79.230 -I- .0488 -i- -I- -I- -I- -I- .0061 -I- .48 -I- 7.79 .00 -I- -I- 1.64 -I- .013 -I- .00 .00 1- PIPE 2200.000 I 1295.440 I I 4.403 1299.843 I I 112.30 8.94 I 1.24 1301.08 I .00 I 3.20 I .00 I I 4.000 I .000 .00 I 1 .0 -I- 53.550 -I- .0086 -I- -I- -I- -I- -I- .0061 -I- .33 -I- 4.40 .00 -I- -I- 2.82 -i- .013 -I- .00 .00 1- PIPE 2253.550 I 1295.900 I I 4.270 1300.170 I I 112.30 8.94 I 1.24 1301.41 I .00 I 3.20 I .00 I I 4.000 i .000 .00 I 1 .0 -I- JUNCT STR -I- .0090 -I- -I- -I- -I- -I- .0054 -I- .04 -I- 4.27 .00 -i- -I- -I- .013 -I- .00 .00 I- PIPE 2260.180 I 1295.960 I I 4.736 1300.696 I I 99.00 7.88 I .96 1301.66 i .00 I 3.02 I .00 I I 4.000 I .000 .00 I 1 .0 -I- 161.652 -I- .0093 -I- -I- -I- -I- -i- .0047 -I- .76 -i- 4.74 .00 -I- -I- 2.50 -I- .013 -I- .00 .00 1- PIPE 2421.832 I 1297.463 i 4.000 I 1301.463 I I 99.00 7.88 I .96 1302.43 I .00 I 3.02 i .00 I I 4.000 I .000 .00 I 1 .0 -I- 56.058 -I- .0093 -I- -I- -I- -I- -I- .0044 -I- .25 -I- 4.00 .00 -I- 2.50 -I- -I- .013 -I- .00 .00 1- PIPE 2477.890 I 1297.985 I 3.629 I 1301.614 I I 99.00 8.26 I 1.06 1302.67 I .00 I 3.02 I 2.32 I I 4.000 .000 I .00 I 1 .0 -I- 14.899 -I- .0093 -I- -I- -I- -I- -I- .0042 -I- .06 -i- 3.63 .64 -I- 2.50 -I- -I- .013 -I- .00 .00 1- PIPE 2492.789 I 1298.123 I 3.491 I 1301.614 I I 99.00 8.51 I 1.12 1302.74 I .00 I 3.02 I 2.67 I I 4.000 .000 I .00 I 1 .0 HYDRAULIC JUMP 05/23/03 H-6 i ! 1 I i i I t i i FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5-22-2003 Time: 8: 0:23 MILLER AVE SD LINE "A" SUN PEDAL COURT TO BEECH AVE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -i- L/Elem ICh -1- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -i- NINorm -I- Dp -I- I "N" I -I- X -Fall) ZR -I (Type Ch I 2492.789 I 1298.123 I 2.588 I 1300.712 I 99.00 11.51 I 2.06 I 1302.77 .00 I 1 3.02 3.82 I I 4.000 I .000 .00 I 1 .0 -I- 34.042 -I- .0093 -I- -I- -I- -I- -I- .0083 -I- .28 -I- 2.59 -I- 1.35 -I- 2.50 -I- .013 -I- .00 .00 1- PIPE I 2526.830 I 1298.440 I 2.616 I 1301.056 I 99.00 11.37 I 2.01 I 1303.06 .00 I 3.02 I 3.81 I I 4.000 I .000 .00 I 1 .0 -I- 6.340 -I- .0079 -I- -I- -I- -I- -I- .0082 -I- .05 -I- 2.62 -I- 1.32 -I- 2.65 -I- .013 -I- .00 .00 1- PIPE I 2533.170 I 1298.490 I 2.614 I 1301.104 I 99.00 11.38 I 2.01 I 1303.11 .00 I 3.02 I 3.81 I I 4.000 I .000 .00 I 1 .0 -I- 317.963 -I- .0082 -I- -I- -I- -I- -f- .0082 -I- 2.60 -I- 2.61 -I- 1.33 -I- 2.61 -I- .013 -I- .00 .00 1- PIPE I 2851.133 I 1301.091 I 2.614 I 1303.704 I 99.00 11.38 I 2.01 I 1305.72 .00 I 3.02 I 3.81 I I 4.000 I .000 .00 I 1 .0 -I- 174.697 -I- .0082 -I- -I- -I- -I- -1- .0083 -I- 1.45 -I- 2.61 -I- 1.33 -I- 2.61 -I- .013 -I- .00 .00 1- PIPE I 3025.830 I 1302.520 I 2.585 1305.105 I I 99.00 11.52 I 2.06 i 1307.17 .00 I 3.02 I 3.82 I I 4.000 I .000 .00 I 1 .0 -I- 6.340 -I- .0110 -I- -I- -I- -I- -I- .0083 -I- .05 -I- 2.59 -I- 1.36 -I- 2.36 -I- .013 -I- .00 .00 1- PIPE I 3032.170 1302.590 I I 2.606 1305.196 I I 99.00 11.42 I 2.02 I 1307.22 .00 I 3.02 I 3.81 I I 4.000 I .000 .00 I 1 .0 -I- 61.592 -i- .0082 -I- -I- -I- -I- -I- .0082 -I- .51 -I- 2.61 -I- 1.33 -I- 2.61 -I- .013 -I- .00 .00 1- PIPE I 3093.761 1303.098 I I 2.606 1305.704 I I 99.00 11.42 I 2.02 I 1307.73 .00 I 3.02 I 3.81 -I- I I 4.000 I .000 .00 I 1 .0 -I- 157.938 -I- .0082 -I- -I- -t- -I- -I- .0078 -i- 1.23 -I- 2.61 -I- 1.33 2.61 -I- .013 -I- .00 .00 1- PIPE I 3251.700 1304.400 i I 2.717 1307.117 I I 99.00 10.89 I 1.84 I 1308.96 .00 I 3.02 I 3.73 -I- I I 4.000 I .000 .00 I 1 .0 -I- 4.054 -I- .0173 -I- -I- -I- -I- -I- .0070 -I- .03 -I- 2.72 -I- 1.23 2.05 -I- .013 -I- .00 .00 1- PIPE I 3255.754 1304.470 I I 2.819 1307.289 I I 99.00 10.46 I 1.70 I 1308.99 .00 I 3.02 -I- I 3.65 -I- I 4.000 I I .000 .00 I 1 .0 -I- 2.286 -I- .0173 -I- -I- -I- -I- -I- .0063 -I- .01 -I- 2.82 1.14 2.05 -I- .013 -I- .00 .00 1- PIPE 05/23/03 H-7 i I Il J 1 ! It 1 E ) Il J t i i 1 i i t i k ! i J t i i l 1 1 E ! i i $ i FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5-22-2003 Time: 8: 0:23 MILLER AVE SD LINE "A" SUN PEDAL COURT TO BEECH AVE #********#***************#*****************#****#******#**********#************************#***#*#*********##*****#******* ******** 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.1 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- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR (Type Ch i I 3258.040 I 1304.510 I 2.948 1307.458 I I 99.00 9.97 1.54 I 1309.00 .00 I I 3.02 3.52 I 4.000 I I .000 .00 I 1 .0 -I- 87.022 -I- .0060 -I- -I- -I- -I- -I- .0060 -I- .52 -I- 2.95 -I- 1.05 -I- 2.95 -I- .013 -I- .00 .00 1- PIPE 3345.062 I I 1305.028 2.948 I 1307.976 I I 99.00 9.97 I 1.54 I 1309.52 .00 I 3.02 I 3.52 I 4.000 I I .000 .00 I 1 .0 -I- 66.288 -I- .0060 -I- -I- -I- -I- -I- .0062 -I- .41 -I- 2.95 -I- 1.05 -I- 2.95 -I- .013 -I- .00 .00 1- PIPE 3411.350 I 1305.423 I 2.845 I 1308.268 I I 99.00 10.36 I 1.67 I 1309.93 .00 I 3.02 I 3.63 I 4.000 I I .000 .00 I 1 .0 -I- 48.280 -I- .0060 -I- -I- -I- -I- -I- .0069 -I- .33 -I- 2.85 -I- 1.12 -I- 2.95 -I- .013 -I- .00 .00 1- PIPE 3459.630 I 1305.710 I 2.724 I 1308.434 I I 99.00 10.86 I 1.83 I 1310.27 .30 I 3.02 I 3.73 I 4.000 I I .000 .00 I 1 .0 -I- 32.438 -I- .0058 -I- -I- -I- -I- -I- .0077 -I- .25 -I- 3.03 -I- 1.22 -I- 2.98 -I- .013 -I- .00 .00 1- PIPE 3492.068 I 1305.898 I 2.623 I 1308.521 I I 99.00 11.33 I 1.99 I 1310.51 .34 I 3.02 I 3.80 I 4.000 I I .000 .00 I 1 .0 -I- 33.262 -I- .0058 -I- -I- -I- -I- -I- .0086 -I- .29 -I- 2.96 -I- 1.32 -i- 2.98 -I- .013 -I- .00 .00 1- PIPE 3525.330 I 1306.090 I 2.517 I 1308.607 I I 99.00 11.89 I 2.19 I 1310.80 .00 I 3.02 I 3.86 I 4.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .1660 -I- -I- -I- -I- -I- .0100 -I- .07 -I- 2.52 -I- 1.43 -I- -I- .013 -I- .00 .00 I- PIPE 3532.560 I 1307.290 I 2.393 i 1309.683 I I 68.10 11.26 I 1.97 I 1311.65 .00 I 2.63 I 2.41 I 3.000 I I .000 .00 I 1 .0 -I- 230.947 -I- .0110 -I- -I- -I- -I- -i- .0110 -I- 2.53 -I- 2.39 -I- 1.25 -I- 2.39 -I- .013 -I- .00 .00 1- PIPE 3763.507 I 1309.824 I 2.393 I 1312.217 I I 68.10 11.26 I 1.97 I 1314.19 .00 i 2.63 I 2.41 I 3.000 I I .000 .00 I 1 .0 -I- 111.637 -I- .0110 -I- -I- -I- -I- -I- .0106 -I- 1.18 -I- 2.39 -I- 1.25 -I- 2.39 -I- .013 -I- .00 .00 1- PIPE 3875.144 I 1311.048 I 2.486 I 1313.534 I I 68.10 10.87 I 1.84 I 1315.37 .00 I 2.63 I 2.26 I 3.000 I I .000 .00 I 1 .0 -I- 19.306 -I- .0110 -I- -I- -i- -I- -I- .0098 -I- .19 -I- 2.49 -I- 1.15 -I- 2.39 -I- .013 -I- .00 .00 1- PIPE 05/23/03 H-8 f t! t i t i i! i! I t! 1 f 1 ! [ 1 1 i 1 s f 1 t! ! ! i ! ! i € j FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5-22-2003 Time: 8: 0:23 MILLER AVE SD LINE "A" SUN PEDAL COURT TO BEECH AVE ***+*+***+***************+ *************************************************************************** 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 (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I -I- L/Elem -I- ICh Slope I -I- -I- I I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X-Fa111 ZR (Type Ch 3894.450 I I 1311.260 2.632 I I 1313.892 I 68.10 10.36 I 1.67 I 1315.56 I .00 2.63 I 1.97 I I 3.000 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0946 -I- -I- -I- -I- -I- .0114 -I- .08 -I- 2.63 -I- 1.00 -I- -I- .013 -I- .00 .00 I- PIPE 3901.530 I I 1311.930 2.852 1 1314.782 I I 47.60 9.70 I 1.46 I 1316.24 I .00 2.27 I .00 -I- I i 2.500 I .000 .00 I 1 .0 -I- 292.300 -I- .0127 -I- -I- -I- -I- -I- .0135 -I- 3.94 -I- 2.85 -I- .00 2.12 -I- .013 -i- .00 .00 1- PIPE 4193.830 I I 1315.640 3.078 I 1318.718 I I 47.60 9.70 I 1.46 I 1320.18 I .00 2.27 -i- I .00 -I- I I 2.500 -I- I .000 -I- .00 I 1 .0 -I- 82.751 -I- .0179 -I- -I- -I- -I- -I- .0135 -I- 1.11 -i- 3.08 .00 1.80 .013 .00 .00 1- PIPE 4276.581 I I 1317.122 2.732 I 1319.854 I I 47.60 9.70 I 1.46 I 1321.31 I .00 2.27 I .00 I I 2.500 I .000 .00 I 1 .0 HYDRAULIC JUMP 4276.581 I I 1317.122 1.799 I 1318.921 I I 47.60 12.59 I 2.46 I 1321.38 I .00 2.27 i 2.25 -I- I I 2.500 I .000 -I- .00 I 1 .0 -I- 192.018 -I- .0179 -I- -I- -I- -I- -I- .0179 -I- 3.44 -I- 1.80 -I- 1.71 1.80 -I- .013 .00 I .00 1- PIPE I 4468.599 I I 1320.560 1.799 I 1322.359 I I 47.60 12.59 I 2.46 I 1324.82 I .00 2.27 I 2.25 -I- I I 2.500 -I- .000 -I- .00 1 1- .0 -I- 151.318 -I- .0179 -i- -i- -I- -I- -i- .0171. -I- 2.59 -I- 1.80 -I- 1.71 1.80 .013 .00 .00 PIPE 4619.917 I I 1323.270 1.870 I 1325.140 I I 47.60 12.08 I 2.27 I 1327.41 I .00 2.27 -I- I 2.17 -I- I I 2.500 -I- I .000 -I- .00 I 1 .0 -I- 46.914 -i- .0179 -I- -I- -I- -I- -I- .0155 -I- .73 -I- 1.87 1.58 1.80 .013 .00 .00 1- PIPE 4666.830 I I 1324.110 1.962 I 1326.072 I I 47.60 11.52 I 2.06 I 1328.13 I .00 2.27 I 2.06 -I- I I 2.500 I .000 -I- .00 I 1 .0 -I- 57.700 -I- .0149 -I- -I- -I- -I- -I- .0145 -I- .84 -i- 1.96 -I- 1.43 1.95 -I- .013 .00 .00 1- PIPE 4724.530 I 1324.970 I 1.986 I 1326.956 I I 47.60 11.38 I 2.01 I 1328.97 I .09 2.27 I 2.02 -I- i I 2.500 I .000 -I- .00 I 1 .0 -I- 89.348 -I- .0144 -I- -I- -I- -I- -I- .0140 -I- 1.25 -I- 2.08 -I- 1.39 1.98 -I- .013 .00 .00 1- PIPE 05/23/03 H-9 i ri 1 4 i 1 li 1 i t i t i i i i i i I I 1 t i i i i i 11 6 1 i i i I i i FILE: A.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 6 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5-22-2003 Time: 8: 0:23 MILLER AVE SD LINE "A" SUN PEDAL COURT TO BEECH AVE I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/1Base Wtl [No 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.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR (Type Ch I I I I I I I I I I I I I 4813.877 1326.258 2.025 1328.283 47.60 11.17 1.94 1330.22 .08 2.27 1.96 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- -I- 1- 51.502 .0144 .0132 .68 2.11 1.34 1.98 .013 .00 .00 PIPE I I I I I I I I I I I ! I 4865.380 1327.000 2.137 1329.137 47.60 10.65 1.76 1330.90 .00 2.27 1.76 2.500 .000 .00 1 .0 -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 11.340 .0144 .0122 .14 2.14 1.18 1.98 .013 .00 .00 PIPE I I I I I I I I I I I I I 4876.720 1327.163 2.267 1329.430 47.60 10.17 1.61 1331.04 .00 2.27 1.45 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 05/23/03 H-10 I i j ! l t 1 i t 1 i i i i t 1 r f i k I ii i i i I i I i t 1 i f ! i t r FILE: Al. WSW W S P G W - EDIT LISTING - Version 14.01 Date: 5-14-2003 Time:10: 7:29 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 3 0 .000 4.170 21.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - MILLER AVE STORM DRAIN LINE HEADING LINE NO 2 IS - LATERAL A-1 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 6.130 1297.000 1 1300.400 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 19.740 1297.740 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 19.740 1297.740 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 19.740 1297.740 2 1297.740 05/23/03 H-11 4 i i j t 1 i 1 i I t a i i t i i# t j i j i i i i i i 1 r i it i f i t t ;) FILE: A1.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5-14-2003 Time:10: 7:32 MILLER AVE STORM DRAIN LINE LATERAL A-1 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFlow TopfHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I I I 6.130 1297.000 3.400 1300.400 15.70 5.00 .39 1300.79 .00 1.43 .00 2.000 .000 .00 1 .0 -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 13.610 .0544 .0048 .07 3.40 .00 .75 .013 .00 .00 PIPE I I I I I I I I I I I I I 19.740 1297.740 2.726 1300.466 15.70 5.00 .39 1300.85 .00 1.43 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I I I I I i I I I I f I I 19.740 1297.740 3.307 1301.047 15.70 .23 .00 1301.05 .00 .26 21.00 4.170 21.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 05/23/03 H-12 Ii i I i k i i f i I i i t i t I k i i i t i i I k I i I t # i i FILE: A2. WSW W S P G W - EDIT LISTING - Version 14.01 Date: 5-22-2003 Time:10:53:34 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 CD 2 3 0 .000 4.000 7.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - MILLER AVE STORM DRAIN LINE HEADING LINE NO 2 IS - LATERAL A-2 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 3.150 1307.160 1 1309.100 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 35.090 1307.830 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 35.090 1307.830 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 35.090 1307.830 2 1307.830 05/23/03 H-13 rF i! t j i 1 i t t 1 t j f j t i i i i Ii I I t i t 4 t i i ;r Ir t €, FILE: A2.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5-22-2003 Time:10:53:39 MILLER AVE STORM DRAIN LINE LATERAL A-2 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- L/Elem ICh -i- Slope I -i- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I "N" I -I- X-Fa111 ZR -I (Type Ch I 3.150 I 1307.160 I 1.940 I 1309.100 I 8.00 2.57 I .10 I 1309.20 .00 i 1.01 I .68 I I 2.000 I .000 .00 I 1 .0 -I- 6.924 -I- .0210 -I- -I- -I- -I- -i- .0011 -I- .01 -I- 1.94 -I- .21 .67 -I- -I- .013 -I- .00 .00 1- PIPE I 10.074 I 1307.305 I 1.792 I 1309.097 I 8.00 2.69 I .11 I 1309.21 .00 I 1.01 I 1.22 I I 2.000 I .000 .00 I 1 .0 -I- 4.626 -I- .0210 -I- -I- -I- -I- -I- .0011 -I- .01 -I- 1.79 -I- .30 .67 -I- -I- .013 -I- .00 .00 1- PIPE I 14.700 I 1307.402 I 1.689 1309.091 I I 8.00 2.83 I .12 I 1309.22 .00 I 1.01 I 1.45 I I 2.000 I .000 .00 I 1 .0 -I- 3.731 -I- .0210 -I- -I- -I- -I- -I- .0012 -I- .00 -I- 1.69 -I- .36 .67 -I- -I- .013 -I- .00 .00 1- PIPE I 18.431 I 1307.481 I 1.603 1309.084 I I 8.00 2.96 I .14 I 1309.22 .00 I 1.01 I 1.60 I I 2.000 I .000 .00 I 1 .0 -I- 3.233 -I- .0210 -I- -I- -I- -I- -I- .0014 -I- .00 -I- 1.60 -i- .40 .67 -I- -I- .013 -I- .00 .00 1- PIPE 21.663 I 1307.548 I I 1.526 1309.074 I I 8.00 3.11 I .15 I 1309.22 .00 I 1.01 I 1.70 I 2.000 I I .000 .00 I 1 .0 -I- 2.725 -I- .0210 -i- -I- -I- -I- -I- .0015 -I- .00 -I- 1.53 -I- .45 .67 -I- -I- .013 -I- .00 .00 1- PIPE 24.388 I 1307.605 I I 1.458 1309.064 I I 8.00 3.26 I .17 I 1309.23 .00 I 1.01 I 1.78 I 2.000 I I .000 .00 I 1 .0 -I- 2.465 -I- .0210 -I- -I- -I- -I- -I- .0017 -I- .00 -I- 1.46 -I- .49 .67 -I- -I- .013 -I- .00 .00 1- PIPE 26.853 I 1307.657 I I 1.394 1309.051 I I 8.00 3.42 I .18 I 1309.23 .00 I 1.01 I 1.84 I 2.000 I I .000 .00 I 1 .0 -I- 2.090 -I- .0210 -I- -I- -I- -I- -I- .0019 -I- .00 -I- 1.39 -I- .53 .67 -I- -I- .013 -I- .00 .00 1- PIPE 28.943 I 1307.701 I I 1.336 1309.037 I I 8.00 3.59 I .20 I 1309.24 .00 I 1.01 I 1.88 I 2.000 I I .000 .00 I 1 .0 -I- 1.861 -I- .0210 -I- -I- -I- -i- -I- .0021 -I- .00 -I- 1.34 -I- .58 .67 -I- -I- .013 -I- .00 .00 1- PIPE 30.804 I 1307.740 I I 1.281 1309.021 I I 8.00 3.76 I .22 I 1309.24 .00 I 1.01 I 1.92 I 2.000 I I .000 .00 I 1 .0 -I- 1.565 -I- .0210 -I- -I- -I- -I- -I- .0024 -I- .00 -I- 1.28 -I- .63 .67 -I- -I- .013 -I- .00 .00 1- PIPE 05/23/03 H-14 1 t I t i t i t j >E I i 1 t i t j i i t ,i i t i t i t it t li i i i+ FILE: A2.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5-22-2003 Time:10:53:39 MILLER AVE STORM DRAIN LINE LATERAL A-2 I Invert I Depth I Water I Q 1 Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip -I- -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I i i I 32.369 1307.773 1.230 1309.003 8.00 3.94 .24 1309.24 .00 1.01 1.95 2.000 .000 .00 1 .0 -I- -I- -i- -I- -i- -I- -I- -I- -I- -I- -I- -1- -I- 1- 1.307 .0210 .0027 .00 1.23 .68 .67 .013 .00 .00 PIPE I I I I I I I I I I I I I 33.675 1307.800 1.182 1308.983 8.00 4.14 .27 1309.25 .00 1.01 1.97 2.000 .000 .00 1 .0 -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 1.086 .0210 .0031 .00 1.18 .74 .67 .013 .00 .00 PIPE I I I I I I I I I I i I I 34.761 1307.823 1.136 1308.959 8.00 4.34 .29 1309.25 .00 1.01 1.98 2.000 .000 .00 1 .0 -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -i- -I- 1- .329 .0210 .0034 .00 1.14 .79 .67 .013 .00 .00 PIPE I I I I I I I I I I I I I 35.090 1307.830 1.120 1308.950 8.00 4.42 .30 1309.25 .00 1.01 1.99 2.000 .000 .00 1 .0, WALL ENTRANCE I I I I I I i I I I I I I 35.090 1307.830 1.588 1309.418 8.00 .72 .01 1309.43 .00 .34 7.00 4.000 7.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- I- 05/23/03 H-15 t I I I i Y l I i I i i t i i I t i t I t I I I t I t I t i ii i I I I 1 I j FILE: A3. WSW W S P G W - EDIT LISTING - Version 14.01 Date: 5-22-2003 Time:10:54: 5 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.500 CD 2 3 0 .000 4.000 21.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - MILLER AVE STORM DRAIN LINE HEADING LINE NO 2 IS - LATERAL A-3 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 2.420 1307.120 1 1309.100 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 60.150 1307.830 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 60.150 1307.830 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 60.150 1307.830 2 1307.830 05/23/03 H-16 05/23/03 H-17 t I E i t 1 It i 1 t ! t 3 t i of i ► t i k i t ) FILE: A3.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5-22-2003 Time:10:54:11 MILLER AVE STORM DRAIN LINE LATERAL A-3 I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp -I- 1 "N" I -1- X-Fa111 ZR -1 (Type Ch I I I I I 2.420 I 1307.120 1.366 I 1308.486 24.70 9.01 1.26 I 1309.74 .00 I 1.69 I 2.49 I I 2.500 I .000 .00 1 .0 -I- 13.036 -I- .0123 -I- -I- -I- -1- -I- .0106 -I- .14 -I- 1.37 -I- 1.51 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE 15.456 I I 1307.280 I 1.383 I 1308.663 I 24.70 8.86 i 1.22 I 1309.88 .00 I 1.69 I 2.49 i I 2.500 I .000 .00 I 1 .0 -I- 22.450 -I- .0123 -I- -I- -I- -I- -I- .0098 -I- .22 -I- 1.38 -I- 1.48 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE 37.907 I I 1307.556 I 1.437 I 1308.994 I 24.70 8.45 I 1.11 I 1310.10 .00 I 1.69 I 2.47 I 2.500 I I .000 .00 I 1 .0 -I- 11.664 -i- .0123 -I- -I- -I- -I- -I- .0086 -I- .10 -I- 1.44 -i- 1.37 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE 49.571 I I 1307.700 I 1.495 I 1309.195 I 24.70 8.06 I 1.01 I 1310.20 .00 I 1.69 I 2.45 I 2.500 I I .000 .00 I 1 .0 -I- 6.362 -I- .0123 -I- -I- -I- -I- -I- .0076 -I- .05 -I- 1.50 -I- 1.27 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE 55.932 I I 1307.778 I 1.557 I 1309.335 I 24.70 7.68 I .92 I 1310.25 .00 i 1.69 I 2.42 I 2.500 I I .000 .00 I 1 .0 -I- 3.315 -I- .0123 -I- -I- -I- -I- -I- .0068 -I- .02 -I- 1.56 -I- 1.18 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE 59.247 I 1307.819 I I 1.622 1309.441 I I 24.70 7.33 I .83 I 1310.27 .00 I 1.69 I 2.39 i 2.500 I I .000 .00 I 1 .0 -I- .903 -I- .0123 -I- -I- -I- -I- -I- .0060 -I- .01 -I- 1.62 -I- 1.09 -I- 1.31 -I- .013 -I- .00 .00 1- PIPE 60.150 I 1307.830 I i 1.693 1309.523 I I 24.70 6.98 f .76 I 1310.28 .00 I 1.69 I 2.34 I 2.500 I I .000 .00 I 1 .0 WALL ENTRANCE 60.150 -I- I 1307.830 -I- I I 2.872 -I- 1310.702 -I- I I 24.70 -I- .41 -I- I .00 -I- I 1310.70 -I- .00 -I- I .35 -I- I 21.00 -I- I 4.000 -I- i I 21.000 -I- .00 I 0 .0 I- 05/23/03 H-17 i t 1 i i t 1 1 1 1 1 k 7 t i t 8 t i t i i i i i i 1 i i i i i I t 3 ! i FILE: A4.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 5-22-2003 Time:10:13: 2 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 1 2.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - MILLER AVE STORM DRAIN LINE HEADING LINE NO 2 IS - LATERAL A-4 HEADING LINE NO 3 IS - W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 2.650 1311.800 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 48.360 1312.050 1 .013 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 48.360 1312.050 1 05/23/03 H-18 PAGE NO 2 W S ELEV 1314.300 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 * W S ELEV 1312.050 t i t t i a i t i i i t i I i 1 i t 1 1 i i i i i t I t i t FILE: A4.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5-22-2003 Time:10:13: 7 MILLER AVE STORM DRAIN LINE LATERAL A-4 I Invert I Depth I Water I 4 I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR (Type Ch I I I I I I I I i I I I I 2.650 1311.800 2.500 1314.300 20.50 6.53 .66 1314.96 .00 1.62 .00 2.000 .000 .00 1 .0 -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 45.710 .0055 .0082 .38 2.50 .00 2.00 .013 .00 .00 PIPE I I I I I I I I I I I 1 1 48.360 1312.050 2.625 1314.675 20.50 6.53 .66 1315.34 .00 1.62 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 05/23/03 H-19 3 t i t i t i t 1 i i 1 i i i t 1 i # i i f i i i t ) t l t I FILE: A5.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 5-14-2003 Time: 2:29:30 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 l 4 1 2.000 CD 2 3 0 .000 10.500 7.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - MILLER AVE STORM DRAIN LINE HEADING LINE NO 2 IS - LATERAL A-5 NEAR PULMARIA 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 4.560 1284.640 1 1292.400 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 23.080 1285.000 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 23.080 1285.000 2 .500 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 23.080 1285.000 2 1285.000 05/23/03 H-20 I i t 1 i f t f t 1 l I It t i t I I ) t i ! l t I t i i � FILE: A5.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5-14-2003 Time: 2:29:33 MILLER AVE STORM DRAIN LINE LATERAL A-5 NEAR PULMARIA 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- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -i L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I i I 4.560 1284.640 7.760 1292.400 23.50 7.48 .87 1293.27 .00 1.72 .00 2.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 18.520 .0194 .0108 .20 7.76 .00 1.29 .013 .00 .00 PIPE I I I I I I I I I I I I I 23.080 1285.000 7.600 1292.600 23.50 7.48 .87 1293.47 .00 1.72 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 23.080 1285.000 8.901 1293.901 23.50 .38 .00 1293.90 .00 .70 7.00 10.500 7.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 05/23/03 H-21 t i t j 4 1 1# i i t i I i i i i i t i t i i i t i € i t i i i i i I 1 1 FILE: MILLER-W.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 5-10-2003 Time: 1:39:45 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 5.600 .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 05/23/03 H-22 05/23/03 H-23 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 17.400 .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 6.500 .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 05/23/03 H-23 05/23/03 H-24 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 .013 111.800 .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 05/23/03 H-24 t i i i i i i i i i i i i i I i i i t i t i i i i i i f i t i t ! t l i U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6484.080 1279.163 4 .013 .000 .000 .000 0 ELEMENT NO 32 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6492.580 1281.470 11 10 0 .013 117.600 .000 1283.870 .000 -45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 33 IS A REACH U/S DATA STATION INVERT SECT N PADIUS ANGLE ANG PT MAN H 6637.210 1281.800 11 .013 .000 .000 .000 0 ELEMENT NO 34 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6656.890 1281.850 11 .013 22.500 -50.115 .000 0 ELEMENT NO 35 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6664.890 1282.350 13 12 0 .013 157.100 .000 1282.600 .000 .000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 6 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 36 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6698.700 1283.000 13 .013 100.356 -19.303 .000 0 ELEMENT NO 37 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 6698.700 1283.000 13 1282.510 05/23/03 H-25 1 I i 1 k i ! 1 1 1 1 1 t Il i J t i t J k i I i I i Ii i 1 i t 1 1 1 t 1 t i 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: 5-10-2003 Time: 1:39:49 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- I Elev I -I- (FT) I -I- Elev -I- I (CFS) 1 -I- (FPS) -I- Head I -I- Grd.Ei.1 -I- Elev -I- I Depth -I- i Width IDia.-FTIor -I- I.D.i -I- ZL ;Prs;Pip -I L/El.em ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm -I- Dp I "N" I X-Fa111 ZR (Type Ch I I I I 3481.530 I 1253.750 I 9.550 1263.300 I 649.90 14.71 3.36 1 1266.66 .00 I 6.49 I .00 I I 7.500 .000 .00 I 1 .0 -I- 118.970 -I- .0096 -I- -I- -I- -I- -I- .0072 -I- .85 -I- .00 -I- .00 -I- 5.38 -I- .013 -I- .00 .00 1- PIPE 3600.500 I I 1254.890 I 9.766 1264.656 I I 649.90 14.71 I 3.36 I 1268.02 .00 I 6.49 I .00 I I 7.500 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0096 -I- -I- -I- -I- -I- .0071 -I- .02 -I- .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 3603.000 I I 1254.914 I 9.872 1264.786 I I 644.30 14.58 I 3.30 I 1268.09 .00 I 6.47 I .00 I I 7.500 I .000 .00 I 1 .0 -I- 35.890 -I- .0096 -I- -I- -I- -I- -I- .0070 -I- .25 -I- .00 -I- .00 -I- 5.33 -I- .013 -I- .00 .00 1- PIPE 3638.890 I I 1255.260 I 10.051 1265.311 I I 644.30 14.58 I 3.30 I 1268.61 .00 I 6.47 I .00 I I 7.500 I .000 .00 I 1 .0 -I- 382.280 -I- .0096 -I- -I- -I- -I- -I- .0070 -I- 2.69 -I- 10.05 -I- .00 -I- 5.34 -I- .013 -I- .00 .00 1- PIPE 4021.170 I I 1258.930 I 9.072 1268.002 I I 644.30 14.58 1 3.30 I 1271.30 .00 I 6.47 I .00 I I 7.500 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0107 -I- -I- -i- -I- -I- .0060 -I- .03 -I- 9.07 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 4025.840 I 1258.980 I I 9.800 1268.780 I I 644.20 12.82 I 2.55 I 1271.33 .00 I 6.44 I .00 I I 8.000 I .000 .00 I 1 .0 -I- 291.510 -I- .0096 -I- -I- -I- -I- -I- .0050 -I- 1.45 -I- 9.80 -I- .00 5.04 -I- -I- .013 -I- .00 .00 1- PIPE 4317.350 I 1261.770 I I 8.464 1270.234 I I 644.20 12.82 I 2.55 I 1272.78 .00 i 6.44 I .00 I I 8.000 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0095 -I- -I- -I- -I- -I- .0050 -I- .01 -I- 8.46 -I- .00 -1- -I- .013 -I- .00 .00 I- PIPE 4319.350 I 1261.789 I I 8.457 1270.246 I I 644.10 12.81 I 2.55 I 1272.80 .00 I 6.44 -I- I .00 I I 8.000 I .000 .00 I 1 .0 -I- 110.359 -I- .0091 -I- -I- -I- -I- -I- .0050 -I- .55 -I- 8.46 .00 5.12 -I- -I- .013 -I- .00 .00 1- PIPE 4429.709 I 1262.796 I I 8.000 1270.796 I I 644.10 12.81 I 2.55 I 1273.35 .00 I 6.44 I .00 I I 8.000 I .000 .00 I 1 .0 -I- 22.300 -I- .0091 -I- -I- -I- -I- -I- .0047 -I- .11 -I- 8.00 -I- .00 5.12 -I- -I- .013 -I- .00 .00 1- PIPE 05/23/03 H-26 05/23/03 H-27 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: 5-10-2003 Time: 1:39:49 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 1 Width !Dia.-FTlor I.D.! ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- I -I- I -I- -1- 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 4452.010 I I 1263.000 I 7.886 1270.886 I I 644.10 12.85 2.56 I 1273.45 .00 6.44 -I- 1.89 -I- 8.000 -I- .000 -I- .00 1 .0 -I- JUNCT STR -I- .0107 -i- -I- -I- -I- -I- .0046 -I- .02 -I- 7.89 .44 .013 I .00 I .00 I- PIPE 4456.680 I i 1263.050 I 8.145 1271.195 I I 626.70 12.47 1 2.41 I 1273.61 .00 I 6.36 -I- I .00 -I- I 8.000 -I- .000 -I- .00 I 1 1- .0 -I- 43.320 -I- .0044 -I- -I- -I- -I- -I- .0047 -I- .20 -I- 8.14 .00 6.87 .013 .00 .00 PIPE 4500.000 I I 1263.240 I 8.159 1271.399 I I 626.70 12.47 I 2.41 I 1273.81 -I- .00 -I- I 6.36 -I- I .00 -I- I I 8.000 -I- I .000 -I- .00 I 1 .0 -I- 235.377 -I- .0045 -I- -I- -I- -I- -I- .0047 1.11 8.16 .00 6.75 .013 .00 .00 1- PIPE 4735.377 I 1264.299 I I 8.210 1272.509 I I 626.70 12.47 I 2.41 I 1274.92 .00 I 6.36 I .00 I I 8.000 I .000 .00 i 1 .0 HYDRAULIC JUMP I I I I I I 4735.377 I 1264.299 I I 4.774 1269.073 I I 626.70 20.03 I 6.23 I 1275.31 .00 6.36 7.85 -I- 8.000 -I- .000 -I- .00 1 .0 -I- 18.180 -I- .0045 -I- -I- -I- -I- -I- .0108 -I- .20 -I- 4.77 -I- 1.77 6.75 .013 i I .00 I .00 1- PIPE I 4753.557 I 1264.381 I I 4.725 1269.106 I I 626.70 20.28 I 6.39 I 1275.49 .00 -I- I 6.36 -I- I 7.87 -I- 8.000 -I- .000 -I- .00 1 1- .0 -I- 63.455 -I- .0045 -i- -I- -I- -I- -I- .0117 -I- .74 4.73 1.80 6.75 .013 I .00 I .00 PIPE 4817.012 I 1264.667 I I 4.543 1269.210 I I 626.70 21.27 I 7.02 I 1276.23 .00 I 6.36 I 7.93 I 8.000 .000 .00 I 1 .0 60.658 .0045 .0132 .80 4.54 1.94 6.75 I .013 I I .00 I .00 PIPE I 4877.670 I 1264.940 I I 4.371 1269.311 I I 626.70 22.31 I 7.73 I 1277.04 .00 -I- I 6.36 -I- 7.97 -I- 8.000 -I- .000 -t- .00 1 1- .0 -I- 32.070 -I- .0041 -I- -I- -I- -I- -I- .0146 -I- .47 4.37 2.09 8.00 I .013 I I .00 I .00 PIPE I 4909.740 I 1265.070 I I 4.276 1269.346 I I 626.70 22.92 I 8.16 I 1277.51 -I- .48 -I- I 6.36 -I- 7.98 -I- 8.000 -I- .000 -I- .00 1 1- .0 -I- 28.371 -I- .0044 -I- -I- -t- -i- -I- .0156 .44 4.76 2.18 6.90 .013 .00 .00 PIPE 05/23/03 H-27 t ! 1 i k i k i k I A j i I i i i i I i t i i I I i f ! 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: 5-10-2003 Time: 1:39:49 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/1Base Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width [Dia.-FTlor -I- I.D.I -I- ZL -I IPrs%Pip -I- L/Elem -I- ICh Slope I -I- I -I- I -I- I -I- -i- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp I "N" I X-Fa111 ZR (Type Ch I I I I I 4938.110 I I 1265.194 I 4.195 I 1269.389 I 626.70 23.48 I 8.56 I 1277.95 .51 -I- 6.36 -I- I 7.99 -I- 8.000 -I- .000 -I- .00 1 1- .0 -I- 54.603 -I- .0044 -I- -I- -I- -I- -I- .0172 -I- .94 4.70 2.26 6.90 .013 .00 .00 PIPE 4992.713 I I 1265.432 I 4.039 1269.471 I I 626.70 24.62 I 9.41 I 1278.89 .56 I 6.36 -I- I 8.00 -I- I I 8.000 -I- I .000 -I- .00 I 1 1- .0 -I- 52.447 -f- .0044 -I- -I- -I- -I- -I- .0195 -I- 1.02 -I- 4.60 2.43 6.90 .013 I I .00 I .00 PIPE I 5045.160 I I 1265.660 I 3.892 1269.552 I I 626.70 25.83 I 10.36 I 1279.91 .00 I 6.36 I 8.00 -I- 8.000 -I- .000 -I- .00 1 I- .0 -i- JUNCT STR -I- .2203 -I- -I- -I- -I- -I- .0179 -I- .16 -I- 3.89 -I- 2.61 .013 .00 I .00 PIPE I 5053.830 I 1267.570 I I 5.689 1273.259 I I 620.20 21.16 I 6.95 i 1280.21 .00 I 6.02 -I- I 3.57 I I 6.250 -I- -I- .000 -I- .00 1 1- .0 -I- 43.830 -I- .0178 -I- -I- -I- -I- -I- .0151 -I- .66 -I- 5.69 1.30 5.04 .013 .00 I .00 PIPE I 5097.660 I 1268.350 I I 6.024 1274.374 I I 620.20 20.45 I 6.49 I 1280.87 .00 I 6.02 I 2.33 I I 6.250 .000 .00 1 .0 TRANS STR .0214 .0099 .05 6.02 1.00 .013 .00 I .00 PIPE I 5102.330 I 1268.450 I I 11.038 1279.488 I I 620.20 12.34 I 2.36 I 1281.85 .00 I 6.33 I .00 I I 8.000 -I- -I- .000 -I- .00 1 1- .0 -I- 328.750 -I- .0132 -I- -I- -I- -I- -I- .0046 -I- 1.52 -I- 11.04 -I- .00 4.43 .013 I .00 I .00 PIPE I 5431.080 I 1272.790 I I 8.218 1281.008 I I 620.20 12.34 I 2.36 I 1283.37 .00 -I- I 6.33 -I- I .00 I 8.000 -I- -I- .000 -I- .00 1 1- .0 -I- 27.490 -I- .0132 -I- -I- -I- -I- -I- .0046 -I- .13 .00 .00 4.43 I .013 I i .00 I .00 PIPE I 5458.570 I 1273.153 I I 8.277 1281.430 I I 620.20 12.34 I 2.36 I 1283.79 .00 -I- I 6.33 -I- .00 8.000 -I- -I- .000 -I- .00 1 I- .0 -I- JUNCT STR -I- .0132 -i- -I- -I- -I- -I- .0043 -I- .30 8.28 .00 I .013 I I .00 I .00 PIPE I 5527.620 I 1274.065 I I 7.558 1281.623 I I 620.10 12.61 I 2.47 I 1284.09 .00 -I- I 6.33 -I- 3.65 8.000 -I- -I- .000 -I- .00 1 1- .0 -I- 7.493 -I- .0132 -I- -I- -I- -I- -I- .0040 -I- .03 7.56 .61 4.43 .013 .00 .00 PIPE 05/23/03 H-28 05/23/03 H-29 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: 5-10-2003 Time: 1:39:49 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/!Base Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTior I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- I -I- -I- I I -I- -1- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp -I- -I- I "N" I -i- X -Fall) ZR -I (Type Ch I I I 5535.113 I I 1274.164 I 7.445 1281.609 I I 620.10 12.72 I 2.51 I 1284.12 .00 I 6.33 I 4.07 I 8.000 .000 .00 1 .0 HYDRAULIC JUMP 5535.113 I I 1274.164 I 5.337 1279.501 I I 620.10 17.41 I 4.70 I 1284.21 .00 I I 6.33 7.54 I I 8.000 I .000 .00 I 1 .0 -I- 12.807 -I- .0132 -I- -I- -I- -I- -I- .0074 -I- .09 -I- 5.34 -I- 1.41 4.43 -I- -I- .013 -I- .00 .00 1- PIPE 5547.920 I 1274.333 I I 5.415 1279.748 I i 620.10 17.12 I 4.55 I 1284.30 1.51 I 6.33 I 7.48 I I 8.000 I .000 .00 I 1 .0 -I- 26.066 -I- .0132 -I- -I- -I- -I- -I- .0068 -I- .18 -I- 6.93 -I- 1.37 4.43 -I- -I- .013 -I- .00 .00 1- PIPE 5573.986 I 1274.677 I I 5.639 1280.316 I I 620.10 16.38 I 4.16 I 1284.48 1.35 I 6.33 I 7.30 I I 8.000 I .000 .00 I 1 .0 -I- 17.134 -I- .0132 -I- -I- -I- -I- -I- .0061 -I- .11 -I- 6.99 -I- 1.27 4.43 -I- -I- .013 -I- .00 .00 1- PIPE 5591.120 I 1274.903 I I 5.897 1280.800 I I 620.10 15.61 I 3.79 I 1284.58 .00 I 6.33 I 7.04 I I 8.000 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0208 -I- -I- -I- -i- -I- .0054 -I- .03 -I- 5.90 -I- 1.16 -I- -I- .013 -I- .00 .00 I- PIPE 5595.790 I 1275.000 I I 6.330 1281.330 I I 620.00 14.53 I 3.28 I 1284.61 .00 I 6.33 I 6.50 I I 8.000 I .000 .00 I 1 .0 -I- 121.292 -I- .0044 -I- -i- -I- -I- -I- .0047 -I- .57 -I- 6.33 -I- 1.00 6.72 -I- -I- .013 -I- .00 .00 1- PIPE 5717.082 I 1275.537 I I 6.663 1282.201 I I 620.00 13.86 I 2.98 I 1285.18 .00 I 6.33 I 5.97 i I 8.000 -I- I .000 .00 I 1 .0 -I- 72.788 -I- .0044 -I- -I- -I- -i- -I- .0045 -I- .33 -I- 6.66 -I- .89 6.72 -I- .013 -I- .00 .00 1- PIPE 5789.870 I 1275.860 I I 6.682 1282.542 I I 620.00 13.82 I 2.97 I 1285.51 .00 I 6.33 I 5.94 I I 8.000 -I- I .000 .00 i 1 .0 -I- JUNCT STR -I- .0214 -I- -i- -I- -I- -I- .0038 -I- .02 -I- 6.68 -I- .89 -I- .013 -I- .00 .00 I- PIPE 5794.540 I 1275.960 I I 8.841 1284.801 I I 508.20 10.11 I 1.59 I 1286.39 .00 i 5.75 -I- I .00 I I 8.000 -I- -I- I .000 .00 I 1 .0 -I- 58.990 -I- .0047 -I- -I- -I- -i- -I- .0031 -I- .18 -I- 8.84 .00 5.46 .013 -I- .00 .00 1- PIPE 05/23/03 H-29 t 1 i 1 t j i 1 i f t j i ! 1 i i 1 4 1 i r t j I 1 i j t i % i i s t 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: 5-10-2003 Time: 1:39:49 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/!Base Wt! INo Wth Station I Elev ! (FT) ! Elev I (CFS) I (FPS) Head ! Grd.El.l Elev I Depth I Width -I- !Dia.-FTIor -I- I.D.! -I- ZL -I IPrs/Pip -I- L/Elem -I- ICh Slope ! -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I f I I I 5853.530 I I 1276.240 I 8.744 ( 1284.984 I 508.20 10.11 1.59 1286.57 .00 5.75 .00 8.000 .000 .00 1 .0 JUNCT STR .0050 .0031 .01 8.74 .00 .013 .00 .00 PIPE 5855.530 I I 1276.250 I 8.742 I 1284.992 I 508.10 10.11 I 1.59 I 1286.58 .00 I 5.75 I .00 -I- I I 8.000 -I- i .000 -I- .00 I 1 1- .0 -I- 300.060 -I- .0046 -I- -I- -I- -I- -I- .0031 -I- .93 -I- 8.74 -I- .00 5.50 .013 I .00 I .00 PIPE I 6155.590 I I 1277.640 I 8.283 I 1285.923 i 508.10 10.11 I 1.59 I 1287.51 .00 t 5.75 -I- I .00 -I- I 8.000 -I- .000 -I- .00 1 .0 -I- 182.671 -i- .0046 -I- -I- -I- -I- -I- .0031 -I- .57 -I- 8.28 .00 5.51 .013 .00 .00 1- PIPE 6338.261 i 1278.482 I I 8.006 I 1286.488 I 508.10 10.11 I 1.59 I 1288.07 .00 I 5.75 I .00 I I 8.000 I .000 .00 I 1 .0 HYDRAULIC JUMP I I I 6338.261 I 1278.482 I I 4.009 1282.491 I I 508.10 20.16 I 6.31 I 1288.80 .00 I 5.75 -I- I 8.00 -I- I 8.000 -I- .000 -I- .00 1 1- .0 -I- 42.657 -I- .0046 -I- -I- -I- -I- -I- .0129 -i- .55 -I- 4.01 2.00 5.51 .013 .00 .00 PIPE I 6380.918 I 1278.679 I I 3.901 1282.580 I I 508.10 20.87 I 6.76 I 1289.34 .00 -I- I 5.75 -I- I 8.00 -I- I I 8.000 -I- I .000 -I- .00 1 1- .0 -I- 54.481 -I- .0046 -I- -I- -I- -I- -I- .0144 -I- .79 3.90 2.11 5.51 .013 ! I .00 I .00 PIPE I 6435.400 I 1278.930 I I 3.760 1282.690 I I 508.10 21.89 I 7.44 I 1290.13 1.32 -I- I 5.75 -I- I 7.99 -I- 8.000 -I- .000 -I- .00 1 1- .0 -I- 47.960 -I- .0048 -I- -I- -I- -I- -I- .0163 -I- .78 5.08 2.26 5.43 .013 .00 .00 PIPE 6483.360 I 1279.160 I I 3.636 1282.796 I I 508.10 22.86 I 8.12 I 1290.91 .00 -I- I 5.75 -I- I 7.97 -I- I I 8.000 -I- I .000 -I- .00 I 1 .0 -I- .720 -I- .0041 -I- -I- -I- -I- -I- .0173 -I- .01 3.64 2.41 5.79 i .013 .00 .00 1- PIPE I 6484.080 I 1279.163 I I 3.634 1282.797 I I 508.10 22.88 I 8.13 I 1290.92 .00 I 5.75 -t- 7.97 -I- I I 8.000 -I- I .000 -I- .00 1 I- .0 -I- JUNCT STR -I- .2714 -I- -I- -I- -I- -I- .0145 -I- .12 -I- 3.63 2.41 .013 .00 .00 PIPE 05/23/03 H-30 i i i 1 1 1 i 1 1 1 JI 1 1 1 1 1 j t 1 t i t j 1 ;i a 3 1 I i) i ;I s1 j t j 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: 5-10-2003 Time: 1:39:49 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- I Depth -I- I Width -I- 1Dia.-FTlor -I- I.D.I -1- ZL IPrs/Pip -1 -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I 6492.580 I 1281.470 I 5.166 I 1286.636 I 390.50 16.86 I 4.41 1291.05 .00 -I- I 5.17 -I- 2.63 -I- 5.500 -I- .000 -i- .00 1 .0 1- -I- 11.578 -I- .0023 -I- -I- -I- -I- -I- .0124 -I- .14 5.17 1.00 5.50 .013 I .00 I .00 PIPE I I 6504.158 I 1281.496 I 5.500 1286.996 I I 390.50 16.44 I 4.19 I 1291.19 .00 I 5.17 -I- I .00 -I- I 5.500 -I- .000 -I- .00 1 .0 1- -I- 133.052 -I- .0023 -I- -I- -I- -I- -I- .0133 -I- 1.77 -I- 5.50 .00 5.50 .013 I I .00 I .00 PIPE I I 6637.210 I 1281.800 6.995 I 1288.796 I I 390.50 16.44 I 4.19 I 1292.99 .00 I 5.17 -I- I .00 -I- 5.500 -I- .000 -I- .00 1 .0 1- -I- 19.680 -i- .0025 -I- -I- -I- -I- -I- .0135 -i- .27 -I- .00 .00 5.50 .013 I .00 I .00 PIPE 1 I 6656.890 I 1281.850 7.838 I 1289.688 I I 390.50 16.44 I 4.19 I 1293.88 .00 -I- I 5.17 -I- I .00 -1- I 5.500 -I- .000 -I- .00 1 .0 I- -I- JUNCT STR -I- .0625 -I- -I- -I- -i- -I- .0108 -I- .09 .00 .00 .013 I I .00 I .00 PIPE I I 6664.890 I 1282.350 9.829 I 1292.179 I I 233.40 11.89 I 2.19 I 1294.37 .00 I 4.31 -I- I .00 -I- 5.000 -i- .000 -I- .00 1 .0 1- -I- 33.810 -I- .0192 -I- -I- -I- -I- -I- .0080 -I- .27 -I- .00 .00 2.93 .013 I I .00 I .00 PIPE I I 6698.700 -I- I 1283.000 -I- 9.653 -I- I 1292.653 -I- I I 233.40 -I- 11.89 -I- I 2.19 -I- I 1294.85 -I- .00 -I- I 4.31 -I- I .00 -I- 5.000 -I- .000 -I- .00 1 .0 I- 05/23/03 H-31 05/23/03 H-32 FILE: MILLER-W25.WSW W S P G W - EDIT LISTING - Version 14.01 Date: 5-10-2003 Time: 1:40:12 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 3.700 .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 05/23/03 H-32 i r i i i i l I i i i i i t i i i i i t i i i a I i! t 3 i j t B € 1 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 12.600 .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 3.600 .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 05/23/03 H-33 05/23/03 H-34 i i i t; i i i i t i t j i i i i i i i! i i t 1 t 3 i 3 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 84.700 .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 05/23/03 H-34 f i i i i 1 ® t it 3 1 i l i t i l is i U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6484.080 1279.163 4 .013 .000 .000 .000 0 ELEMENT NO 32 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6492.580 1281.470 11 10 0 .013 90.100 .000 1283.870 .000 -45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 33 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6637.210 1281.800 11 .013 .000 .000 .000 0 ELEMENT NO 34 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6656.890 1281.850 11 .013 22.500 -50.115 .000 0 ELEMENT NO 35 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 6664.890 1282.350 13 12 0 .013 114.200 .000 1282.600 .000 .000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 6 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 36 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 6698.700 1283.000 13 .013 100.356 -19.303 .000 0 ELEMENT NO 37 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 6698.700 1283.000 13 1282.510 05/23/03 H-35 I t I 4 1 t I i I $ I I I 1 I ! I A I t I t I f 1 t I I i 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: 5-10-2003 Time: 1:40:16 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 (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width -I- IDia.-FTlor -I- I.D.t -1- ZL -1 IPrs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm Dp I "N" I X -Fall) ZR (Type Ch i I I t I I I 3481.530 I 1253.750 I 9.550 I 1263.300 I 476.40 10.78 I 1.81 I 1265.11 .00 5.65 .00 -I- 7.500 -I- .000 -I- .00 1 1- .0 -I- 118.970 -I- .0096 -I- -I- -t- -I- -i- .0038 -t- .46 -I- .00 -i- .00 4.33 .013 I .00 I .00 PIPE I I 3600.500 I 1254.890 I 9.138 I 1264.028 I 476.40 10.78 I 1.81 I 1265.83 .00 -i- I 5.65 -I- I .00 -I- I 7.500 -I- .000 -I- .00 1 I- .0 -I- JUNCT STR -I- .0096 -I- -I- -i- -I- -I- .0038 -I- .01 .00 .00 I .013 I I .00 I .00 PIPE I I 3603.000 I 1254.914 I 9.179 I 1264.093 I 472.70 10.70 I 1.78 I 1265.87 .00 I 5.63 -I- .00 -I- 7.500 -I- .000 -I- .00 1 1- .0 -I- 35.890 -i- .0096 -I- -I- -I- -I- -I- .0038 -I- .14 -I- .00 .00 4.30 .013 I I .00 I .00 PIPE I 3638.890 I I 1255.260 9.115 I 1264.375 I I 472.70 10.70 I 1.78 I 1266.15 .00 -I- I 5.63 -I- I .00 -I- 7.500 -I- .000 -I- .00 1 1- .0 -I- 277.958 -I- .0096 -I- -I- -I- -I- -I- .0038 -I- 1.05 9.12 .00 4.31 .013 .00 I .00 PIPE I 3916.848 I I 1257.928 7.500 I 1265.428 I I 472.70 10.70 i 1.78 i 1267.21 -I- .00 -I- I 5.63 -I- I .00 -I- I I 7.500 -I- .000 -I- .00 1 1- .0 -I- 72.118 -I- .0096 -I- -I- -I- -I- -I- .0035 .25 7.50 .00 4.31 .013 I I .00 I .00 PIPE I 3988.966 i I 1258.621 6.930 I 1265.551 I I 472.70 11.08 i 1.91 I 1267.46 .00 I 5.63 I 3.97 7.500 .000 .00 1 .0 HYDRAULIC JUMP I I I 3988.966 I I 1258.621 4.520 I 1263.141 I I 472.70 16.99 I 4.48 I 1267.62 -I- .00 -I- I 5.63 -I- I 7.34 -i- I 7.500 -I- .000 -I- .00 1 1- .0 -I- 32.204 -I- .0096 -I- -I- -I- -I- -I- .0082 .26 4.52 1.54 I 4.31 I .013 I I .00 I .00 PIPE I 4021.170 I I 1258.930 4.543 I 1263.473 I I 472.70 16.89 I 4.43 I 1267.90 -I- .00 -I- 5.63 -I- 7.33 -i- 7.500 -I- .000 -I- .00 1 I- .0 -I- JUNCT STR -I- .0107 -I- -i- -I- -I- -I- .0085 .04 4.54 1.52 I .013 I I .00 I .00 PIPE I 4025.840 I 1258.980 I 4.250 I 1263.230 I I 472.60 17.42 I 4.71 I 1267.94 .00 -I- I 5.54 -I- 7.98 -I- 8.000 -I- .000 -I- .00 1 1- .0 -I- 196.137 -I- .0096 -I- -t- -I- -I- -I- .0083 -I- 1.62 4.25 1.67 4.14 .013 .00 .00 PIPE 05/23/03 H-36 i t j t s i l t ► l t i i i a j i i t Ir # i t i t i & s i t 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: 5-10-2003 Time: 1:40:16 MILLER AVE STORM DRAIN Q25 CHERRY TO SUN PEDAL ! Invert I Depth ! Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt! 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.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch 4221.977 1260.857 4.411 1265.268 472.60 16.63 4.30 1269.56 .00 5.54 -I- 7.96 8.000 -I- -I- .000 -I- .00 1 1- .0 -I- 95.373 -I- .0096 -I- -I- -I- -I- -I- .0073 -i- .70 -I- 4.41 1.55 4.14 .013 I I .00 I .00 PIPE I 4317.350 i I 1261.770 4.586 I 1266.356 I i 472.60 15.86 I 3.90 I 1270.26 .00 I 5.54 -I- I 7.91 8.000 -I- -I- .000 -I- .00 1 I- .0 -I- JUNCT STR -I- .0095 -I- -I- -I- -I- -I- .0068 -I- .01 -I- 4.59 1.44 .013 .00 I .00 PIPE I 4319.350 I I 1261.789 4.588 I 1266.377 i I 472.50 15.85 I 3.90 i 1270.28 .00 I 5.54 -I- I 7.91 I I 8.000 -I- -I- .000 -I- .00 1 1- .0 -I- 42.455 -I- .0091 -I- -I- -I- -I- -I- .0066 -I- .28 -I- 4.59 1.44 4.20 I .013 I I .00 I .00 PIPE I 4361.805 I I 1262.177 4.697 i 1266.874 I I 472.50 15.40 I 3.68 I 1270.56 .00 I 5.54 -I- 7.88 8.000 -I- -I- .000 -I- .00 1 1- .0 -I- 45.798 -I- .0091 -I- -I- -I- -I- -I- .0060 -I- .27 -I- 4.70 1.38 4.20 .013 I .00 I .00 PIPE I 4407.603 I I 1262.595 4.888 I 1267.483 I I 472.50 14.68 I 3.35 I 1270.83 -I- .00 -I- I 5.54 -I- I 7.80 I 8.000 -I- -I- .000 -I- .00 1 1- .0 -I- 26.500 -i- .0091 -I- -I- -I- -I- -I- .0053 .14 4.89 1.27 4.20 .013 I .00 I .00 PIPE i 4434.103 I I 1262.837 5.091 I 1267.928 I I 472.50 14.00 I 3.04 I 1270.97 .00 -I- I 5.54 -I- I 7.70 8.000 -I- -I- .000 -I- .00 1 1- .0 -I- 13.944 -I- .0091 -I- -I- -I- -I- -I- .0047 -I- .07 5.09 1.18 4.20 .013 I I .00 I .00 PIPE I 4448.046 I I 1262.964 5.306 I 1268.270 I I 472.50 13.35 I 2.77 I 1271.04 .00 I 5.54 I 7.56 8.000 .000 .00 1 .0 3.963 .0091 .0042 .02 5.31 1.09 4.20 I .013 I I .00 .00 I PIPE I 4452.010 I I 1263.000 5.539 I 1268.539 I I 472.50 12.72 2.51 I I 1271.05 .00 -I- I 5.54 -I- 7.38 8.000 -I- -I- .000 -i- .00 1 I- .0 -I- JUNCT STR -I- .0107 -I- -I- -I- -I- -I- .0033 -I- .02 5.54 1.00 I .013 I I .00 .00 I PIPE I 4456.680 I I 1263.050 6.319 1 1269.369 I I 459.90 10.80 1.81 I I 1271.18 .00 i 5.46 6.52 8.000 .000 .00 1 .0 12.137 .0044 .0027 .03 6.32 .74 5.22 .013 .00 .00 PIPE 05/23/03 H-37 i i t l t j t 1 l I t I € i 1 t f t 1 t i t i i I i f i 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: 5-10-2003 Time: 1:40:16 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/[Base Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I -I- Depth I -I- Width -I- IDia.-FTlor I.D.1 -I- -1- ZL -1 IPrs%Pip -I- L/Elem ICh -I- Slope I -I- I -i- I -I- I -I- -I- SF Avel -I- HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I i I 4468.817 I 1263.103 I 6.275 I 1269.378 I 459.90 10.87 I 1.84 I 1271.21 .00 5.46 6.58 8.000 .000 .00 1 .0 HYDRAULIC JUMP I I I I I I 4468.817 I 1263.103 I 4.737 I 1267.840 I 459.90 14.84 I 3.42 I 1271.26 I .00 -I- 5.46 -I- 7.86 -I- 8.000 -I- .000 -i- .00 1 1- .0 -I- 31.183 -I- .0044 -I- -I- -I- -I- -I- .0060 -I- .19 4.74 1.32 5.22 .013 I .00 I I .00 PIPE I 4500.000 I I 1263.240 4.674 i I 1267.914 I 459.90 15.08 I 3.53 I 1271.44 I .00 -i- 5.46 -I- I 7.89 -I- 8.000 -I- .000 -I- .00 1 1- .0 -I- 39.406 -I- .0045 -I- -I- -I- -i- -I- .0063 -I- .25 4.67 1.35 5.18 .013 i .00 I I .00 PIPE i 4539.405 I i 1263.417 4.594 I I 1268.011 I 459.90 15.40 i 3.68 I 1271.69 -I- I .00 -I- 5.46 -I- I 7.91 -I- 8.000 -I- .000 -I- .00 1 1- .0 -I- 80.722 -I- .0045 -I- -I- -I- -I- -I- .0069 .56 4.59 1.40 5.18 I .013 I .00 I I .00 PIPE I 4620.127 I I 1263.781 4.418 I 1268.199 I I 459.90 16.15 I 4.05 I 1272.25 I .00 -I- 5.46 -I- 7.96 -I- 8.000 -I- .000 -I- .00 1 1- .0 -I- 72.542 -I- .0045 -I- -I- -I- -I- -I- .0078 -I- .57 4.42 1.50 5.18 .013 I .00 I I .00 PIPE I 4692.669 I I 1264.107 4.252 I 1268.359 I I 459.90 16.94 I 4.45 I 1272.81 I .00 -I- 5.46 -I- I 7.98 -I- 8.000 -I- .000 -1- .00 1 1- .0 -I- 66.252 -I- .0045 -1- -I- -I- -I- -I- .0088 -I- .59 4.25 1.62 5.18 I .013 I .00 I I .00 PIPE I 4758.921 I I 1264.405 4.094 I 1268.500 I I 459.90 17.76 I 4.90 I 1273.40 -I- .00 -I- I 5.46 -I- 8.00 -I- 8.000 -I- .000 -I- .00 1 1- .0 -I- 61.285 -I- .0045 -I- -I- -I- -I- -I- .0100 .61 4.09 1.74 I 5.18 I .013 I .00 I I .00 PIPE I 4820.206 I I 1264.681 3.943 I 1268.624 I I 459.90 18.63 5.39 I I 1274.01 .00 -I- 5.46 -I- 8.00 8.000 -I- .000 -I- -I- .00 1 1- .0 -I- 57.464 -I- .0045 -I- -I- -I- -I- -I- .0114 -I- .65 3.94 1.87 5.18 I .013 I .00 I .00 I PIPE I 4877.670 I I 1264.940 3.800 I 1268.740 I I 459.90 19.54 5.93 I I 1274.67 -I- .00 -I- I 5.46 -I- 7.99 8.000 -I- .000 -I- -I- .00 1 1- .0 -I- 32.070 -I- .0041 -I- -I- -I- -I- -I- .0126 .40 3.80 2.01 5.37 .013 .00 .00 PIPE 05/23/03 H-38 t! i i i i 1 f i i i Ii i i i i i I l i i i t i t i t I It i III i t FILE: MILLER-W25.WSW W S P G W- CIVILDESIGN Version 14.01 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5-10-2003 Time: 1:40:16 MILLER AVE STORM DRAIN Q25 CHERRY TO SUN PEDAL Invert I Depth I Water I Q I Vel Vel I Energy I Super ICr.iticallFlow ToplHeight/IBase Wti INo Wth Station -I- I Elev I -I- (FT) -I- I Elev I (CFS) I -I- (FPS) -I- Head I -I- Grd.El.l -I- Elev I Depth I Width IDia.-FTlor I.D.I ZL IPrs/Pip L/Elem ICh Slope I -I- I I I SF Avel -I- HF ISE DpthlFroude -I- NINorm -I- Dp I "N" -I- -I- I X -Fall) ZR -I (Type Ch 4909.741 I I 1265.070 3.714 I I 1268.784 I 459.90 20.13 I 6.29 I 1275.07 .74 I 5.46 I 7.98 I 8.000 I I .000 .00 I 1 .0 -I- 39.336 -I- .0044 -I- -I- -i- -I- -I- .0138 -I- .54 -I- 4.46 -I- 2.10 -i- 5.24 .013 -I- -I- .00 .00 1- PIPE 4949.077 I I 1265.241 3.612 I I 1268.853 I 459.90 20.87 I 6.76 I 1275.62 .80 I 5.46 I 7.96 I 8.000 I I .000 .00 I 1 .0 -I- 49.239 -I- .0044 -I- -I- -I- -i- -I- .0155 -I- .76 -I- 4.41 -I- 2.21 -i- 5.24 .013 -I- -I- .00 .00 1- PIPE 4998.316 I I 1265.456 3.483 I I 1268.939 I 459.90 21.89 I 7.44 I 1276.38 .87 I 5.46 I 7.93 I 8.000 I I .000 .00 I 1 .0 -i- 46.844 -I- .0044 -I- -I- -I- -I- -I- .0176 -I- .82 -I- 4.36 -i- 2.37 -I- 5.24 .013 -I- -I- .00 .00 1- PIPE 5045.160 I I 1265.660 3.360 I I 1269.020 I 459.90 22.95 I 8.18 I 1277.20 .00 I 5.46 I 7.90 I 8.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .2203 -i- -I- -I- -I- -I- .0146 -I- .13 -I- 3.36 -I- 2.54 -I- .013 -I- -I- .00 .00 I- PIPE 5053.830 I I 1267.570 4.844 I 1272.414 I I 456.30 17.88 I 4.97 i 1277.38 .00 I 5.61 I 5.22 I 6.250 I I .000 .00 I 1 .0 -I- 19.719 -I- .0178 -I- -I- -I- -I- -i- .0101 -I- .20 -I- 4.84 -I- 1.43 -I- 3.94 .013 -I- -I- .00 .00 1- PIPE 5073.549 I I 1267.921 5.016 I 1272.937 I I 456.30 17.29 I 4.64 I 1277.58 .00 1 5.61 1 4.98 I 6.250 I I .000 .00 I 1 .0 -I- 17.728 -I- .0178 -I- -I- -I- -I- -I- .0093 -I- .16 -i- 5.02 -I- 1.32 -I- 3.94 .013 -I- -I- .00 .00 1- PIPE 5091.277 I I 1268.236 5.287 I 1273.523 I I 456.30 16.48 I 4.22 I 1277.74 .00 I 5.61 I 4.51 I 6.250 I i .000 .00 I 1 .0 -I- 6.383 -I- .0178 -I- -I- -I- -I- -I- .0085 -I- .05 -i- 5.29 -I- 1.17 -I- 3.94 .013 -I- -I- .00 .00 1- PIPE 5097.660 I I 1268.350 5.613 i 1273.963 I I 456.30 15.71 I 3.83 I 1277.80 .00 I 5.61 I 3.78 I 6.250 I I .000 .00 I 1 .0 TRANS STR .0214 .0054 .03 5.61 1.00 .013 .00 .00 PIPE 5102.330 I I 1268.450 8.672 I 1277.122 I I 456.30 9.08 I 1.28 I 1278.40 .00 I 5.44 I .00 I 8.000 I I .000 .00 I 1 .0 -I- 62.851 -I- .0132 -I- -I- -I- -I- -I- .0025 -I- .16 -I- 8.67 -I- .00 -I- 3.69 .013 -I- -I- .00 .00 1- PIPE 05/23/03 H-39 li t I t ! i I C i 1 ! t i i I t I t i A If ! M i 1 t i € i 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: 5-10-2003 Time: 1:40:16 MILLER AVE STORM DRAIN Q25 CHERRY TO SUN PEDAL Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station -I- I Elev I (FT) I Elev I -I- (CFS) 1 -I- (FPS) -I- Head 1 -I- Grd.El.1 -I- Elev -I- 1 Depth -I- 1 Width -I- 1Dia.-FTlor I.D.1 -I- -I- ZL 1Prs/Pip -I L/Elem -I- ICh Slope I -I- I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch 5165.181 I I 1269.280 8.000 I 1277.280 I I 456.30 9.08 I 1.28 I 1278.56 .00 i 5.44 I .00 I 8.000 I I .000 .00 I 1 .0 -I- 38.106 -I- .0132 -I- -I- -I- -I- -I- .0023 -I- .09 -I- 8.00 -I- .00 -I- 3.69 -I- .013 -I- .00 .00 1- PIPE 5203.288 I I 1269.783 7.519 I 1277.301 I i 456.30 9.31 I 1.34 I 1278.65 .00 I 5.44 I 3.81 I 8.000 i I .000 .00 I 1 .0 HYDRAULIC JUMP 5203.288 I I 1269.783 3.849 I 1273.631 I I 456.30 19.07 I 5.65 I 1279.28 .00 I 5.44 I 7.99 I 8.000 I I .000 .00 I 1 .0 -I- 132.066 -i- .0132 -I- -I- -I- -I- -I- .0109 -I- 1.44 -I- 3.85 -I- 1.94 -I- 3.69 -I- .013 -I- .00 .00 1- PIPE 5335.354 I I 1271.526 3.955 I 1275.481 I I 456.30 18.42 I 5.27 I 1280.75 .00 I 5.44 I 8.00 I 8.000 I I .000 .00 I 1 .0 -I- 95.727 -I- .0132 -I- -I- -I- -I- -I- .0098 -I- .94 -I- 3.96 -I- 1.84 -I- 3.69 -I- .013 -I- .00 .00 1- PIPE 5431.080 I I 1272.790 4.107 I 1276.896 I I 456.30 17.56 I 4.79 I 1281.68 1.70 I 5.44 I 8.00 I 8.000 I I .000 .00 I 1 .0 -I- 27.490 -I- .0132 -I- -I- -I- -I- -I- .0089 -i- .25 -I- 5.81 -I- 1.72 -I- 3.69 -I- .013 -I- .00 .00 1- PIPE 5458.570 I I 1273.153 4.169 I 1277.322 I I 456.30 17.23 I 4.61 I 1281.93 .00 I 5.44 I 7.99 I 8.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0132 -I- -I- -I- -I- -I- .0080 -I- .55 -I- 4.17 -I- 1.67 -I- -I- .013 -I- .00 .00 I- PIPE 5527.620 i I 1274.065 4.408 I 1278.473 I I 456.20 16.07 I 4.01 i 1282.48 .00 I 5.44 I 7.96 I 8.000 I I .000 .00 t 1 .0 -I- 20.300 -I- .0132 -I- -I- -I- -I- -I- .0070 -i- .14 -I- 4.41 -I- 1.50 -I- 3.69 -I- .013 -I- .00 .00 1- PIPE 5547.919 I I 1274.333 4.518 I 1278.851 I i 456.20 -i- 15.59 I 3.77 I 1282.62 1.33 -I- I 5.44 -I- I 7.93 -I- I 8.000 -I- I I .000 .00 I 1 .0 -I- 8.519 -I- .0132 -I- -I- -I- -I- .0066 -I- .06 5.85 1.43 3.69 .013 -I- .00 .00 1- PIPE 5556.438 i I 1274.445 4.573 1 1279.019 I I 456.20 15.36 I 3.66 I 1282.68 1.29 I 5.44 -I- I 7.92 -I- i 8.000 I i .000 .00 I 1 .0 -I- 20.906 -I- .0132 -I- -I- -I- -I- -I- .0061 -I- .13 -I- 5.86 1.40 3.69 -I- .013 -I- .00 .00 1- PIPE 05/23/03 H-40 05/23/03 H-41 � i t rt 3 j� # ) t i 1 i r t Y l t it i ► t s t 1 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: 5-10-2003 Time: 1:40:16 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.El.1 Elev 1 Depth 1 Width jDia.-FTIor i.D.j ZL jPrs/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 5577.344 I I 1274.721 I 4.757 I 1279.478 I 456.20 14.64 I 3.33 I 1282.81 1.16 I 5.44 f 7.86 I I 8.000 I .000 .00 I 1 .0 -I- 13.776 -I- .0132 -I- -I- -I- -I- -I- .0054 -I- .07 -I- 5.92 -I- 1.30 -I- 3.69 -I- .013 -I- .00 .00 1- PIPE 5591.120 I I 1274.903 I 4.952 I 1279.855 I 456.20 13.96 I 3.03 I 1282.88 .00 I 5.44 I 7.77 I I 8.000 I .000 .00 I 1 .0 -I- JUNCT STR -I- .0208 -I- -I- -I- -I- -I- .0047 -I- .02 -I- 4.95 -I- 1.20 -I- -I- .013 -I- .00 .00 I- PIPE 5595.790 I I 1275.000 I 5.179 I 1280.179 I 456.10 13.25 I 2.73 I 1282.90 .00 I 5.44 I 7.64 i I 8.000 I .000 .00 I 1 .0 -I- 137.418 -I- .0044 -I- -I- -I- -I- -I- .0044 -I- .60 -I- 5.18 -I- 1.10 -I- 5.18 -I- .013 -I- .00 .00 1- PIPE 5733.208 I I 1275.609 I 5.214 1280.823 I I 456.10 13.14 I 2.68 I 1283.51 .00 I 5.44 I 7.62 I I 8.000 I .000 .00 I 1 .0 -I- 56.662 -I- .0044 -I- -I- -I- -I- -I- .0041 -I- .23 -I- 5.21 -I- 1.09 -I- 5.18 -I- .013 -I- .00 .00 1- PIPE 5789.870 I I 1275.860 I 5.440 1281.300 I I 456.10 12.53 I 2.44 I 1283.74 .00 I 5.44 I 7.46 I 8.000 I I .000 .00 I 1 .0 -I- JUNCT STR -I- .0214 -I- -i- -I- -I- -I- .0026 -I- .01 -I- 5.44 -I- 1.00 -1- -I- .013 -I- .00 .00 I- PIPE 5794.540 I I 1275.960 I 7.458 1283.418 I I 371.40 7.61 I .90 I 1284.32 .00 I 4.89 I 4.02 I 8.000 I I .000 -I- .00 I 1 .0 -I- 58.990 -I- .0047 -I- -I- -I- -I- -I- .0014 -I- .09 -I- 7.46 -I- .39 -I- 4.42 -I- .013 .00 .00 1- PIPE 5853.530 I I 1276.240 i 7.224 1283.464 I I 371.40 7.78 -I- I .94 i 1284.40 .00 -I- I 4.89 -I- i 4.74 -I- I 8.000 -I- I i .000 -I- .00 I 1 .0 -I- JUNCT STR -I- .0050 -I- -I- -I- -I- .0015 -I- .00 7.22 .43 .013 .00 .00 I- PIPE 5855.530 I i 1276.250 I 7.216 1283.466 I I 371.30 7.78 I .94 I 1284.41 .00 I 4.89 I 4.76 -I- I 8.000 -I- I I .000 -I- .00 I 1 1- .0 -i- 105.082 -I- .0046 -I- -I- -I- -I- -i- .0015 -I- .16 -I- 7.22 -I- .43 4.46 .013 .00 .00 PIPE 5960.612 I I 1276.737 I 6.794 1283.531 I I 371.30 8.16 1.03 I I 1284.56 .00 I 4.89 I 5.72 -I- I 8.000 -I- I I .000 -I- .00 I 1 .0 -I- 82.666 -I- .0046 -I- -I- -I- -I- -I- .0016 -I- .14 -I- 6.79 -I- .51 4.46 .013 .00 .00 1- PIPE 05/23/03 H-41 t i 1 ! i 1 1 1 t 1 i l t i t 1 i i 4 3 I 1 i 1 t ! 1 1 lI 3 4 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: 5-10-2003 Time: 1:40:16 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 1 Grd.El.1 Elev 1 Depth 1 Width !Dia.-FT!or I.D.I ZL 1Prs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I 6043.277 I 1277.120 I 6.443 I 1283.563 I 371.30 8.56 I 1.14 1284.70 .00 -I- 4.89 -I- 6.33 -I- 8.000 -I- .000 -I- .00 1 1- .0 -I- 68.658 -I- .0046 -I- -I- -I- -I- -I- .0018 -I- .12 6.44 .58 I 4.46 .013 I I .00 I .00 PIPE 1 I 6111.936 I 1277.438 I 6.135 I 1283.573 I 371.30 8.98 I 1.25 I 1284.82 -I- .00 -I- I 4.89 -I- 6.77 -I- 8.000 -I- .000 -I- .00 1 1- .0 -I- 19.266 -I- .0046 -I- -I- -I- -I- -I- .0019 .04 6.14 .64 4.46 .013 I I .00 I .00 PIPE I 6131.202 I I 1277.527 I 6.046 I 1283.573 I 371.30 9.11 I 1.29 I 1284.86 .00 I I 4.89 6.87 8.000 .000 .00 1 .0 HYDRAULIC JUMP I I I I 6131.202 I 1 1277.527 I 3.917 1281.444 I I 371.30 15.17 -I- I 3.57 -I- I 1285.02 -I- .00 -I- I I 4.89 -I- 8.00 -I- 8.000 -I- .000 -I- .00 1 1- .0 -I- 24.388 -I- .0046 -I- -I- -I- .0072 .18 3.92 1.53 4.46 .013 I I .00 I .00 PIPE I 6155.590 I I 1277.640 I 3.878 1281.517 I I 371.30 15.37 I 3.67 I 1285.19 .00 -I- I I 4.89 -I- 8.00 -I- 8.000 -I- .000 -I- .00 1 1- .0 -I- 56.391 -I- .0046 -I- -I- -I- -I- -I- .0078 -I- .44 3.88 1.56 I 4.46 .013 I I .00 I .00 PIPE I 6211.980 I I 1277.900 I 3.764 1281.664 I I 371.30 15.97 I 3.96 I 1285.62 .00 I 4.89 7.99 8.000 .000 .00 1 .0 63.190 .0046 .0087 .55 3.76 1.65 f 4.46 .013 I .00 I I .00 PIPE f 6275.170 I I 1278.191 I 3.628 1281.819 I I 371.30 16.75 I 4.36 I 1286.18 -I- .00 -I- I 4.89 -I- 7.97 8.000 -I- -I- .000 -I- .00 1 1- .0 -I- 57.690 -I- .0046 -I- -I- -I- -I- -I- .0099 .57 I 3.63 1.77 I I 4.46 .013 I .00 I I .00 PIPE I 6332.861 I i 1278.457 I 3.499 1281.956 I I 371.30 17.57 I 4.79 1286.75 .00 -I- 4.89 -I- 7.94 8.000 -I- -I- .000 -I- .00 1 1- .0 -I- 52.979 -I- .0046 -I- -I- -I- -I- -I- .0113 -I- .60 3.50 1.90 I 4.46 .013 I .00 I .00 I PIPE I 6385.840 I 1278.702 I I 3.374 1282.076 I I 371.30 18.42 I 5.27 I 1287.35 -I- .00 -I- i 4.89 -i- 7.90 8.000 -I- -I- .000 -I- .00 1 1- .0 -I- 49.560 -I- .0046 -I- -I- -I- -I- -I- .0129 .64 3.37 2.03 4.46 .013 .00 .00 PIPE 05/23/03 H-42 i i i 1 1 1 t j t j t 1 i i t i >t J1 t j 6 i $ j t i t C f f i $ e 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: 5-10-2003 Time: 1:40:16 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/1Base Wtl INo Wth Station I Eiev 1 (FT) 1 Eiev 1 (CFS) 1 (FPS) Head I Grd.Ei.1 Eiev 1 Depth I Width !Dia.-FTIor I.D.I ZL lPrs/'rip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch 6435.400 I I 1278.930 3.256 I I 1282.186 I 371.30 19.32 I 5.80 I 1287.98 1.01 I 4.89 I 7.86 I I 8.000 I .000 .00 I 1 .0 -I- .739 -I- .0048 -I- -I- -I- -I- -I- .0137 -I- .01 -I- 4.27 -I- 2.18 -I- 4.41 -I- .013 -i- .00 .00 1- PIPE 6436.139 I I 1278.934 3.254 I I 1282.188 I 371.30 19.34 I 5.81 I 1287.99 1.01 I 4.89 I 7.86 I I 8.000 I .000 .00 I 1 .0 -I- 47.221 -I- .0048 -I- -I- -I- -I- -I- .0147 -I- .69 -I- 4.27 -I- 2.18 -I- 4.41 -I- .013 -I- .00 .00 1- PIPE 6483.360 I I 1279.160 3.140 I I 1282.300 I 371.30 20.28 I 6.39 I 1288.69 .00 I 4.89 I 7.81 I I 8.000 I .000 .00 1 1 .0 -I- .720 -I- .0041 -I- -I- -I- -I- -I- .0157 -I- .01 -I- 3.14 -I- 2.33 -I- 4.64 -I- .013 -I- .00 .00 1- PIPE 6484.080 I I 1279.163 3.138 I 1282.301 I I 371.30 20.30 I 6.40 I 1288.70 .00 I 4.89 I 7.81 I I 8.000 I .000 .00 I 1 .0 -I- JUNCT STR -I- .2714 -I- -I- -I- -I- -I- .0112 -I- .09 -I- 3.14 -I- 2.34 -I- -I- .013 -I- .00 .00 I- PIPE 6492.580 I I 1281.470 4.643 I 1286.113 I I 281.20 13.14 I 2.68 i 1288.79 .00 I 4.64 I 3.99 I I 5.500 I .000 .00 I 1 .0 -I- 9.302 -I- .0023 -I- -I- -I- -I- -I- .0064 -I- .06 -t- 4.64 -I- 1.00 -I- 5.50 -I- .013 -I- .00 .00 1- PIPE 6501.882 I I 1281.491 4.925 I 1286.416 i I 281.20 12.53 I 2.44 I 1288.85 .00 I 4.64 I 3.37 I I 5.500 I .000 .00 I 1 .0 -I- 46.015 -I- .0023 -I- -I- -I- -I- -I- .0062 -I- .28 -I- 4.93 -I- .86 -1- 5.50 -I- .013 -I- .00 I .00 1- PIPE 6547.897 i I 1281.596 5.326 I 1286.922 1 I 281.20 11.95 I 2.22 1 1289.14 .00 -I- I 4.64 -I- I 1.92 -I- I I 5.500 -I- .000 -I- .00 I 1 .0 -I- 31.696 -I- .0023 -I- -I- -I- -I- -I- .0065 -I- .20 5.33 .60 5.50 .013 .00 .00 1- PIPE 6579.593 I I 1281.669 5.500 I 1287.169 I I 281.20 11.84 I 2.18 I 1289.34 .00 I 4.64 -I- 1 .00 -I- I I 5.500 -I- I .000 -I- .00 I 1 .0 -I- 57.617 -I- .0023 -I- -I- -I- -I- -I- .0069 -I- .40 -I- 5.50 .00 5.50 .013 I .00 .00 1- PIPE 6637.210 I I 1281.800 5.773 I 1287.573 I I 281.20 11.84 I 2.18 I 1289.75 .00 I 4.64 I .00 -I- I 5.500 -I- I .000 .00 I 1 .0 -i- 19.680 -I- .0025 -I- -I- -I- -I- -I- .0070 -I- .14 -I- .00 -I- .00 5.50 .013 -I- .00 .00 1- PIPE 05/23/03 H-43 i t A 4 i i r t i I i i 1 i j 4 j t s t i i j i i t, t l t i t 1 t i d 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: 5-10-2003 Time: 1:40:16 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.El.l Elev I Depth I Width !Dia.-FTIor I.D.I ZL IPrs/Pip -i- -I- -I- -I- -I- -I- -f- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I I I I I I I I I I I I ! 6656.890 1281.850 6.185 1288.035 281.20 11.84 2.18 1290.21 .00 4.64 .00 5.500 .000 .00 1 .0 JUNCT STR .0625 .0056 .04 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I i I I 6664.890 1282.350 6.975 1289.325 167.00 8.51 1.12 1290.45 .00 3.70 .00 5.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 33.810 .0192 .0041 .14 .00 .00 2.39 .013 .00 .00 PIPE I I I I I I I I I I I I I 6698.700 1283.000 6.568 1289.568 167.00 8.51 1.12 1290.69 .00 3.70 .00 5.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 05/23/03 H-44 JOB • MADOLE AND ASSOCIATES, INC. SHEET NO. OF 10601 CHURCH STREET STE. 107 RANCHO CUCAMONGA, CA 91730 CALCULATED BY %DATE PHONE (909) 948-1311 CHECKED BY DATE SCALE ...... ... . ... ... ......... .. . ... ..... . . ..... ... ........ .. . ... .. ............... ..... .... . ...... . . ......... ... ... ..... . ........... . .. . ... .. ....... .. .... .. .. ............. . .... . .. .... ... . . . - - . ..... - . ...... . ... .......... . . ...... ... .... ... . . .... ....... .... . ... . .... 7 .. ...... . ..... ....... . ... ... . ...... ........ .. . . .... .. .. ....... . . .. ....... .. . . . . ........ .... ..... 4r io. .... .. ...... .. . . . ...... .. ...... .... . .... . . .... 1 7 ... ...... . . .... ..... r7 .._.__c_.......—____..___._..—..__.. ...... ------- -------- .. .. ... . ... ...... ........... ...... .. . . . . ...... ......... ... ...... .. ........ ..--... ... .... . . ....... .... . . ..... -- -------------- - - - - -------- ... ...... — .. ..... .... . . ...... ........... - - - ------ - ......... 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'L ....... .... ..... .... .. ......... .......... . . ........ p . ...... ..... . . ... ......... ...... . .. .... !, * ..... .. ..... . .......... r ....... .... ..... .. . ...... . ... ..... . ...... . ...... ............ ....... -...! ... . . .......... ...... . . .. . ..... . ... . ..... ..... .. . ........ .... ......... .. .. .. ....... ---------- ....... ...... . .... ---- ------ ...... .... - - . ..... . .. ........ . .. ......... -------- . ....... . .. .. ....... - - - ------ . . .... ..... - - ------- -7 ...... . . .. ...... . I .. .... . ... .... .. ... ...... ......... - ..... ....... . . ..... Own== z . . . . . . . . . . . . . 97 MILLER AVENUE 20' TYP &6 eaN ?7eR0,,P O-Za4D AS IV07,eO 5? WVS7' -941 ",f 4.,P 0 -Za4,0 45 lVa7ZO �-,,-EXISTING CATCH BASIN e4 WSr eA 7e 9A 3IN., 4 Y . 7. (&C01�J7 -1a1W7101V Ala. 9 NOTE STEEL GRATE SEE JL-IJL A- OOUNTY DWG. N.. 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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