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Home My WebLink AboutSummit Ave Storm Drain MPSD Line B PH I SUMMIT AVENUE STORM DRAIN MPSD LINE B PHASE I (Segment 2) DRAINAGE STUDY CITY OF FONTANA Revised: June 13, 2002 Reference 652 -1452 PREPARED BY: 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 Ll [J p P I� 1 L�J SECTION TITLE ❑ A DISCUSSION • vicinity Map • Index Map ❑ Q Q1 00 INTEGRATED RATIONAL METHOD/ UNIT HYDROGRAPH HYDROLOGY • "B "System • Existing "B "System (Rational Method Only) ❑ D STREET FLOW DEPTH CALCULATIONS ❑ H QI00 STORM DRAIN HYDRAULICS ❑ "B "System (final for Phase I only) ❑ Existing "B" System ❑ R REFERENCES & MAPS ❑ Soils Map (from San Bernardino County Hydrology Manual) ❑ Isohyetal Maps (from San Bernardino County Hydrology Manual) ❑ Street Cross - section Diagram ❑ Drainage System Outlet Reference Drawings & Hydraulics ❑ Excerpts from Boyle's ultimate design study (San Sevaine) • Excerpts from the City of Fontana MPSD • "SD Line B Hydrology Map .0 I L A G�� S% �� \/ I U N CAN w w -/k„ ,y� i � CYN. . RD. D w z e ' R -- w P4,/ �`'� w Gam/ \A' <`' y Q g 0 0 Si w c, z a � ∎ c6 SUMMIT AVENUE z `--,/ FTGE RDI j ,e'/ o CC D CC F- 0 Q SIE A Z LAKES PARKWAY > w Q HIGHLAND AV NUE ST. RTE 210 ( U w w m BASELINE AVNUE NTS MADOLE & ASSOCIATES, INC. MPSD B- PH I Iti CONSULTING CML ENGINEERS AND LAND PLANNERS 10 CHURCH STREET, RANCHO VICINITY MAP RANCHO CUC UCAMONGA, CA A 9 91730 30 (909) 948 -1311 J:\ 652 - 1452 \storm\ Drainage- Study - Vicinty- Index.dwg, 03/20/2002 02:21:13 PM C� DISCUSSION DISCU The P � u ose of this drainage study is to determine the drainage facility requirements for the Master Plan Storm Drain (MPSD) Line B (also known as the Summit Avenue Storm Drain) for the City of Fontana. Specifically, the storm drain facilities will reach from a point half -way between Mango Avenue and Sierra Avenue on Summit Avenue. then westerly on Summit Avenue past Citrus Avenue and Lytle Creek Road, to the future intersection of Summit Avenue. Beech Avenue and East Frontage Road. The line will extend down East Frontage Road past San Sevaine Road and under Interstate 15 (1 -15) with an outlet into the existing Hawker - Crawford Channel. The line is within the City of Fontana east of I -15, and in the City of Rancho Cucamonga west of interstate 15. all in the County of San Bernardino, California. This study is for the construction of Phase I (see Index Map) of the Summit Avenue Storm Drain improvements. The limits of Phase I are from just west of the intersection of San Sevaine Road and East Frontage Road east past the East Frontage Road /Summit A% /Beech Avenue intersection approximately 500 feet. This phase is to be completed prior to the opening of the commercial site at Summit Heights (starting Summer 2002). While this study is only for the construction of Phase I. the hydrology calculations include the entire watershed, and the hydraulic calculations. while only final for Phase 1, are included for the entire system (for .approximate horizontal and vertical alignment of system outside Phase I. see folded exhibit at rear of study). Phase II will complete the line to the east (Sierra/Mango) and will be constructed concurrent with the Summit Avenue Street Widening project (starting Fall 2002 /Spring 2003). Phase III will finish the storm drain improvements, with the connection to the existing Hawker - Crawford Channel and the crossing of I -15 (start date not yet planned; see Index Map). Tributary Area The study area follows the MPSD for Line B (Hall & Foreman / Bill Mann & Associates), with approximate boundaries of Duncan Canyon Road (existing and projected) to the north, future Mango Avenue on the east, Summit Avenue to the south, and I -15 as the westerly limit. In addition, approximately 35 acres will be added to the MPSD study area due to a slightly different alignment than was planned for in the MPSD. This area will be the commercial site at Summit Heights (plus 2 small parcels zoned commercial /office), adjacent to 1 -15, East Frontage Road, and south of Summit Avenue. An existing 10x5 reinforced - concrete box (RCB) culvert under 1 -15 at Summit Avenue will be utilized by picking up run -off from the area bounded by Lytle Creek Road, I -15, and Summit Avenue (approximate 140 acres). Existing run -off from this area already gets picked up in this system via an existing trapezoidal channel on the north side of Summit Avenue. Future development in this area will likely remove the channel, and connect a storm drain system to the existing 10x5 RCB. Hydraulically, there would be extra capacity in the 10x5 RCB, so additional tributary area could be added to this system. d, C Land use for run -off calculations follow City of Fontana Land Use Zoning Map, except that all residential zones have been modeled at 5 -7 dwelling units per acre versus the MPSD density of 3- 4 dwelling units per acre. This change was made to allow for flexibility in future development, however impact to downstream facilities from increased flows would need to be studied. Current capacity studies (e.g., Boyle) used 34 units /acre, and the performance of impacted facilities from any discharge above the studied level would need to be verified. Peak Flow Determination The peak flow rate for the Summit Avenue Storm Drain is based on 100 -year rainfall intensities and calculations following the San Bernardino County Hydrology Manual. Peak flow rates were determined using an Integrated Rational Method / Unit Hydrograph Method Hydrology computer program by AES. This software switches the peak flow calculation from the Rational Method to the Unit Hydrograph Method when the study area exceeds the County- maximum 640 acres. Peak flow rates are shown on the hydrology map included at the back of this study. Note, again, that there are two independent analyses included. The main calculation is for the entire MPSD watershed, minus the area west of Lytle Creek Road, and plus the area south of Summit Avenue and west of approximately Beech Avenue. The second calculation is for the area west of Lytle Creek Road (tributary to the existing 10x5 RCB). The Summit Avenue Storm Drain is sized using a water surface profile gradient computer program, WSPGW by CivilDesign. 0 j n I C ,E 4 �t,4 v tv 1 6 F , 4 "Ay 'rJ W W-4 LAJ L LAJ ,A a " .7 CA Nc AN ON '. ' Am" , %V 7 j �t�1S� � �¢ d N ti'f A� W S 3 �r El" * IR 5 �l 1 a V , N "40 00. 4 o " vM111,40, 1 N SF �" � "1 Qi' k �I+ J �k iSiP Vf WIN op! a pj 0 L: .AADOLE & ASSOCIATES. INC. MPSD B- PH I CONSULTING CIVIL ENGINEERS AND LAND PLANNERS 10601 CHURCH STREET, SUITE 107 RANCHO CUCMONG;k CA 91730 INDEX M" (909) 948 -1311 0 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 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, INC. 10601 CHURCH STREET SUITE'107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX- 948.8464 madole @madolerc.com + + + + + * + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++ * SUMMIT AVENUE STORM DRAIN * Q100 FINAL HYDROLOGY + +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FILE NAME: P: \652- 1452 \Drainage \SMTAVE.DAT TIME/DATE OF STUDY: 10:06 05/07/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME-OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 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) = 1.5600 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK - HEIGHT WIDTH LIP HIKE FACTOR NO. —(FT) — (FT) — SIDE / - SIDE/ WAY (FT) - (FT) - (FT) (FT) (n) - 1 30.0 20.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.013 0.0150 2 44.0 22.0 0.020/0.02010.020 0.67 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED UNIT - HYDROGRAPH MODEL SELECTIONS /PARAMETERS: WATERSHED LAG = 0.80 * Tc USED "VALLEY UNDEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 1 UNITS /ACRE AND LESS; AND "VALLEY DEVELOPED" S -GRAPH FOR DEVELOPMENTS OF 2 UNITS /ACRE AND MORE. SIERRA MADRE DEPTH -AREA FACTORS USED. AREA- AVERAGED DURATION RAINFALL(INCH) 5- MINUTES 0.58 30- MINUTES 1.18 1 -HOUR 1.56 1. 05/07/02 Q-2 3 -HOUR 3.07 6 -HOUR 4.70 24 -HOUR 10.50 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR UNIT HYDROGRAPH METHOD* +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 400.00 TO NODE 400.10 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1811.50 DOWNSTREAM(FEET) = 1806.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.640 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.794 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.50 0.80 0.10 52 13.64 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 21.73 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 21.73 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - - FLOW PROCESS FROM NODE 400.10 TO NODE 400.10 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.64 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.794 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.50 0.80' 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.67 EFFECTIVE AREA(ACRES) = 7.00 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) - 23.40 ++++++*++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 400.10 TO NODE 402.11 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< »» >( STREET TABLE SECTION # 2 USED) « «< UPSTREAM ELEVATION(FEET) = 1806.00 DOWNSTREAM ELEVATION(FEET) = 1797.00 STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 44.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.00 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 = 0.0197 05/07/02 Q-3 t * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.12 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.81 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 3.07 STREET FLOW TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 14.53 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.653 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.50 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) 1.61 EFFECTIVE AREA(ACRES) = 7.50 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) - 7.50 PEAK FLOW RATE(CFS) = 24.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 20.12 FLOW VELOCITY(FEET /SEC.) = 5.79 DEPTH *VELOCITY(FT *FT /SEC.) = 3.06 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.11 = 1310.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 402.11 TO NODE 402.11 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN) = 14.53 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.653 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 7.20 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 7.20 SUBAREA RUNOFF(CFS) = 23.16 EFFECTIVE AREA(ACRES) = 14.70 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 14.70 PEAK FLOW RATE(CFS) = 47.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 402.11 TO NODE 402.21 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 2 USED) ««< UPSTREAM ELEVATION(FEET) = 1797.00 DOWNSTREAM ELEVATION(FEET) = 1777.00 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 44.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.00 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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 48.79 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET.FLOW DEPTH(FEET) = 0.65 y 05/07/02 Q-4 HALFSTREET FLOOD WIDTH(FEET) = 26.34 AVERAGE FLOW VELOCITY(FEET /SEC.) - 6.91 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 4.52 STREET FLOW TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = 16.17 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.426 SUBAREA LOSS RATE DATA(AMC III): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA FP LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) 3.01 EFFECTIVE AREA(ACRES) = 15.70 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 15.70 PEAK FLOW RATE(CFS) = 47.29" ._ END OF SUBAREA STREET FLOW HYDRAULICS: = 26.00 DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH VELOCITY(FEET /SEC.) = 6.88 DEPTH *VELOCITY(FT * FT /SEC.) = 4.49 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.21 = 1990.00 FEET. a 0 H - 1 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 402.21 TO NODE 402.21 IS CODE = 81 --------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.17 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.426 SUBAREA LOSS RATE DATA(AMC III): p SCS DEVELOPMENT TYPE/ SCS SOIL AREA (INCCH /H LAND USE GROUP (ACRES) (INCH /HR) A 13.80 0.80 0 0.10 52 (DECIMAL) CN SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 13.80 SUBAREA RUNOFF(CFS) = 41.57 EFFECTIVE AREA(ACRES) = 29.50 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 29.50 PEAK FLOW RATE(CFS) = 88.85 +*+++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 402.21 TO NODE 402.10 IS CODE = 41 ------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = - 1771.00 DOWNSTREAM(FEET) = 1760.00 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.65 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 88.85 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 16.45 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.10 = 2310.00 FEET. FLOW PROCESS FROM NODE 402.10 TO NODE 402.10 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.) = 16.45 RAINFALL INTENSITY(INCH /HR) = 3.39 AREA - AVERAGED Fm(INCH /HR) = 0.08 05/07/02 Q-5 "i AREA- AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 29.50 TOTAL STREAM AREA(ACRES) = 29.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 88.85 FLOW PROCESS FROM NODE 401.00 TO NODE 401.10 IS CODE = 21 ---- - - - - -- »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1815.50 DOWNSTREAM(FEET) = 1804.10 a P d Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.789 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.141 SUBAREA Tc AND LOSS RATE DATA(AMC III): Ap SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA FP LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) 52 (MIN.) 0.10 52 11.79 COMMERCIAL A 6.70 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 24.49 TOTAL AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) = 24.49 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 401.10 TO NODE 401.12 IS CODE =-- 62 ----- _ - -- ----------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA"< " » »>( STREET TABLE SECTION # 2 USED) ««< -- � s e� =s� UPSTREAM ELEVATION(FEET) = 1804.10 DOWNSTREAM ELEVATION(FEET) = 1794.00 STREET LENGTH(FEET) = 870.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 44.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.00 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 = 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 44.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 33.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.74 PRODUCT OF DEPTH&VELOCITY(FT *FT /SEC.) = 3.48 STREET FLOW TRAVEL TIME(MIN.) = 3.06 Tc(MIN.) = 14.85 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.606 SUBAREA LOSS RATE DATA(AMC III): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA FP LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 12.80 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 12.80 SUBAREA RUNOFF(CFS) = 40.62 EFFECTIVE AREA(ACRES) = 19.50 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR)50 0.80 AREA-AVERAGED A (C = 0.10 61.88 TOTAL AREA(ACRES) _ 05/07/02 Q-6 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.81 HALFSTREET FLOOD WIDTH(FEET) = 41.30 FLOW VELOCITY(FEET /SEC.) = 5.03 DEPTH *VELOCITY(FT * FT /SEC.) = 4.07 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 870.0 FT WITH ELEVATION - DROP = 10.1 FT, IS 48.5 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 401.12 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 401.12 = 1870.00 FEET. FLOW PROCESS FROM NODE 401.12 TO NODE 401.12 IS CODE = __81 - - -_ -- ----------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<"" MAINLINE Tc(MIN) = 14.85 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.606 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Ap SCS LAND USE GROUP (ACRES) (INCCH H /HR) (DECIMAL) CN COMMERCIAL A 1.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.17 EFFECTIVE AREA(ACRES) = 20.50 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 65.06 TOTAL AREA(ACRES) = 20.50 PEAK FLOW RATE(CFS) _ FLOW PROCESS FROM NODE 401.12 TO NODE 402.10 IS CODE = 62 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA""< »»>( STREET TABLE SECTION # 2 USED) ««< - - -_ -- UPSTREAM ELEVATION(FEET) = 1794.00 DOWNSTREAM ELEVATION(FEET) = 1766.20 STREET LENGTH(FEET) = 960.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 44.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 22.00 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 0.0197 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 67.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.72 HALFSTREET FLOOD WIDTH(FEET) = 32.53 AVERAGE FLOW VELOCITY(FEET /SEC.) = 7.42 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 5.36 STREET FLOW TRAVEL TIME(MIN.) = 2.16 Tc(MIN.) = 17.01 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.324 SUBAREA LOSS RATE DATA(AMC III): p SCS DEVELOPMENT TYPE/ SCS SOIL AREA (INCH /HR) CH (DECIMAL) LAND USE GROUP (ACRES) CIMAL) CN COMMERCIAL A 1.50 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 4.38 EFFECTIVE AREA(ACRES) = 22.00 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) 22 = 22.00 PEAK FLOW RATE(CFS) = 65.06 A( 05/07/02 Q-7 1111 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 31.85 FLOW VELOCITY(FEET /SEC.) = 7.36 DEPTH *VELOCITY(FT *FT /SEC.) 5.26 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 402.10 = 2830.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - - FLOW PROCESS FROM NODE 402.10 TO NODE 402.10 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.01 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.324 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 25.80 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 25.80 SUBAREA RUNOFF(CFS) = 67.94 EFFECTIVE AREA(ACRES) = 47.80 AREA - AVERAGED Fm(INCH /HR) = 0.25 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 47.80 PEAK FLOW RATE(CFS) = 132.18 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 402.10 TO NODE 402.10 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.) = 17.01 RAINFALL INTENSITY(INCH /HR) = 3.32 AREA - AVERAGED Fm(INCH /HR) = 0.25 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.32 EFFECTIVE STREAM AREA(ACRES) = 47.80 TOTAL STREAM AREA(ACRES) = 47.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 132.18 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 88.85 16.45 2 132.18 17.01 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 3.390 0.80( 0.08) 3.324 0.80( 0.25) Ap Ae HEADWATER (ACRES) NODE 0.10 29.5 400.00 0.32 47.8 401.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 219.52 16.45 3.390 0.80( 0.18) 0.23 75.8 400.00 2 219.26 17.01 3.324 0.80( 0.19) 0.23 77.3 401.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 219.52 Tc(MIN.) = 16.45 EFFECTIVE AREA(ACRES) = 75.75 AREA - AVERAGED Fm(INCH /HR) = 0.18 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 77.30 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 402.10 = 2830.00 FEET. om 05/07/02 Q L ********************************************* ........................ * * * * * ** FLOW PROCESS FROM NODE 402.10 TO NODE 405.10 IS CODE = 31 --------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1760.00 DOWNSTREAM(FEET) = 1736.00 FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 21.39 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 219.52 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 17.11 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 405.10 - 3670.00 FEET. ............................................. ............................... FLOW PROCESS FROM NODE 405.10 TO NODE 405.10 IS CODE = 81 ---------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.11 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.312 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.30 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.78 EFFECTIVE AREA(ACRES) = 77.05 AREA - AVERAGED Fm(INCH /HR) = 0.18 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 78.60 PEAK FLOW RATE(CFS) 219.52 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ............................................. ............................... FLOW PROCESS FROM NODE 405.10 TO NODE 405.10 IS CODE = 81 --------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.11 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.312 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ^5 -7 DWELLINGS /ACRE A 30.40 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 30.40 SUBAREA RUNOFF(CFS) = 79.73 EFFECTIVE AREA(ACRES) = 107.45 AREA-AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 109.00 PEAK FLOW RATE(CFS) = 296.72 .......................................*..... ............................... FLOW PROCESS FROM NODE 405.10 TO NODE 403.20 IS CODE = 31 »>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ""< ELEVATION DATA: UPSTREAM(FEET) = 1736.00 DOWNSTREAM(FEET) = 1733.50 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.53 05/07/02 Q-9 i' ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 296.72 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 17.28 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 403.20 = 3855.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 403.20 TO NODE 403.20 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ___ -- MAINLINE Tc(MIN) = 17.28 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.292 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 28.30 0.80 0.10 52 COMMERCIAL A 2.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 30.30 SUBAREA RUNOFF(CFS) = 87.59 EFFECTIVE AREA(ACRES) = 137.75 AREA - AVERAGED Fm(INCH /HR) = 0.21 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.26 TOTAL AREA(ACRES) = 139.30 PEAK FLOW RATE(CFS) = 382.36 FLOW PROCESS FROM NODE 403.20 TO NODE 406.11 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM (FEET) = 1733.50 DOWNSTREAM(FEET) = 1703.50 FLOW LENGTH(FEET) = 980.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 24.92 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 382.36 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 17.94 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 406.11 = 4835.00 FEET. - - FLOW PROCESS FROM NODE 406.11 TO NODE 406.11 IS CODE = 81 »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.94 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.219 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 3.30 0.80 0.10 52 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 34.70 0.80 0.50 52 COMMERCIAL A 11.50 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.38 SUBAREA AREA(ACRES) = 49.50 SUBAREA RUNOFF(CFS) = 129.92 EFFECTIVE AREA(ACRES) = 187.25 AREA - AVERAGED Fm(INCH /HR) = 0.23 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 188.80 PEAK FLOW RATE(CFS) = 503.26 FLOW PROCESS FROM NODE 406.11 TO NODE 406.10 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 05/07/02 Q-10 0 » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1703.50 DOWNSTREAM(FEET) = 1693.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 48.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 26.96 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 503.26 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 18.16 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 406.10 = 5185.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - - FLOW PROCESS FROM NODE 406.10 TO NODE 406.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< r MAINLINE Tc(MIN) = 18.16 - * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.196 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 10.00 0.61 1.00 66 COMMERCIAL A 1.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.62 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.92 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 26.04 w EFFECTIVE AREA(ACRES) = 198.25 AREA - AVERAGED Fm(INCH /HR) = 0.25 AREA- AVERAGED Fp(INCH /HR) = 0.77 AREA- AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 199.80 PEAK FLOW RATE(CFS) = 525.42 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 406.10 TO NODE 406.10 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< � Lot TOTAL NUMBER OF STREAMS - - = 2 - CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.16 RAINFALL INTENSITY(INCH /HR) = 3.20 AREA - AVERAGED Fm(INCH /HR) = 0.25 AREA - AVERAGED Fp(INCH /HR) = 0.77 AREA- AVERAGED Ap = 0.33 EFFECTIVE STREAM AREA(ACRES) = 198.25 k TOTAL STREAM AREA(ACRES) = 199.80 y� PEAK FLOW RATE(CFS) AT CONFLUENCE = 525.42 05/07/02 Q-11 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + * + + + + + ++ - - FLOW PROCESS FROM NODE 406.20 TO NODE 406.30 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA - - INITIAL SUBAREA FLOW- LENGTH(FEET) = 980.00 -_ -_ -- - ELEVATION DATA: UPSTREAM(FEET) = 1809.00 DOWNSTREAM(FEET) = 1784.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 23.118 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.765 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 7.50 0.61 1.00 66 23.12 05/07/02 Q-11 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 14.52 TOTAL AREA(ACRES) = 7.50 PEAK FLOW RATE(CFS) = 14.52 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 406.30 TO NODE 406.40 IS CODE = 52 -------------------------- -------------------------------------------------- » » >COMPUTE NATURAL VALLEY CHANNEL FLOW««< » » >TRAVELTIME THRU SUBAREA ««< ELEVATION DATA: UPSTREAM(FEET) = 1784.00 DOWNSTREAM(FEET) = 1728.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1880.00 CHANNEL SLOPE = 0.0298 CHANNEL FLOW THRU SUBAREA(CFS) = 14.52 FLOW VELOCITY(FEET /SEC) = 4.75 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.60 Tc(MIN.) = 29.72 LONGEST FLOWPATH FROM NODE 406.20 TO NODE 406.40 = 2860.00 FEET. FLOW PROCESS FROM NODE 406.40 TO NODE 406.40 IS CODE = 81 »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 40 MAINLINE Tc(MIN) = 29.72 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.378 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 13.30 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 13.30 SUBAREA RUNOFF(CFS) = 21.12 EFFECTIVE AREA(ACRES) = 20.80 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.61 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 33.02 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 406.40 TO NODE 406.10 IS CODE = 52 ---------------------------------------------------------------------------- » » >COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< im ELEVATION DATA: UPSTREAM(FEET) 1728.00 DOWNSTREAM(FEET) = 1693.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1720.00 CHANNEL SLOPE = 0.0203 CHANNEL FLOW THRU SUBAREA(CFS) = 33.02 FLOW VELOCITY(FEET /SEC) = 4.91 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.84 Tc(MIN.) = 35.56 LONGEST FLOWPATH FROM NODE 406.20 TO NODE 406.10 = 4580.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 406.10 TO NODE 406.10 IS CODE = 81 -------------------------------------------- -------------------------------- »» >ADDITION OF SUBAREA TO.MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 35.56 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.135 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 11.40 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 05/07/02 Q-12 ul SUBAREA AREA(ACRES) = 11.40 SUBAREA RUNOFF(CFS) - 15.61 EFFECTIVE AREA(ACRES) = 32.20 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.61 AREA - AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 32.20 PEAK FLOW RATE(CFS) = 44.09 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 406.10 TO NODE 406.10 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.) = 35.56 RAINFALL INTENSITY(INCH /HR) = 2.14 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.61 AREA- AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 32.20 TOTAL STREAM AREA(ACRES) = 32.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.09 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 525.42 18.16 3.196 0.77( 0.25) 0.33 198.3 400.00 1 519.14 18.72 3.138 0.77( 0.25) 0.33 199.8 401.00 _.. 2 44.09 35.56 2.135 0.61( 0.61) 1.00 32.2 406.20 it 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 1 563.62 18.16 3.196 0.74( 0.28) 0.38 214.7 400.00 2 557.64 18.72 3.138 0.74( 0.28) 0.38 216.7 401.00 3 382.88 35.56 2.135 0.72( 0.30) 0.42 232.0 406.20 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 563.62 Tc(MIN.) = 18.16 EFFECTIVE AREA(ACRES) = 214.69 AREA - AVERAGED Fm(INCH /HR) = 0.28 AREA- AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 232.00 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 406.10 = 5185.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 406.10 TO NODE 408.10 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1693.00 DOWNSTREAM(FEET) = 1651.00 FLOW LENGTH(FEET) = 1290.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 28.30 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 563.62 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 18.92 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 408.10 = 6475.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 408.10 TO NODE 408.10 IS CODE = 81 L 05/07/02 Q-13 r +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 408.10 TO NODE 408.10 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.92 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.118 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.40 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.83 EFFECTIVE AREA(ACRES) = 272.19 AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 289.50 PEAK FLOW RATE(CFS) = 705.87 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 408.10 TO NODE 408.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) == 18.92 - * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.118 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.30 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.56 EFFECTIVE AREA(ACRES) = 273.49 AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 290.80 PEAK FLOW RATE(CFS) = 709.43 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 408.10 TO NODE 409.11 IS CODE = 36 ---------------------------------------------------------------------------- »» >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< - _- - -- - - -- »»>USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< - ELEVATION DATA: UPSTREAM(FEET) = 1651.00 DOWNSTREAM(FEET) = 1647.00 FLOW LENGTH(FEET) = 862.00 MANNING'S N = 0.014 *GIVEN BOX BASEWIDTH(FEET) = 9.00 ESTIMATED BOX HEIGHT(FEET) = 7.08 BOX -FLOW VELOCITY(FEET /SEC.) = 11.13 BOX- FLOW(CFS) = 709.43 s 05/07/02 Q-14 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN) = 18.92 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.118 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 52.20 0.80 0.10 52 COMMERCIAL A 1.90 0.80 0.10 52 COMMERCIAL A 2.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 56.10 SUBAREA RUNOFF(CFS) = 153.42 EFFECTIVE AREA(ACRES) = 270.79 AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 288.10 PEAK FLOW RATE(CFS) = 702.04 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 408.10 TO NODE 408.10 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.92 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.118 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.40 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.83 EFFECTIVE AREA(ACRES) = 272.19 AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 289.50 PEAK FLOW RATE(CFS) = 705.87 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 408.10 TO NODE 408.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) == 18.92 - * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.118 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.30 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.56 EFFECTIVE AREA(ACRES) = 273.49 AREA - AVERAGED Fm(INCH /HR) = 0.24 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 290.80 PEAK FLOW RATE(CFS) = 709.43 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 408.10 TO NODE 409.11 IS CODE = 36 ---------------------------------------------------------------------------- »» >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< - _- - -- - - -- »»>USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< - ELEVATION DATA: UPSTREAM(FEET) = 1651.00 DOWNSTREAM(FEET) = 1647.00 FLOW LENGTH(FEET) = 862.00 MANNING'S N = 0.014 *GIVEN BOX BASEWIDTH(FEET) = 9.00 ESTIMATED BOX HEIGHT(FEET) = 7.08 BOX -FLOW VELOCITY(FEET /SEC.) = 11.13 BOX- FLOW(CFS) = 709.43 s 05/07/02 Q-14 BOX -FLOW TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 20.21 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 409.11 = 7337.00 FEET. FLOW PROCESS FROM NODE 409.11 TO NODE 409.11 IS CODE = 81 ------- - - - - -- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.21 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.997 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 22.40 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 22.40 SUBAREA RUNOFF(CFS) = 52.40 EFFECTIVE AREA(ACRES) = 295.89 AREA - AVERAGED Fm(INCH /HR) = 0.25 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.33 TOTAL AREA(ACRES) 313.20 PEAK FLOW RATE(CFS) 732.01 FLOW PROCESS FROM NODE 409.11 TO NODE 409.11 IS CODE = 81 ---------------------------------------------------------------------------- » >>>ADDITION OF SUBAREA TO MAINLINE AINLINE PEAK FLOW ««< MAINLINE Tc(MIN) = 20.21 OF * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.997 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.80 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.10 EFFECTIVE AREA(ACRES) = 296.69 AREA - AVERAGED Fm(INCH /HR) = 0.25 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED,Ap = 0.33 TOTAL AREA(ACRES) = 314.00 PEAK FLOW RATE(CFS) = 734.11 +++++++++++++*+++++++++++++*+++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + * * + ++ FLOW PROCESS FROM NODE 409.11 TO NODE 409.11 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.21 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.997 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.80 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) 2.10 EFFECTIVE AREA(ACRES) = 297.49 AREA - AVERAGED Fm(INCH /HR) = 0.25 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA-AVERAGED Ap = 0.33 TOTAL AREA(ACRES) = 314.80 PEAK FLOW RATE(CFS) = 736.21 FLOW PROCESS FROM NODE 409.11 TO NODE 410.10 IS CODE = 36 »>>>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< 05/07/02 Q-15 ELEVATION DATA: UPSTREAM(FEET) = 1647.00 DOWNSTREAM(FEET) = 1643.00 FLOW LENGTH(FEET) = 825.00 MANNING'S N = 0.014 *GIVEN BOX BASEWIDTH(FEET) = 9.00 ESTIMATED BOX HEIGHT(FEET) = 7.17 BOX -FLOW VELOCITY(FEET /SEC.) = 11.41 BOX- FLOW(CFS) = 736.21 BOX -FLOW TRAVEL TIME(MIN.) = 1.20 Tc(MIN.) = 21.41 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 410.10 = 8162.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 410.10 TO NODE 410.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 21.41 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.895 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 25.70 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 25.70 SUBAREA RUNOFF(CFS) = 57.75 EFFECTIVE AREA(ACRES) = 323.19 AREA - AVERAGED Fm(INCH /HR) = 0.26 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 340.50 PEAK FLOW RATE(CFS) = 766.56 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - - FLOW PROCESS FROM NODE 410.10 TO NODE 410.10 IS CODE = 81 ---------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 41� * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.895 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.80 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.03 EFFECTIVE AREA(ACRES) = 323.99 AREA - AVERAGED Fm(INCH /HR) = 0.26 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 341.30 PEAK FLOW RATE(CFS) = 768.59 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 410.10 TO NODE 410.10 IS CODE = 81 ----------------- ----------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 21.41 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.895 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.80 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.03 EFFECTIVE AREA(ACRES) = 324.79 AREA - AVERAGED Fm(INCH /HR) = 0.26 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 342.10 PEAK FLOW RATE(CFS) = 770.61 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 05/07/02 Q-16 I - - FLOW PROCESS FROM NODE 410.10 TO NODE 411.10 IS CODE = 36 »»>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER- ESTIMATED BOX SIZE (PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1643.00 DOWNSTREAM(FEET) = 1639.00 FLOW LENGTH(FEET) = 862.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 9.00 ESTIMATED BOX HEIGHT(FEET) = 7.13 BOX -FLOW VELOCITY(FEET /SEC.) = 12.01 BOX- FLOW(CFS) = 770.61 BOX -FLOW TRAVEL TIME(MIN.) = 1.20 Tc(MIN.) = 22.61 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 411.10 = 9024.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 411.10 TO NODE 411.10 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 0 FLOW PROCESS FROM NODE 411.10 TO NODE 411.10 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.61 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.802 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.90 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.21 EFFECTIVE AREA(ACRES) = 350.99 AREA - AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 368.30 PEAK FLOW RATE(CFS) = 800.40 FLOW PROCESS FROM NODE 411.10 TO NODE 411.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.61 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.802 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.90 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.21 05/07/02 Q -17 MAINLINE Tc(MIN) = 22.61 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.802 SUBAREA LOSS RATE DATA(AMC III): lw DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS/ACRE" A 25.30 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 25.30 EFFECTIVE AREA(ACRES) = 350.09 SUBAREA RUNOFF(CFS) = 54.74 AREA - AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 367.40 PEAK FLOW RATE(CFS) = 798.19 0 FLOW PROCESS FROM NODE 411.10 TO NODE 411.10 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.61 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.802 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.90 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.21 EFFECTIVE AREA(ACRES) = 350.99 AREA - AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 368.30 PEAK FLOW RATE(CFS) = 800.40 FLOW PROCESS FROM NODE 411.10 TO NODE 411.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.61 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.802 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.90 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.21 05/07/02 Q -17 EFFECTIVE AREA(ACRES) = 351.89 AREA - AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 369.20 PEAK FLOW RATE(CFS) = 802.60 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 411.10 TO NODE 411.10 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.) = 22.61 RAINFALL INTENSITY(INCH /HR) = 2.80 AREA - AVERAGED Fm(INCH /HR) = 0.27 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) = 351.89 TOTAL STREAM AREA(ACRES) = 369.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 802.60 b +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 415.10 TO NODE 415.11 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1754.00 DOWNSTREAM(FEET) = 1728.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.842 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.934 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 8.50 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 27.05 TOTAL AREA(ACRES) = 8.50 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 52 12.84 0.80 27.05 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 415.11 TO NODE 415.21 IS CODE = 61 _ ------------------------------------------------------------------------ »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >(STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 1728.50 DOWNSTREAM ELEVATION(FEET) = 1700.00 STREET LENGTH(FEET) = 1230.00 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 42.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 05/07/02 Q-18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 5.66 DEPTH *VELOCITY(FT *FT /SEC.) 3.32 LONGEST FLOWPATH FROM NODE 415.10 TO NODE 415.21 = 2230.00 FEET. s ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 415.21 TO NODE 415.31 IS CODE = 61 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »» >(STANDARD CURB SECTION USED) ««< HALFSTREET FLOOD WIDTH(FEET) = 19.80 STREET LENGTH(FEET) = 400.00 STREET HALFWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.19 DISTANCE FROM CROWN TO CROSSFALL PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.88 INSIDE STREET CROSSFALL(DECIMAL) STREET FLOW TRAVEL TIME(MIN.) = 3.95 TC(MIN.) = 16.79 OUTSIDE STREET CROSSFALL(DECIMAL) * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.349 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 8.00 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 4.00 0.61 1.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.71 66 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.67 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 31.09 EFFECTIVE AREA(ACRES) = 20.50 AREA - AVERAGED Fm(INCH /HR) = AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.60 0.44 TOTAL AREA(ACRES) = 20.50 PEAK FLOW RATE(CFS) = 53.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 5.66 DEPTH *VELOCITY(FT *FT /SEC.) 3.32 LONGEST FLOWPATH FROM NODE 415.10 TO NODE 415.21 = 2230.00 FEET. s ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 415.21 TO NODE 415.31 IS CODE = 61 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »» >(STANDARD CURB SECTION USED) ««< 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 = 0.0200 J 7 d * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 76.15 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 23.70 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.77 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.54 STREET FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 18.19 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.192 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 15.10 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 3.00 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA AREA(ACRES) = 18.10 SUBAREA RUNOFF(CFS) = 44.94 EFFECTIVE AREA(ACRES) = 38.60 AREA - AVERAGED Fm(INCH /HR) = 0.44 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.59 05/07/02 Q-19 UPSTREAM ELEVATION(FEET) = 1700.00 DOWNSTREAM ELEVATION(FEET) = 1696.50 STREET LENGTH(FEET) = 400.00 STREET HALFWIDTH(FEET) = 20.00 CURB HEIGHT(INCHES) = 8.0 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 = 0.0200 J 7 d * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 76.15 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 23.70 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.77 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.54 STREET FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 18.19 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.192 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 15.10 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 3.00 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA AREA(ACRES) = 18.10 SUBAREA RUNOFF(CFS) = 44.94 EFFECTIVE AREA(ACRES) = 38.60 AREA - AVERAGED Fm(INCH /HR) = 0.44 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.59 05/07/02 Q-19 TOTAL AREA(ACRES) = 38.60 PEAK FLOW RATE(CFS) = 95.72 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIDTH(FEET) = 26.45 FLOW VELOCITY(FEET /SEC.) = 5.12 DEPTH *VELOCITY(FT *FT /SEC.) = 4.07 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 400.0 FT WITH ELEVATION -DROP = 3.5 FT, IS 63.2 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 415.31 LONGEST FLOWPATH FROM NODE 415.10 TO NODE 415.31 = 2630.00 FEET. t FLOW PROCESS FROM NODE 415.31 TO NODE 415.41 IS CODE = 61 --------------------------------------------------------------------- - - - - - -- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) - 1696.50 DOWNSTREAM ELEVATION(FEET) = 1695.50 STREET LENGTH(FEET) = 350.00 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 114.38 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 1.02 HALFSTREET FLOOD WIDTH(FEET) = 37.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.45 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.52 STREET FLOW TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 19.88 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.027 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 13.30 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 2.70 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA AREA(ACRES) = 16.00 SUBAREA RUNOFF(CFS) = 37.33 EFFECTIVE AREA(ACRES) = 54.60 AREA - AVERAGED Fm(INCH /HR) = 0.44 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 54.60 PEAK FLOW RATE(CFS) = 127.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 1.06 HALFSTREET FLOOD WIDTH(FEET) = 39.63 FLOW VELOCITY(FEET /SEC.) = 3.52 DEPTH *VELOCITY(FT *FT /SEC.) = 3.73 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 350.0 FT WITH ELEVATION -DROP = 1.0 FT, IS 49.8 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 415.41 LONGEST FLOWPATH FROM NODE 415.10 TO NODE 415.41 = 2980.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 415.41 TO NODE 411.10 IS CODE = 41 -------- -------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 05/07/02 Q-20 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ _ FLOW - PROCESS - FROM NODE - - -- 411_10 TO NODE 416.10 IS CODE = 36 »»> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1639.00 DOWNSTREAM(FEET) = 1635.60 FLOW LENGTH(FEET) = 738.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 10.00 ESTIMATED BOX HEIGHT(FEET) = 7.39 05/07/02 Q-21 » » >USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1689.50 DOWNSTREAM(FEET) = 1639.00 FLOW LENGTH(FEET) = 1318.00 MANNING'S N - 0.013 ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 18.01 PIPE FLOW VELOCITY = (TOTAL FLOW) /(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 127.29 PIPE TRAVEL TIME(MIN.) = 1.22 Tc(MIN.) = 21.10 LONGEST FLOWPATH FROM NODE 415.10 TO NODE 411.10 = 4298.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 411.10 TO NODE 411.10 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.) = 21.10 RAINFALL INTENSITY(INCH /HR) = 2.92 AREA - AVERAGED Fm(INCH /HR) = 0.44 AREA - AVERAGED Fp(INCH /HR) = 0.74 pr AREA- AVERAGED Ap = 0.59 EFFECTIVE STREAM AREA(ACRES) = 54.60 TOTAL STREAM AREA(ACRES) = 54.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 127.29 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 802.60 22.61 2.802 0.76( 0.27) 0.35 351.9 400.00 1 793.84 23.18 2.760 0.76( 0.27) 0.35 353.9 401.00 1 562.38 40.50 1.975 0.74( 0.28) 0.38 369.2 406.20 2 127.29 21.10 2.921 0.74( 0.44) 0.59 54.6 415.10 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 1 911.36 21.10 2.921 0.75( 0.29) 0.39 383.0 415.10 2 923.81 22.61 2.802 0.75( 0.29) 0.39 406.5 400.00 3 912.91 23.18 2.760 0.75( 0.29) 0.39 408.5 401.00 4 641.21 40.50 1.975 0.74( 0.30) 0.41 423.8 406.20 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 923.81 Tc(MIN.) = 22.61 EFFECTIVE AREA(ACRES) = 406.49 AREA - AVERAGED Fm(INCH /HR) = 0.29 AREA - AVERAGED Fp(INCH /HR) = 0.75 AREA- AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 423.80 9024.00 FEET. LONGEST FLOWPATH FROM NODE 401.00 TO NODE 411.10 = +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ _ FLOW - PROCESS - FROM NODE - - -- 411_10 TO NODE 416.10 IS CODE = 36 »»> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1639.00 DOWNSTREAM(FEET) = 1635.60 FLOW LENGTH(FEET) = 738.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 10.00 ESTIMATED BOX HEIGHT(FEET) = 7.39 05/07/02 Q-21 5 BOX -FLOW VELOCITY(FEET /SEC.) = 12.50 BOX- FLOW(CFS) = 923.81 BOX -FLOW TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 23.59 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 416.10 = 9762.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 416.10 TO NODE . 416.10 IS CODE = 81 ---------------------------------------------------------------------------- - - > >= »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< < << --------- _ - - - - -_ MAINLINE Tc(MIN) = 23.59 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.731 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS/ACRE" A 20.70 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 20.70 SUBAREA RUNOFF(CFS) = 43.47 EFFECTIVE AREA(ACRES) = 427.19 AREA - AVERAGED Fm(INCH /HR) = 0.30 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 444.50 PEAK FLOW RATE(CFS) = 936.44 ++++++++++++*++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 416.10 TO NODE 416.10 IS CODE = 81 ---------------------------------------------------------------------------- » »> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.59 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.731 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.75 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 1.79 EFFECTIVE AREA(ACRES) = 427.94 AREA - AVERAGED Fm(INCH /HR) = 0.30 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 445.25 PEAK FLOW RATE(CFS) = 938.23 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 416.10 TO NODE 416.10 IS CODE = 81 »»> ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.59 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.731 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.75 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 1.79 EFFECTIVE AREA(ACRES) = 428.69 AREA - AVERAGED Fm(INCH /HR) = 0.29 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 446.00 PEAK FLOW RATE(CFS) = 940.02 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 416.10 TO NODE 417.12 IS CODE = 36 ---------------------------------------------------------------------------- »»>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< 05/07/02 Q -22 »»>USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) « «<- ELEVATION DATA: UPSTREAM (FEET) = 1635.60 DOWNSTREAM(FEET) = 1630.5 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = 0.013 7.47 *GIVEN BOX BASEWIDTH(FEET) = 10.00 ESTIMATED BOX HEIGHT(FEET) _ BOX -FLOW VELOCITY(FEET /SEC.) = 12.59 BOX- FLOW(CFS) = 940.02 BOX -FLOW TRAVEL TIME(MIN.) = 1.. Tc(MIN.) . LONGEST FLOWPATH FROM NODE 401.0 00 TO NODE 417.12 12 = 10862.00 FEET. = ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 417.12 TO NODE 417.12 - - IS CODE -_--81---------- _ - ------- - - -- __ ------------------------- » >>>ADDITION OF SUBAREA TO - MAINLINE PEAK - FLOW««< MAINLINE Tc(MIN) = 25.05 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.635 SUBAREA LOSS RATE DATA(AMC III): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL " 5 -7 DWELLINGS /ACRE" A 31.60 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 31.60 SUBAREA RUNOFF(CFS) = 63.61 EFFECTIVE AREA(ACRES) = 460.29 AREA - AVERAGED Ft[t(INCH /HR) = 0.30 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 477.60 PEAK FLOW RATE(CFS) = 966.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 417.12 TO NODE 417.12 IS CODE =- _81 ---------- ----------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.05 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.635 SUBAREA LOSS RATE DATA(AMC III): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.20 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.76 EFFECTIVE AREA(ACRES) = 461.49 AREA - AVERAGED Fm(INCH/ O) = 0.30 AREA - AVERAGED Fp(INCH /HR) 90 0.76 AREA -AV ERAGED RAT E( C F S ) = 0 969.20 TOTAL AREA(ACRES) _ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 417.12 TO NODE 417.12 IS CODE = 81 ---- - - - - -- ------------------- ---------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 25.05 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.635 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.10 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.53 EFFECTIVE AREA(ACRES) = 462.59 AREA - AVERAGED Fm(INCH /HR) = 0.30 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.40 TOTAL AREA(ACRES) _ 479.90 PEAK FLOW RATE(CFS) = 971.73 !� 05/07/02 Q -23 �i 0 ************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * 417 * 10 * * COD E * * * * 36 * * * * * * * * ** FLOW PROCESS FROM NODE 417.12 TO NODE ------------------ »»>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< « «< » » >USING COMPUTER- ESTIMATED BOX SIZE (PRESSURE FLOW) axxrxxxa_ ELEVATION DATA: UPSTREAM (FEET) = 1630.50 DOWNSTREAM (FEET) = 1626.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 7.44 *GIVEN BOX BASEWIDTH(FEET) = 10.00 ESTIMATED BOX HEIGHT (FEET) _ BOX -FLOW VELOCITY(FEET /SEC -) = 13.05 BOX- FLOW(CFS) = 971.73 BOX -FLOW TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 26.20 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 417.10 11762.00 FEET. FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 81 - - - - -- ------------------- -- --------- OF SUBAREA TO MAINLINE PEAK OW« «< MAINLINE Tc(MIN) = 26.20 * 100 YEAR RAINFALL INTENSITY (INCH /HR) = 2.56 SUBAREA LOSS RATE DATA(AMC III): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA FP LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 0.10 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 2.24 OR SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) _ 4;_; EFFECTIVE AREA(ACRES) = 463.59 AREA-AVERAGED Fm(INCH /HR) = 0.30 bi AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.40 � TOTAL AREA(ACRES) _ 480.90 PEAK FLOW RATE(CFS) = 971.73 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE - = -- 81 ---------- --------------------- »»>ADDITION -------- OF --- SUBAREA -------- TO --- MAI PEAK FLOW««< MAINLINE Tc(MIN) = 26.20 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.565 6 SUBAREA LOSS RATE DATA(AMC III): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA FP LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) 1 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 2.24 SUBAREA AREA(ACRES) 1 = SUBAREA RUNOFF(CFS) _ EFFECTIVE AREMACRES) = 464.59 AREA - AVERAGED Fm(INCH /HR) = 0.3 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.39 TOTAL AREA(ACRES) _ 481.90 PEAK FLOW RATE(CFS) = 971.73 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE - = -- 10 ---------- _______ _ ----- - -- - -- »» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< -- - - -- x--_ �a r axxxa = = -- FLOW PROCESS FROM NODE 412.00 TO NODE 412.10 IS CODE = - - 21 - - - - - -- ------------------------------ ------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< >>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 05/07/02 Q -24 INITIAL SUBAREA FLOW- LENGTH(FEET) = 870.00 ELEVATION DATA: UPSTREAM(FEET) = 1813.50 DOWNSTREAM (FEET) = 1801.50 LI d 0 H it p it t Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.735 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.779 SUBAREA Tc AND LOSS RATE DATA(AMC III): p SCS Tc Fp DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 9.50 0.80 0.50 52 13. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.50 SUBAREA RUNOFF(CFS) 28.90 28.90 TOTAL AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) _ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 412.10 TO NODE 412.11 IS CODE = 31 ---- - - - - -- ------------ ___________ - - - - -- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< =- ELEVATION DATA: UPSTREAM(FEET) = 1795.50 DOWNSTREAM(FEET) 1784.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.86 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 28.90 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 14.16 LONGEST FLOWPATH FROM NODE 412.00 TO NODE 412.11 = 1220.00 FEET. FLOW PROCESS FROM NODE 412.11 TO NODE 412.11 IS CODE _-- 8 1 ---- - - - - -- ------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.16 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.711 SUBAREA LOSS RATE DATA(AMC III): A SCS DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 9.50 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = SUBAREA AREA(ACRES) = 9.50 SUBAREA RUNOFF(CFS) = 28320.40 EFFECTIVE AREA(ACRES) = 19.00 AREA-AVERAGED Fm(INCH /HR) AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) _ 19.00 PEAK FLOW RATE(CFS) = 56.65 *** *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * 10 *** * * * 31 * * * * * * * * ** FLOW PROCESS FROM NODE 412.11 TO NODE 4 ------ --- COD E --------.. .......... » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< - -�- ELEVATION DATA: UPSTREAM (FEET) = 1784.00 DOWNSTREAM(FEET) = 1773.80 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.55 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 56.65 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 14.53 05/07/02 Q-25 LONGEST FLOWPATH FROM NODE 412.00 TO NODE 413.10 = 1570.00 FEET. +++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ ++ + + ++ + + + + + + + ++ FLOW PROCESS FROM NODE 413.10 TO NODE 413.10 - IS CODE ------- 81 -- -- ---------- --------------- ------ -- »>>>A.DDITION - OF - SUBAREA - TO - MAINLINE - PEAK - FLOW« «< -- MAINLINE Tc(MIN) = 14.53 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.653 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 9.50 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) 50 0.8 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA, AREA(ACRES) = 9.50 SUBAREA RUNOFF(CFS) 27.83 = EFFECTIVE AREA(ACRES) = 28.50 AREA - AVERAGED Fm(INCH /HR) = 0.40 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA-AVERAGED Ap = 0.50 ow TOTAL AREA(ACRES) _ 28.50 PEAK FLOW RATE(CFS) = 83.49 ++++*++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 413.10 TO NODE 414.10 IS CODE = 31 ---- - - - - -- ______ ---- - - - - -- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< -- ELEVATION DATA: UPSTREAM(FEET) = 1773.80 DOWNSTREAM(FEET) = 1742.00 FLOW LENGTH(FEET) = 1030.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.30 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 83.49 PIPE TRAVEL TIME(MIN.) = 0.9 Tc(MIN.) N.) = 15.52 LONGEST FLOWPATH FROM NODE 412.00 TO NODE 414.10 = 2600.00 FEET. +++++++++++++++++++*+++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 414.10 TO NODE 414.10 IS CODE - = -- 81 ---------- ------------------------------------ »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< r =_ MAINLINE Tc(MIN) = 15.52 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.511 SUBAREA LOSS RATE DATA(AMC III): Ap SCS #J DEVELOPMENT TYPE/ SCS SOIL AREA FP LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 22.80 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.8 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = SUBAREA AREA(ACRES) = 22.80 SUBAREA RUNOFF(CFS) 63.88 EFFECTIVE AREA(ACRES) = 51.30 AREA - AVERAGED Fm(INCH /HR) = 0.40 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) _ 51.30 PEAK FLOW RATE(CFS) = 143.73 ++++++++++++++++++++++++++++++++++*+++**+++++ + + * + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 414.10 TO NODE 418.10 IS CODE 31 ---- - - - - -- _______ ----- - - - - -- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<"" - ELEVATION DATA: UPSTREAM(FEET) = 1742.00 DOWNSTREAM(FEET) = 1740.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.9 INCHES 05/07/02 Q-26 PIPE -FLOW VELOCITY(FEET /SEC.) = 13.07 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 143.73 PIPE TRAVEL TIME(MIN.) 0.25 Tc(MIN.) = 15.78 LONGEST FLOWPATH FROM NODE 412.00 TO NODE 418.10 = 2800.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 418.10 TO NODE 418.10 IS CODE = 81 - ---------------------------------------------------------------------------- »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN) = 15.78 * 100 YEAR RAINFALL INTENSITY(INCH /HR) - 3.477 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 9.20 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 9.20 SUBAREA RUNOFF(CFS) = 25.49 EFFECTIVE AREA(ACRES) = 60.50 AREA - AVERAGED Fm(INCH /HR) = 0.40 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 60.50 PEAK FLOW RATE(CFS) = 167.64 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 418.10 TO NODE 419.10 IS CODE = 31 ---------- ------------------------------------------------------------------ »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1740.00 DOWNSTREAM(FEET) 1738.00 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.03 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 167.64 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 16.06 LONGEST FLOWPATH FROM NODE 412.00 TO NODE 419.10 = 3020.00 FEET. FLOW PROCESS FROM NODE 419.10 TO NODE 419.10 IS CODE = 81 on »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN) = 16.06 * 100 YEAR RAINFALL INTENSITY(INCH /HR) 3.440 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 10.50 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 10.50 SUBAREA RUNOFF(CFS) = 28.75 EFFECTIVE AREA(ACRES) = 71.00 AREA - AVERAGED Fm(INCH /HR) = 0.40 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 71.00 PEAK FLOW RATE(CFS) = 194.39 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - - FLOW PROCESS FROM NODE 419.10 TO NODE 420.10 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< �IAt 05/07/02 Q-27 L ELEVATION DATA: UPSTREAM (FEET) = 1738.00 DOWNSTREAM(FEET) 1734.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.38 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 194.39 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 16.62 LONGEST FLOWPATH FROM NODE 412.00 TO NODE 420.10 = 3470.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 420.10 TO NODE 420.10 IS CODE = 81 ------------------------ ------------------------------------ »» >ADDITION - OF - SUBAREA UBAREA TO MAINLINE PEAK - FLOW««< MAINLINE Tc(MIN) = 16.62 * 100 YEAR RAINFALL INTENSITY(INCH /HR) - 3.370 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 20.70 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 _ SUBAREA AREA(ACRES) = 20.70 SUBAREA RUNOFF(CFS) = 55.37 EFFECTIVE AREA(ACRES) = 91.70 AREA - AVERAGED Fm(INCH /HR) = 0.40 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 91.70 PEAK FLOW RATE(CFS) = 245.29 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + ++ FLOW PROCESS FROM NODE 420.10 TO NODE 420.20 IS CODE = 31 ---------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< - - -- ELEVATION DATA: UPSTREAM(FEET) = 1734.00 DOWNSTREAM(FEET) = 1729.50 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 46.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.33 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 245.29 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 17.20 LONGEST FLOWPATH FROM NODE 412.00 TO NODE 420.20 = 3970.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 420.20 TO NODE 420.20 IS CODE = 81 ---------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.20 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.301 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 5 -7 DWELLINGS /ACRE" A 23.00 0.80 0.50 52 ' SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 23.00 SUBAREA RUNOFF(CFS) = 60.10 EFFECTIVE AREA(ACRES) = 114.70 AREA - AVERAGED Fm(INCH /HR) = 0.40 A( AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 114.70 PEAK FLOW RATE(CFS) = 299.70 +++++++++++++*+++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 05/07/02 Q-28 -- FLOW - PROCESS FROM NODE 420.20 TO NODE 421.20 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1729.50 DOWNSTREAM(FEET) = 1718.50 FLOW LENGTH(FEET) = 1304.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 53.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.42 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 299.70 PIPE TRAVEL TIME(MIN.) = 1.51 TC(MIN.) = 18.71 LONGEST FLOWPATH FROM NODE 412.00 TO NODE 421.20 = 5274.00 FEET. FLOW PROCESS FROM NODE 421.20 TO NODE 421.20 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.71 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.139 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 4.80 0.80 0.10 52 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 13.60 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 5.70 0.61 1.00 66 COMMERCIAL A 0.80 0.80 0.10 52 RESIDENTIAL IF "5 -7 DWELLINGS /ACRE" A 53.50 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.77 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.51 SUBAREA AREA(ACRES) = 78.40 SUBAREA RUNOFF(CFS) = 193.90 EFFECTIVE AREA(ACRES) = 193.10 AREA - AVERAGED Fm(INCH /HR) = 0.40 AREA - AVERAGED Fp(INCH /HR) = 0.79 AREA- AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 193.10 PEAK FLOW RATE(CFS) = 476.86 - - FLOW PROCESS FROM NODE 421.20 TO NODE 425.10 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< -- ELEVATION DATA: UPSTREAM(FEET) = 1718.50 DOWNSTREAM(FEET) = 1667.50 FLOW LENGTH(FEET) = 2000.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 49.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 24.94 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 476.86 PIPE TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 20.04 LONGEST FLOWPATH FROM NODE 412.00 TO NODE 425.10 = 7274.00 FEET. FLOW PROCESS FROM NODE 425.10 TO NODE 425.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.04 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.012 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN E l 05/07/02 Q-29 e COMMERCIAL A 4.80 0.80 0.10 52 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 38.30 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 8.20 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.54 SUBAREA AREA(ACRES) = 51.30 SUBAREA RUNOFF(CFS) = 120.46 EFFECTIVE AREA(ACRES) = 244.40 AREA - AVERAGED Fm(INCH /HR) = 0.40 AREA - AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap - 0.51 TOTAL AREA(ACRES) = 244.40 PEAK FLOW RATE(CFS) = 575.19 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 425.10 TO NODE 425.10 IS CODE = 1 »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< = = TOTAL NUMBER OF STREAMS === 2�� +-- _ -_ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.04 RAINFALL INTENSITY(INCH /HR) = 3.01 AREA - AVERAGED Fm(INCH /HR) = 0.40 AREA - AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap = 0.51 EFFECTIVE STREAM AREA(ACRES) = 244.40 TOTAL STREAM AREA(ACRES) = 244.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 575.19 FLOW PROCESS FROM NODE 422.10 TO NODE 422.11 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA « �� - - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 860.00 ELEVATION DATA: UPSTREAM(FEET) = 1748.00 DOWNSTREAM(FEET) = 1729.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.442 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.009 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 6.90 0.80 0.50 52 12.44 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 22.43 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 22.43 FLOW PROCESS FROM NODE 422.11 TO NODE 423.10 IS CODE = 31 ---------------------------------------------------------------------------- » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1723.00 DOWNSTREAM(FEET) = 1687.50 FLOW LENGTH(FEET) = 1480.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.60 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 22.43 PIPE TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 14.57 05/07/02 Q-30 LONGEST FLOWPATH FROM NODE 422.10 TO NODE 423.10 = 2340.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 423.10 TO NODE 423.20 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< -- ELEVATION DATA: UPSTREAM(FEET) = 1687.50 DOWNSTREAM(FEET) 1678.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.49 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 56.95 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 15.12 LONGEST FLOWPATH FROM NODE 422.10 TO NODE 423.20 = 2790.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 423.20 TO NODE 423.20 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< OR MAINLINE Tc(MIN) = 15.12 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.566 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 20.00 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 4.00 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) = 67.66 EFFECTIVE AREA(ACRES) = 43.70 AREA - AVERAGED Fm(INCH /HR) = 0.43 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 43.70 PEAK FLOW RATE(CFS) = 123.17 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - - FLOW PROCESS FROM NODE 423.20 TO NODE 424.10 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< 05/07/02 Q-31 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 423.10 TO NODE 423.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 14.57 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.647 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 3.40 0.61 1.00 66 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 9.40 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.63 SUBAREA AREA(ACRES) = 12.80 SUBAREA RUNOFF(CFS) = 36.77 EFFECTIVE AREA(ACRES) = 19.70 AREA - AVERAGED Fm(INCH /HR) = AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.59 0.44 TOTAL AREA(ACRES) = 19.70 PEAK FLOW RATE(CFS) = 56.95 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 423.10 TO NODE 423.20 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< -- ELEVATION DATA: UPSTREAM(FEET) = 1687.50 DOWNSTREAM(FEET) 1678.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.49 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 56.95 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 15.12 LONGEST FLOWPATH FROM NODE 422.10 TO NODE 423.20 = 2790.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 423.20 TO NODE 423.20 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< OR MAINLINE Tc(MIN) = 15.12 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.566 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 20.00 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 4.00 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) = 67.66 EFFECTIVE AREA(ACRES) = 43.70 AREA - AVERAGED Fm(INCH /HR) = 0.43 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 43.70 PEAK FLOW RATE(CFS) = 123.17 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - - FLOW PROCESS FROM NODE 423.20 TO NODE 424.10 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< 05/07/02 Q-31 ELEVATION DATA: UPSTREAM(FEET) = 1678.00 DOWNSTREAM(FEET) = 1676.00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.91 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 123.17 PIPE TRAVEL TIME(MIN.) = 0.93 TC(MIN.) = 16.06 LONGEST FLOWPATH FROM NODE 422.10 TO NODE 424.10 = 3290.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 424.10 TO NODE 424.10 IS CODE = 81 ------------- ---- ------- ---- -------- ----- ---------- ----------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - - FLOW PROCESS FROM NODE 424.10 TO NODE 425.10 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1676.00 DOWNSTREAM(FEET) = 1667.50 FLOW LENGTH(FEET) = 1318.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.4 INCHES a, PIPE -FLOW VELOCITY(FEET /SEC.) = 11.75 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 183.14 PIPE TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 17.93 LONGEST FLOWPATH FROM NODE 422.10 TO NODE 425.10 = 4608.00 FEET. *++**++**+++++++*+***+++***+**++++*++++++++++ + + + + + + + + + + + + * + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 425.10 TO NODE 425.10 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.93 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.220 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 49.30 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 10.00 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA AREA(ACRES) = 59.30 SUBAREA RUNOFF(CFS) = 148.67 EFFECTIVE AREA(ACRES) = 127.00 AREA - AVERAGED Fm(INCH /HR) = 0.43 05/07/02 Q-32 MAINLINE Tc(MIN) = 16.06 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.440 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 5 -7 DWELLINGS /ACRE" A 20.00 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 4.00 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) - 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA AREA(ACRES) = 24.00 SUBAREA RUNOFF(CFS) = 64.93 EFFECTIVE AREA(ACRES) = 67.70 AREA - AVERAGED Fm(INCH /HR) = 0.43 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 67.70 PEAK FLOW RATE(CFS) = 183.14 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - - FLOW PROCESS FROM NODE 424.10 TO NODE 425.10 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1676.00 DOWNSTREAM(FEET) = 1667.50 FLOW LENGTH(FEET) = 1318.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.4 INCHES a, PIPE -FLOW VELOCITY(FEET /SEC.) = 11.75 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 183.14 PIPE TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 17.93 LONGEST FLOWPATH FROM NODE 422.10 TO NODE 425.10 = 4608.00 FEET. *++**++**+++++++*+***+++***+**++++*++++++++++ + + + + + + + + + + + + * + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 425.10 TO NODE 425.10 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.93 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.220 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 49.30 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 10.00 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.74 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.58 SUBAREA AREA(ACRES) = 59.30 SUBAREA RUNOFF(CFS) = 148.67 EFFECTIVE AREA(ACRES) = 127.00 AREA - AVERAGED Fm(INCH /HR) = 0.43 05/07/02 Q-32 r, p 'J AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 127.00 PEAK FLOW RATE(CFS) = 318.41 FLOW PROCESS FROM NODE 425.10 TO NODE 425.10 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.) = 17.93 RAINFALL INTENSITY(INCH /HR) = 3.22 AREA - AVERAGED Fm(INCH /HR) = 0.43 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.58 EFFECTIVE STREAM AREA(ACRES) = 127.00 TOTAL STREAM AREA(ACRES) = 127.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 318.41 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 575.19 20.04 2 318.41 17.93 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 3.012 0.78( 0.40) 3.220 0.74( 0.43) Ap Ae HEADWATER (ACRES) NODE 0.51 244.4 412.00 0.58 127.0 422.10 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 1 873.90 17.93 3.220 0.76( 0.41) 0.54 345.6 422.10 2 869.77 20.04 3.012 0.76( 0.41) 0.54 371.4 412.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 873.90 Tc(MIN.) = 17.93 EFFECTIVE AREA(ACRES) = 345.61 AREA - AVERAGED Fm(INCH /HR) = 0.41 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.54 TOTAL AREA(ACRES) = 371.40 LONGEST FLOWPATH FROM NODE 412.00 TO NODE 425.10 = 7274.00 FEET. FLOW PROCESS FROM NODE 425.10 TO NODE 417.10 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1667.50 DOWNSTREAM(FEET) = 1626.00 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 78.0 INCH PIPE IS 61.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 31.33 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 873.90 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 18.62 LONGEST FLOWPATH FROM NODE 412.00 TO NODE 417.10 = 8574.00 FEET. ++++++++++++++++++++++++++++++++++++++++*++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + * + ++ FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.62 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.148 05/07/02 Q-33 i5 05/07/02 Q-34 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Ap Ae LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) COMMERCIAL A 3.00 0.80 0.10 52 RESIDENTIAL 0.52 372.8 422.10 "5 -7 DWELLINGS /ACRE" A 15.10 0.80 0.50 52 0.52 398.6 COMMERCIAL A 9.10 0.80 0.10 52 LONGEST FLOWPATH FROM NODE 412.00 TO NODE SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 8574.00 FEET. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.32 ** MEMORY BANK # 1 CONFLUENCE DATA ** SUBAREA AREA(ACRES) = 27.20 SUBAREA RUNOFF(CFS) = 70.78 EFFECTIVE AREA(ACRES) = 372.81 AREA - AVERAGED Fm(INCH /HR) = 0.40 HEADWATER AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.52 (ACRES) TOTAL AREA(ACRES) = 398.60 PEAK FLOW RATE(CFS) = 922.20 1 960.99 24.70 2.657 0.76( 0.30) 0.40 441.1 415.10 FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 11 400.00 ----------------- ------- ----- ----- ---- ---- ------------ ------------ ---------- »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY««< 3 960.90 26.78 2.531 0.76( 0.30) 0.39 466.6 401.00 05/07/02 Q-34 ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 922.20 18.62 3.148 0.76( 0.40) 0.52 372.8 422.10 2 915.45 20.74 2.951 0.77( 0.40) 0.52 398.6 412.00 LONGEST FLOWPATH FROM NODE 412.00 TO NODE 417.10 = 8574.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 960.99 24.70 2.657 0.76( 0.30) 0.40 441.1 415.10 2 971.73 26.20 2.565 0.76( 0.30) 0.39 464.6 400.00 3 960.90 26.78 2.531 0.76( 0.30) 0.39 466.6 401.00 4 686.21 44.48 1.867 0.75( 0.31) 0.41 481.9 406.20 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 417.10 = 11762.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 1797.63 18.62 3.148 0.76( 0.35) 0.46 705.3 422.10 2 1822.94 20.74 2.951 0.76( 0.35) 0.46 768.9 412.00 3 1770.98 24.70 2.657 0.76( 0.35) 0.46 839.7 415.10 4 1748.64 26.20 2.565 0.76( 0.35) 0.45 863.2 400.00 5 1725.71 26.78 2.531 0.76( 0.35) 0.45 865.2 401.00 6 1212.77 44.48 1.867 0.76( 0.35) 0.46 880.5 406.20 TOTAL AREA(ACRES) = 880.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1822.94 Tc(MIN.) = 20.737 EFFECTIVE AREA(ACRES) = 768.92 AREA - AVERAGED Fm(INCH /HR) = 0.35 AREA - AVERAGED Fp(INCH /HR) = 0.76 AREA- AVERAGED Ap = 0.46 TOTAL AREA(ACRES) = 680.50 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 417.10 = 11762.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 71 ------------------------------------------------------------------------ » » >PEAK FLOW RATE ESTIMATOR CHANGED TO UNIT- HYDROGRAPH METHOD««< » » >USING TIME-OF- CONCENTRATION OF LONGEST FLOWPATH««< UNIT- HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 90.1 % ;VALLEY(UNDEV.) /DESERT= 9.9% MOUNTAIN= 0.0 %;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0% 05/07/02 Q-34 G Tc(HR) = 0.45; LAG(HR) = 0.36; Fm(INCH /HR) = 0.35; Ybar = 0.27 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.96; 30M = 0.96; 1HR = 0.96; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 880.50 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 417.10 = 11762.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0298; Lca /L= 0.4,n= .0267; Lca /L= 0.5,n= .0245;Lca /L =0.6,n =.0229 TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 607.35 UNIT - HYDROGRAPH METHOD PEAK FLOW RATE(CFS) = 1813.20 RATIONAL METHOD PEAK FLOW RATE(CFS) = 1822.94 (UPSTREAM NODE PEAK FLOW RATE(CFS) = 1822.94) PEAK FLOW RATE(CFS) USED = 1822.94 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 417.10 TO NODE 417.10 IS CODE = 12 ------------------------------------------------------------------ »>>>CLEAR MEMORY BANK # 1 ««< +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 417.10 TO NODE 426.10 IS CODE = 36 ---------------------------------------------------------------------------- »»>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< `- ELEVATION DATA: UPSTREAM(FEET) = 1626.00 DOWNSTREAM(FEET) = 1609.50 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 10.00 ESTIMATED BOX HEIGHT(FEET) = 8.43 BOX -FLOW VELOCITY(FEET /SEC.) = 21.63 BOX- FLOW(CFS) = 1822.94 BOX -FLOW TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 27.80 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 426.10 = 13082.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 426.10 TO NODE 426.10 IS CODE = 81 -------------------- -------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 27.80 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.475 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 26.60 0.80 0.50 52 COMMERCIAL A 10.40 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.39 SUBAREA AREA(ACRES) = 37.00 UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 90.5 %;VALLEY(UNDEV.) /DESERT= 9.5% MOUNTAIN= 0.0%;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.46; LAG(HR) = 0.37; Fm(INCH /HR) = 0.35; Ybar = 0.28 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.96; 30M = 0.96; 1HR = 0.96; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 917.50 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 426.10 = 13082.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0284; Lca /L= 0.4,n= .0254; Lca /L= 0.5,n= .0234;Lca /L =0.6,n =.0218 TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 637.24 UNIT - HYDROGRAPH PEAK FLOW RATE(CFS) = 1839.99 05/07/02 Q-35 14 F lil_ _ -, r P-1 0 ��l J 7 L n TOTAL AREA(ACRES) = 917.50 PEAK FLOW RATE(CFS) = 1839.99 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 426.10 TO NODE 426.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 27.80 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.475 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.40 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap - 0.10 SUBAREA AREA(ACRES) = 1.40 UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 90.5%;VALLEY(UNDEV.) /DESERT= 9.5% MOUNTAIN= 0.0 %;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.46; LAG(HR) = 0.37; Fm(INCH /HR) = 0.35; Ybar = 0.27 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.96; 30M = 0.96; 1HR = 0.96; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 918.90 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 426.10 = 13082.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0284; Lca /L= 0.4,n= .0254; Lca /L= 0.5,n= .0234;Lca /L =0.6,n =. 0218 TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 641.68 UNIT- HYDROGRAPH PEAK FLOW RATE(CFS) = 1845.03 TOTAL AREA(ACRES) = 918.90 PEAK FLOW RATE(CFS) = 1845.03 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 426.10 TO NODE 426.10 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 27.80 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.475 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.40 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.40 UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58 ;30M = 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 90.5 % ;VALLEY(UNDEV.) /DESERT= 9.5% MOUNTAIN= 0.0 %;FOOTHILL= 0.0%;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.46; LAG(HR) = 0.37; Fm(INCH /HR) = 0.35; Ybar = 0.27 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.96; 30M = 0.96; 1HR = 0.96; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 920.30 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 426.10 = 13082.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0284; Lca /L= 0.4,n= .0254; Lca /L= 0.5,n= .0234;Lca /L =0.6,n =. 0218 TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 642.89 UNIT - HYDROGRAPH PEAK FLOW RATE(CFS) = 1848.08 TOTAL AREA(ACRES) = 920.30 PEAK FLOW RATE(CFS) = 1848.08 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 426.10 TO NODE 427.10 IS CODE = 36 05/07/02 Q-36 0- ---------------------------------------------------------------------------- ' »»>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1609.50 DOWNSTREAM(FEET) = 1593.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 11.00 ESTIMATED BOX HEIGHT(FEET) = 7.79 BOX -FLOW VELOCITY(FEET /SEC.) = 21.58 BOX- FLOW(CFS) = 1848.08 BOX -FLOW TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 28.82 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 427.10 = 14402.00 FEET. D ri +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 427.10 TO NODE 427.10 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 28.82 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.422 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.45 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.45 UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 90.5 %;VALLEY(UNDEV.) /DESERT= 9.5% MOUNTAIN= 0.0 %;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.48; LAG(HR) = 0.38; Fm(INCH /HR) = 0.35; Ybar = 0.27 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.96; 30M = 0.96; 1HR = 0.96; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 921.75 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 427.10 = 14402.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0272; Lca /L= 0.4,n= .0244; Lca /L= 0.5,n= .0224;Lca /L =0.6,n =.0209 TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 639.76 UNIT - HYDROGRAPH PEAK FLOW RATE(CFS) = 1821.73 TOTAL AREA(ACRES) = 921.75 PEAK FLOW RATE(CFS) = 1848.08 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - - FLOW PROCESS FROM NODE 427.10 TO NODE 427.10 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -___----------- - -- MAINLINE Tc(MIN) = 28.82 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.422 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.45 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.45 UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 90.6 %;VALLEY(UNDEV.) /DESERT= 9.41 MOUNTAIN= 0.0% ;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.48; LAG(HR) = 0.38; Fm(INCH /HR) = 0.35; Ybar = 0.27 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.96; 30M = 0.96; 1HR = 0.96; 05/07/02 Q-37 r t. F I L on 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 923.20 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 427.10 = 14402.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0272; Lca /L=0.4,n= .0244; Lca /L= 0.5,n= .0224;Lca /L =0.6,n =.0 TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 641.00 UNIT - HYDROGRAPH PEAK FLOW RATE(CFS) = 1824.84 TOTAL AREA(ACRES) = 923.20 PEAK FLOW RATE(CFS) = 1848.08 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 427.10 TO NODE 427.10 IS CODE = 1 -------- -------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: PEAK FLOW RATE(CFS) = 1848.08 Tc(MIN.) = 28.82 AREA - AVERAGED Em(INCH /HR) = 0.35 Ybar = 0.27 TOTAL AREA(ACRES) = 923.20 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 430.10 TO NODE 430.11 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1713.00 DOWNSTREAM(FEET) = 1686.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.696 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.961 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 4.80 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 15.39 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 52 12.70 0.80 15.39 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 430.11 TO NODE 430.12 IS CODE = 61 ----------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1686.00 DOWNSTREAM ELEVATION(FEET) = 1656.00 STREET LENGTH(FEET) = 1061.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 05/07/02 Q-38 n STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.32 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.75 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.21 STREET FLOW TRAVEL TIME(MIN.) - 3.72 Tc(MIN.) = 16.42 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.395 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 4.50 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 2.10 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.71 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.66 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 17.39 EFFECTIVE AREA(ACRES) = 11.40 AREA - AVERAGED Fm(INCH /HR) = 0.44 AREA - AVERAGED Fp(INCH /HR) = 0.74 AREA- AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 11.40 PEAK FLOW RATE(CFS) = 30.34 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 16.80 FLOW VELOCITY(FEET /SEC.) = 5.03 DEPTH *VELOCITY(FT *FT /SEC.) = 2.49 LONGEST FLOWPATH FROM NODE 430.10 TO NODE 430.12 = 2061.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 430.12 TO NODE 427.10 IS CODE = 61 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) =1658 00 DOWNSTREAM ELEVATION(FEET) = 1610.00 STREET LENGTH(FEET) = 1827.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 73.99 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 22.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.44 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 4.06 STREET FLOW TRAVEL TIME(MIN.) = 4.73 Tc(MIN.) = 21.14 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.917 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 5 -7 DWELLINGS /ACRE" A 38.30 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 38.30 SUBAREA RUNOFF(CFS) = 86.83 EFFECTIVE AREA(ACRES) = 49.70 AREA - AVERAGED Fm(INCH /HR) = 0.41 AREA - AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 49.70 PEAK FLOW RATE(CFS) = 112.26 05/07/02 Q-39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 23.92 FLOW VELOCITY(FEET /SEC.) = 7.57 DEPTH *VELOCITY(FT *FT /SEC.) = 5.34 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 1827.0 FT WITH ELEVATION -DROP = 48.0 FT, IS 104.0 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 427.10 LONGEST FLOWPATH FROM NODE 430.10 TO NODE 427.10 = 3888.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 427.10 TO NODE 427.10 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.) = 21.14 RAINFALL INTENSITY(INCH /HR) = 2.92 AREA - AVERAGED Fm(INCH /HR) = 0.41 AREA - AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 49.70 TOTAL STREAM AREA(ACRES) = 49.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 112.26 ** CONFLUENCE DATA ** STREAM Q Tc AREA HEADWATER NUMBER (CFS) (MIN.) (ACRES) NODE 1 1848.08 28.82 923.20 401.00 2 112.26 21.14 49.70 430.10 UNIT- HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.560H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 90.8 %;VALLEY(UNDEV.) /DESERT= 9.2% MOUNTAIN= 0.0 %;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.48; LAG(HR) = 0.38; Fm(INCH /HR) = 0.35; Ybar = 0.27 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. Ll DEPTH -AREA FACTORS: 5M = 0.96; 30M = 0.96; 1HR = 0.96; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 972.90 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 427.10 = 14402.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0268; Lca /L= 0.4,n= .0240; Lca /L= 0.5,n= .0221;Lca /L =0.6,n =.0206 TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 673.35 PEAK FLOW RATE(CFS) = 1916.58 t * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 427.10 TO NODE 428.10 IS CODE = 36 ---------------------------------------------------------------------------- »»>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1593.00 DOWNSTREAM(FEET) = 1576.50 FLOW LENGTH(FEET) = 1310.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 11.00 ESTIMATED BOX HEIGHT(FEET) = 7.97 BOX -FLOW VELOCITY(FEET /SEC.) = 21.86 BOX- FLOW(CFS) = 1916.58 BOX -FLOW TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 29.82 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 428.10 = 15712.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 428.10 TO NODE 428.10 IS CODE = 81 ---------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 05/07/02 Q-40 r� MAINLINE Tc(MIN) = 29.82 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.373 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.30 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.30 UNIT- HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 90.11 ;VALLEY(UNDEV.) /DESERT= 9.2 MOUNTAIN= 0.0%;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.50; LAG(HR) = 0.40; Fm(INCH /HR) = 0.35; Ybar = 0.27 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.96; 30M = 0.96; 1HR = 0.96; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 974.20 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 428.10 = 15712.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0263; Lca /L= 0.4,n= .0236; Lca /L= 0.5,n= .0217;Lca /L =0.6,n =.0202 TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 681.26 UNIT - HYDROGRAPH PEAK FLOW RATE(CFS) = 1878.87 TOTAL AREA(ACRES) = 974.20 PEAK FLOW RATE(CFS) = 1916.58 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 428.10 TO NODE 428.10 IS CODE = 81 ------- ------ ---- ------- ---- -------- ----- ---------- ----------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 29.82 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.373 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.30 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.30 UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 L El Ci S- GRAPH: VALLEY(DEV.)= 90.8%;VALLEY(UNDEV.) /DESERT= 9.2% MOUNTAIN= 0.0 %;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.50; LAG(HR) = 0.40; Fm(INCH /HR) = 0.35; Ybar = 0.27 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.96; 30M = 0.96; 1HR = 0.96; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 975.50 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 428.10 = 15712.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0263; Lca /L= 0.4,n= .0236; Lca /L= 0.5,n= .0217;Lca /L =0.6,n =.0202 TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 682.39 UNIT - HYDROGRAPH PEAK FLOW RATE(CFS) = 1881.58 TOTAL AREA(ACRES) = 975.50 PEAK FLOW RATE(CFS) = 1916.58 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 428.10 TO NODE 428.10 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 05/07/02 Q-41 0 PEAK FLOW RATE(CFS) = 1916.58 Tc(MIN.) = 29.82 AREA - AVERAGED Fm(INCH /HR) = 0.35 Ybar = 0.27 TOTAL AREA(ACRES) = 975.50 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 431.20 TO NODE 431.30 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< - >>USE CONCENTRATION NOMOGRAPH - FOR - INITIAL SUBAREA« -_ -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1701.00 DOWNSTREAM(FEET) = 1672.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.516 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.995 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL 11 5 -7 DWELLINGS /ACRE" A 5.20 0.80 0.50 52 12.52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 16.83 TOTAL AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) = 16.83 FLOW PROCESS FROM NODE 431.30 TO NODE 431.10 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< = 1650.00 1 ELEVATION DATA: UPSTREAM(FEET) = 1666.00 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 720.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.53 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPE- FLOW(CFS) = 16.83 PIPE TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 13.66 LONGEST FLOWPATH FROM NODE 431.20 TO NODE 431.10 = 1720.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 431.10 TO NODE 431.10 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.66 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.792 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 2.80 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 2.30 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.68 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.73 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 15.13 EFFECTIVE AREA(ACRES) = 10.30 AREA - AVERAGED Fm(INCH /HR) = 0.45 AREA - AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 31.01 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 05/07/02 Q-42 FLOW PROCESS FROM NODE 431.10 TO NODE 432.10 IS CODE = 31 - - » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1650.00 DOWNSTREAM(FEET) = 1632.00 FLOW LENGTH(FEET) = 1079.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.88 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 31.01 PIPE TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 15.31 LONGEST FLOWPATH FROM NODE 431.20 TO NODE 432.10 = 2799.00 FEET. FLOW PROCESS FROM NODE 432.10 TO NODE 432.10 IS CODE = 81 ------------------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ------- - - - - -- - - -� - ==- �r===- - ________= - _____--- ----- MAINLINE Tc(MIN) = 15.31 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.540 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS/ACRE" A 9.20 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 7.40 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.68 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.72 SUBAREA AREA(ACRES) = 16.60 SUBAREA RUNOFF(CFS) = 45.51 EFFECTIVE AREA(ACRES) = 26.90 AREA - AVERAGED Fm(INCH /HR) = 0.48 AREA - AVERAGED Fp(INCH /HR) = 0.70 AREA- AVERAGED Ap = 0.68 TOTAL AREA(ACRES) = 26.90 PEAK FLOW RATE(CFS) = 74.19 *++++++*++*++++++++++++*++++++++*++*+++*++++* + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 432.10 TO NODE 428.10 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1632.00 DOWNSTREAM(FEET) = 1576.50 FLOW LENGTH(FEET) = 1800.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.00 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 74.19 PIPE TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 17.07 LONGEST FLOWPATH FROM NODE 431.20 TO NODE 428.10 = 4599.00 FEET. 05/07/02 Q-43 ++++++++++++++++++++++*++++++++++++++++++++++ + * + + + + + + * + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 428.10 TO NODE 428.10 » » >ADDITION OF SUBAREA TO IS CODE = 81 MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.07 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.316 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL (DECIMAL) CN "5 -7 DWELLINGS /ACRE" A 19.60 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 05/07/02 Q-43 IRS SUBAREA AREA(ACRES) = 19.60 SUBAREA RUNOFF(CFS) = 51.48 EFFECTIVE AREA(ACRES) = 46.50 AREA - AVERAGED Fm(INCH /HR) = 0.44 AREA - AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 46.50 PEAK FLOW RATE(CFS) = 120.24 FLOW PROCESS FROM NODE 428.10 TO NODE 428.10 IS CODE = 1 ------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 90.3 %;VALLEY(UNDEV.) /DESERT= 9.7% MOUNTAIN= 0.0 %;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.50; LAG(HR) = 0.40; Fm(INCH /HR) = 0.35; Ybar = 0.28 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.95; 30M = 0.95; 1HR = 0.95; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 1022.00 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 428.10 = 15712.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0263; Lca /L= 0.4,n= .0236; Lca /L= 0.5,n= .0217;Lca /L =0.6,n =.0202 TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 712.22 PEAK FLOW RATE(CFS) = 1961.75 FLOW PROCESS FROM NODE 428.10 TO NODE 428.10 IS CODE = 10 - - »»> MAIN - STREAM - MEMORY - COPIED ` ONTO - MEMORY - BANK - # 1 - <<< << _==== _______ +*+++*++++++++++++++*+++++*++++++++++*+++++** + + + * + + + + * + + * * + + + + + + * * * + + * * + * * ** - - FLOW PROCESS FROM NODE 442.00 TO NODE 442.10 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1768.00 DOWNSTREAM(FEET) = 1752.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.017 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.313 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 7.70 0.80 0.10 52 11.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 t 05/07/02 Q44 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.07 RAINFALL INTENSITY(INCH /HR) = 3.32 AREA - AVERAGED Fm(INCH /HR) = 0.44 AREA - AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 46.50 TOTAL STREAM AREA(ACRES) = 46.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 120.24 ** CONFLUENCE DATA ** STREAM Q Tc AREA HEADWATER NUMBER (CFS) (MIN.) 1 1916.58 29.82 (ACRES) 975.50 NODE 401.00 2 120.24 17.07 46.50 431.20 UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 90.3 %;VALLEY(UNDEV.) /DESERT= 9.7% MOUNTAIN= 0.0 %;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.50; LAG(HR) = 0.40; Fm(INCH /HR) = 0.35; Ybar = 0.28 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.95; 30M = 0.95; 1HR = 0.95; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 1022.00 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 428.10 = 15712.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0263; Lca /L= 0.4,n= .0236; Lca /L= 0.5,n= .0217;Lca /L =0.6,n =.0202 TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 712.22 PEAK FLOW RATE(CFS) = 1961.75 FLOW PROCESS FROM NODE 428.10 TO NODE 428.10 IS CODE = 10 - - »»> MAIN - STREAM - MEMORY - COPIED ` ONTO - MEMORY - BANK - # 1 - <<< << _==== _______ +*+++*++++++++++++++*+++++*++++++++++*+++++** + + + * + + + + * + + * * + + + + + + * * * + + * * + * * ** - - FLOW PROCESS FROM NODE 442.00 TO NODE 442.10 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1768.00 DOWNSTREAM(FEET) = 1752.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.017 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.313 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 7.70 0.80 0.10 52 11.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 t 05/07/02 Q44 d SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 29.34 TOTAL AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) = 29.34 FLOW PROCESS FROM NODE 442.10 TO NODE 441.10 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< - - -- ELEVATION DATA: UPSTREAM (FEET) 1744.00 DOWNSTREAM(FEET) = 1720.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.76 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.34 PIPE TRAVEL TIME(MIN.) = 0.91 Tc(MIN.) = 11.93 LONGEST FLOWPATH FROM NODE 442.00 TO NODE 441.10 = 1750.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ on FLOW PROCESS FROM NODE 441.10 TO NODE 441.10 IS CODE = 81 --------------------------------------------------------- »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.93 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.113 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 5.40 0.80 0.10 52 COMMERCIAL A 10.30 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 15.70 SUBAREA RUNOFF(CFS) = 56.99 EFFECTIVE AREA(ACRES) = 23.40 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 23.40 PEAK FLOW RATE(CFS) = 84.94 FLOW PROCESS FROM NODE 441.10 TO NODE 440.10 IS CODE = 31 ------------------------------------------- -------------------------------- - »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< sm ) ELEVATION DATA: UPSTREAM(FEET) = 1720.00 DOWNSTREAM(FEET) = 1685.00 FLOW LENGTH(FEET) = 1240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.62 -: ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 84.94 PIPE TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 13.17 LONGEST FLOWPATH FROM NODE 442.00 TO NODE 440.10 = 2990.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + ++ + + + + + + + + + ++ + + + + ++ FLOW PROCESS FROM NODE 440.10 TO NODE 440.10 IS CODE = 81 ------------------ ---------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN) = 13.17 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.875 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 20.40 0.80 0.10 52 05/07/02 Q-45 94 ik COMMERCIAL A 3.70 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 24.10 SUBAREA RUNOFF(CFS) = 82.33 EFFECTIVE AREA(ACRES) = 47.50 AREA - AVERAGED FM(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 47.50 PEAK FLOW RATE(CFS) = 162.26 OR FLOW PROCESS FROM NODE 440.10 TO NODE 439.10 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1685.00 DOWNSTREAM(FEET) = 1658.00 FLOW LENGTH(FEET) = 930.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.79 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 162.26 s PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 13.95 LONGEST FLOWPATH FROM NODE 442.00 TO NODE 439.10 = 3920.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 439.10 TO NODE 439.10 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.95 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.743 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 13.00 0.80 0.10 52 COMMERCIAL A 1.90 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 14.90 SUBAREA RUNOFF(CFS) = 49.13 EFFECTIVE AREA(ACRES) = 62.40 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 62.40 PEAK FLOW RATE(CFS) = 205.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 439.10 TO NODE 434.10 IS CODE = 31 r ko »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1658.00 DOWNSTREAM(FEET) 1642.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.58 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 205.74 PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 14.81 LONGEST FLOWPATH FROM NODE 442.00 TO NODE 434.10 = 4820.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 434.10 TO NODE 434.10 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK - FLOW« «< r- - - - - -- -- - - - -- MAINLINE Tc(MIN) = 14.81 OR * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.612 05/07/02 Q-46 0 0 H li SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 10.70 0.61 1.00 66 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 21.00 0.80 0.50 52 COMMERCIAL A 1.80 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.70 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.64 SUBAREA AREA(ACRES) = 33.50 SUBAREA RUNOFF(CFS) = 95.34 EFFECTIVE AREA(ACRES) = 95.90 AREA - AVERAGED Fm(INCH /HR) = 0.21 AREA - AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 95.90 PEAK FLOW RATE(CFS) = 293.73 FLOW PROCESS FROM NODE 434.10 TO NODE 434.10 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.81 RAINFALL INTENSITY(INCH /HR) = 3.61 AREA - AVERAGED Fm(INCH /HR) = 0.21 AREA - AVERAGED Fp(INCH /HR) = 0.73 AREA- AVERAGED Ap = 0.29 EFFECTIVE STREAM AREA(ACRES) = 95.90 TOTAL STREAM AREA(ACRES) = 95.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 293.73 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 421.10 TO NODE 421.12 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS"" >>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1776.50 DOWNSTREAM(FEET) = 1754.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 20.904 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.937 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) NATURAL FAIR COVER "OPEN BRUSH" A 6.70 0.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 14.01 TOTAL AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 66 20.90 0.61 14.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 421.12 TO NODE 438.10 IS CODE = 52 ---------------------------------------------------------------------------- »» >COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1754.00 DOWNSTREAM(FEET) = 1745.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE = 0.0290 CHANNEL FLOW THRU SUBAREA(CFS) = 14.01 FLOW VELOCITY(FEET /SEC) = 4.64 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 22.02 05/07/02 Q-47 0 LONGEST FLOWPATH FROM NODE 421.10 TO NODE 438.10 = 1110.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 438.10 TO NODE 438.10 IS CODE = 81 ------ -------- ----- ----- ---------- ---- ---- ---------- ---- ---- ---------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN) = 22.02 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.847 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 4.40 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 8.84 EFFECTIVE AREA(ACRES) = 11.10 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.61 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.10 PEAK FLOW RATE(CFS) = 22.31 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + * + + + + ++ FLOW PROCESS FROM NODE 438.10 TO NODE 437.10 IS CODE = 52 ---------------------------------------------------------------------------- » » >COMPUTE NATURAL VALLEY CHANNEL FLOW « «< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1745.00 DOWNSTREAM(FEET) = 1728.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 330.00 CHANNEL SLOPE = 0.0515 CHANNEL FLOW THRU SUBAREA(CFS) = 22.31 FLOW VELOCITY(FEET /SEC) = 7.01 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) Nq TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 22.80 LONGEST FLOWPATH FROM NODE 421.10 TO NODE 437.10 = 1440.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 437.10 TO NODE 437.10 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.80 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.788 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 9.50 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 9.50 SUBAREA RUNOFF(CFS) = 18.58 EFFECTIVE AREA(ACRES) = 20.60 AREA - AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.61 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 20.60 PEAK FLOW RATE(CFS) = 40.30 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 437.10 TO NODE 436.10 IS CODE = 52 ---------------------------------------------------------------------------- » » >COMPUTE NATURAL VALLEY CHANNEL FLOW ««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) 1728.00 DOWNSTREAM(FEET) = 1697.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.0305 CHANNEL FLOW THRU SUBAREA(CFS) = 40.30 FLOW VELOCITY(FEET /SEC) = 6.35 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.62 Tc(MIN.) = 25.42 MR 05/07/02 Q -48 Ll C LONGEST FLOWPATH FROM NODE 421.10 TO NODE 436.10 = 2440.00 FEET. FLOW PROCESS FROM NODE 436.10 TO NODE 436.10 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.42 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.611 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 3.70 0.61 1.00 66 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 8.30 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 6.60 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.67 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.78 e� SUBAREA AREA(ACRES) = 18.60 SUBAREA RUNOFF(CFS) = 35.05 EFFECTIVE AREA(ACRES) = 39.20 AREA - AVERAGED Fm(INCH /HR) = 0.57 AREA - AVERAGED Fp(INCH /HR) = 0.64 AREA- AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 39.20 PEAK FLOW RATE(CFS) = 72.08 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 436.10 TO NODE 435.10 IS CODE = 31 ---------------------------------------------------------------------------- 11R »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1690.00 DOWNSTREAM(FEET) = 1666.00 FLOW LENGTH(FEET) = 1090.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.64 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 �w PIPE- FLOW(CFS) = 72.08 ' PIPE TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 26.66 LONGEST FLOWPATH FROM NODE 421.10 TO NODE 435.10 = 3530.00 FEET. FLOW PROCESS FROM NODE 435.10 TO NODE 435.10 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 26.66 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.538 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 7.70 0.61 1.00 66 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 19.60 0.80 0.50 52 NATURAL FAIR COVER "OPEN BRUSH" A 1.70 0.61 1.00 66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.71 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.66 SUBAREA AREA(ACRES) = 29.00 SUBAREA RUNOFF(CFS) = 54.02 EFFECTIVE AREA(ACRES) = 68.20 AREA - AVERAGED Fm(INCH /HR) = 0.53 AREA - AVERAGED Fp(INCH /HR) = 0.66 AREA- AVERAGED Ap = 0.80 TOTAL AREA(ACRES) = 68.20 PEAK FLOW RATE(CFS) = 123.51 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ OR 05/07/02 Q-49 FLOW PROCESS FROM NODE 435.10 TO NODE 434.10 IS CODE = 31 --------------- ---------------------------- -' -------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA UPSTREAM(FEET) = 1666.00 DOWNSTREAM(FEET) = 1642.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.62 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 123.51 PIPE TRAVEL TIME(MIN.) = 1.41 Tc(MIN.) = 28.07 LONGEST FLOWPATH FROM NODE 421.10 TO NODE 434.10 = 4850.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 434.10 TO NODE 434.10 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< IN » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 397.63 14.81 3.612 0.69( 0.30) 0.43 131.9 442.00 2 317.85 28.07 2.461 0.68( 0.34) 0.50 164.1 421.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 397.63 Tc(MIN.) = 14.81 EFFECTIVE AREA(ACRES) = 131.87 AREA - AVERAGED Fm(INCH /HR) = 0.30 AREA - AVERAGED Fp(INCH /HR) = 0.69 AREA- AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 164.10 LONGEST FLOWPATH FROM NODE 421.10 TO NODE 434.10 = 4850.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 434.10 TO NODE 433.10 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1642.00 DOWNSTREAM(FEET) = 1601.00 FLOW LENGTH(FEET) = 1800.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 22.85 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 05/07/02 Q -50 �r ; TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 40 TIME OF CONCENTRATION(MIN.) = 28.07 Intensity RAINFALL INTENSITY(INCH /HR) = 2.46 AREA - AVERAGED Fm(INCH /HR) = 0.53 ' AREA - AVERAGED Fp(INCH /HR) = 0.66 AREA- AVERAGED Ap = 0.80 293.73 14.81 3.612 EFFECTIVE STREAM AREA(ACRES) = 68.20 TOTAL STREAM AREA(ACRES) = 68.20 2.461 PEAK FLOW RATE(CFS) AT CONFLUENCE = 123.51 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 397.63 14.81 3.612 0.69( 0.30) 0.43 131.9 442.00 2 317.85 28.07 2.461 0.68( 0.34) 0.50 164.1 421.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 397.63 Tc(MIN.) = 14.81 EFFECTIVE AREA(ACRES) = 131.87 AREA - AVERAGED Fm(INCH /HR) = 0.30 AREA - AVERAGED Fp(INCH /HR) = 0.69 AREA- AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 164.10 LONGEST FLOWPATH FROM NODE 421.10 TO NODE 434.10 = 4850.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 434.10 TO NODE 433.10 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1642.00 DOWNSTREAM(FEET) = 1601.00 FLOW LENGTH(FEET) = 1800.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 22.85 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 05/07/02 Q -50 �r ; ** CONFLUENCE DATA ** 40 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 293.73 14.81 3.612 0.73( 0.21) 0.29 95.9 442.00 2 123.51 28.07 2.461 0.66( 0.53) 0.80 68.2 421.10 �}AI 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 1 397.63 14.81 3.612 0.69( 0.30) 0.43 131.9 442.00 2 317.85 28.07 2.461 0.68( 0.34) 0.50 164.1 421.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 397.63 Tc(MIN.) = 14.81 EFFECTIVE AREA(ACRES) = 131.87 AREA - AVERAGED Fm(INCH /HR) = 0.30 AREA - AVERAGED Fp(INCH /HR) = 0.69 AREA- AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 164.10 LONGEST FLOWPATH FROM NODE 421.10 TO NODE 434.10 = 4850.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 434.10 TO NODE 433.10 IS CODE = 31 ---------------------------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1642.00 DOWNSTREAM(FEET) = 1601.00 FLOW LENGTH(FEET) = 1800.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 47.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 22.85 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 05/07/02 Q -50 �r ; HI PIPE- FLOW(CFS) = 397.63 PIPE TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 16.12 LONGEST FLOWPATH FROM NODE 421.10 TO NODE 433.10 = 6650.00 FEET. HI +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 433.10 TO NODE 433.10 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.12 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.433 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 33.70 0.80 0.50 52 COMMERCIAL A 3.70 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.46 SUBAREA AREA(ACRES) = 37.40 SUBAREA RUNOFF(CFS) = 103.20 EFFECTIVE AREA(ACRES) = 169.27 AREA - AVERAGED Fm(INCH /HR) = 0.31 AREA - AVERAGED Fp(INCH /HR) = 0.72 AREA- AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 201.50 PEAK FLOW RATE(CFS) = 475.54 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 433.10 TO NODE 428.10 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1601.00 DOWNSTREAM(FEET) = 1576.50 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 48.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 26.57 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 475.54 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 16.62 LONGEST FLOWPATH FROM NODE 421.10 TO NODE 428.10 = 7450.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 428.10 TO NODE 428.10 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.62 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.370 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 38.20 0.61 1.00 66 COMMERCIAL A 1.80 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.61 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.96 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 100.08 EFFECTIVE AREA(ACRES) = 209.27 AREA - AVERAGED Fm(INCH /HR) = 0.36 AREA - AVERAGED Fp(INCH /HR) = 0.68 AREA- AVERAGED Ap = 0.53 TOTAL AREA(ACRES) = 241.50 PEAK FLOW RATE(CFS) = 566.09 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 428.10 TO NODE 428.10 IS CODE = 11 » » >CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY««< 05/07/02 Q-51 6 I H! Hl 7 �J ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 566.09 16.62 3.370 0.68( 0.36) 0.53 209.3 442.00 2 429.99 30.01 2.364 0.68( 0.39) 0.57 241.5 421.10 LONGEST FLOWPATH FROM NODE 421.10 TO NODE 428.10 = 7450.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** PEAK FLOW RATE(CFS) = 1961.75 Tc(MIN.) = 29.82 AREA - AVERAGED Fm(INCH /HR) = 0.35 Ybar = 0.28 TOTAL AREA(ACRES) = 1022.00 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 428.10 = 15712.00 FEET. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 85.1 %;VALLEY(UNDEV.) /DESERT= 14.9% MOUNTAIN= 0.0 %;FOOTHILL= 0.0%;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.50; LAG(HR) = 0.40; Fm(INCH /HR) = 0.36; Ybar = 0.28 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.94; 30M = 0.94; 1HR = 0.94; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 1263.50 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 428.10 = 15712.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0263; Lca /L= 0.4,n= .0236; Lca /L= 0.5,n= .0217;Lca /L =0.6,n =.0202 TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 877.21 PEAK FLOW RATE(CFS) = 2374.15 FLOW PROCESS FROM NODE 428.10 TO NODE 428.10 IS CODE = 12 ---------------------------------------------------------------------------- »» >CLEAR MEMORY BANK # 1 ««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - - FLOW PROCESS FROM NODE 428.10 TO NODE 500.00 IS CODE = 36 ---------------------------------------------------------------------- » » >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1576.50 DOWNSTREAM(FEET) = 1552.00 FLOW LENGTH(FEET) = 1505.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 11.00 ESTIMATED BOX HEIGHT(FEET) = 8.48 BOX -FLOW VELOCITY(FEET /SEC.) = 25.45 BOX- FLOW(CFS) = 2374.15 BOX -FLOW TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 30.80 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 500.00 = 17217.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 30.80 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.327 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 3.20 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 3.20 05/07/02 Q-52 UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 85.1 %;VALLEY(UNDEV.) /DESERT= 14.9% MOUNTAIN= 0.0 %;FOOTHILL= 0.0 % ;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.51; LAG(HR) = 0.41; Fm(INCH /HR) = 0.36; Ybar = 0.28 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.94; 30M = 0.94; 1HR = 0.94; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 5.00 TOTAL AREA(ACRES) = 1266.70 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 500.00 = 17217.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0254; Lca /L= 0.4,n= .0227; Lca /L =0.5,n= .0209 ;Lca /L =0.6,n =.0195 TIME OF PEAK FLOW(HR) = 16.50 RUNOFF VOLUME(AF) = 814.76 UNIT - HYDROGRAPH PEAK FLOW RATE(CFS) = 2267.41 TOTAL AREA(ACRES) = 1266.70 PEAK FLOW RATE(CFS) = 2374.15` NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 500.00 TO NODE 500.10 IS CODE = 36 ---------------------------------------------------------------------------- »» >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1552.00 DOWNSTREAM(FEET) = 1540.00 FLOW LENGTH(FEET) = 546.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 11.00 ESTIMATED BOX HEIGHT(FEET) = 7.61 BOX -FLOW VELOCITY(FEET /SEC.) = 28.36 BOX- FLOW(CFS) = 2374.15 BOX -FLOW TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 31.12 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 500.10 = 17763.00 FEET. +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 500.10 TO NODE 500.10 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------- OR MAINLINE Tc(MIN) = 31.12 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.313 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ' COMMERCIAL A 2.00 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.00 UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 85.2 %;VALLEY(UNDEV.) /DESERT= 14.8% MOUNTAIN= 0.0 %;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.52; LAG(HR) = 0.41; Fm(INCH /HR) = 0.36; Ybar = 0.28 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.94; 30M = 0.94; 1HR = 0.94; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 5.00 TOTAL AREA(ACRES) = 1268.70 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 500.10 = 17763.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0251; Lca /L= 0.4,n= .0225; Lca /L= 0.5,n= .0207;Lca /L =0.6,n =.0193 TIME OF PEAK FLOW(HR) = 16.50 RUNOFF VOLUME(AF) = 816.39 UNIT - HYDROGRAPH PEAK FLOW RATE(CFS) = 2269.80 TOTAL AREA(ACRES) = 1268.70 PEAK FLOW RATE(CFS) = 2374.15 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 500.10 TO NODE 500.20 IS CODE = 36 05/07/02 Q -53 »»>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1540.00 DOWNSTREAM(FEET) = 1536.50 FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 11.00 ESTIMATED BOX HEIGHT(FEET) = 7.47 BOX -FLOW VELOCITY(FEET /SEC.) = 28.91 BOX- FLOW(CFS) = 2374.15 BOX -FLOW TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 31.21 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 500.20 = 17914.00 FEET. FLOW PROCESS FROM NODE 500.20 TO NODE 500.20 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 31.21 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.309 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.50 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.50 UNIT- HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18 ;1H = 1.56;3H= 3.07;6H= 4.70;24H =10.50 wo S- GRAPH: VALLEY(DEV.)= 85.2%;VALLEY(UNDEV.) /DESERT= 14.8% MOUNTAIN= 0.0 %;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.52; LAG(HR) = 0.42; Fm(INCH /HR) = 0.36; Ybar = 0.28 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. MR DEPTH -AREA FACTORS: 5M = 0.94; 30M = 0.94; 1HR = 0.94; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 5.00 TOTAL AREA(ACRES) = 1270.20 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 500.20 = 17914.00 FEET. OR EQUIVALENT BASIN FACTOR APPROXIMATIONS: ` Lca /L= 0.3,n= .0250; Lca /L= 0.4,n= .0224; Lca /L= 0.5,n= .0206;Lca /L =0.6,n =.0192 TIME OF PEAK FLOW(HR) = 16.50 RUNOFF VOLUME(AF) = 817.61 UNIT- HYDROGRAPH PEAK FLOW RATE(CFS) = 2272.31 TOTAL AREA(ACRES) = 1270.20 PEAK FLOW RATE(CFS) = 2374.15 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE pw FLOW PROCESS FROM NODE 500.20 TO NODE 500.30 IS CODE = 36 ---------------------------------------------------------------------------- »»>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1536.50 DOWNSTREAM(FEET) = 1509.30 FLOW LENGTH(FEET) = 1186.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 11.00 ESTIMATED BOX HEIGHT(FEET) = 7.50 BOX -FLOW VELOCITY(FEET /SEC.) = 28.79 BOX- FLOW(CFS) = 2374.15 . BOX -FLOW TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 31.90 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 500.30 = 19100.00 FEET. +++++++++++*+++++++++++++++++++++++++++++++++ + + + + + * * + + + + + + + + + + + + + + + * + + + + + + ++ FLOW PROCESS FROM NODE 500.30 TO NODE 500.30 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 31.90 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.279 t1 05/07/02 Q'54 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) '(INCH /HR) (DECIMAL) CN COMMERCIAL A 12.60 0.80 0.10 52,. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 12.60 UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56 ;3H = 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 85.3 %;VALLEY(UNDEV.) /DESERT= 14.7% MOUNTAIN= 0.0 %;FOOTHILL= 0.0 % ;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.53; LAG(HR) = 0.43; Fm(INCH /HR) = 0.36; Ybar = 0.27 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.94; 30M = 0.94; 1HR = 0.94; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 5.00 TOTAL AREA(ACRES) = 1282.80 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 500.30 = 19100.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L =0.3,n =.0245; Lca /L= 0.4,n= .0220; Lca /L= 0.5,n= .0202;Lca /L =0.6,n =.0188 TIME OF PEAK FLOW(HR) = 16.50 RUNOFF VOLUME(AF) = 827.48 UNIT- HYDROGRAPH PEAK FLOW RATE(CFS) = 2287.03 TOTAL AREA(ACRES) = 1282.80 PEAK FLOW RATE(CFS) = 2374.15 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 500.30 TO NODE 500.40 IS CODE = 36 ---------------------------------------------------------------------------- »» >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< !� » » >USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1509.30 DOWNSTREAM(FEET) = Y 1494.00 ~ FLOW LENGTH(FEET) = 825.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 11.00 ESTIMATED BOX HEIGHT(FEET) = 8.09 BOX -FLOW VELOCITY(FEET /SEC.) = 26.67 BOX- FLOW(CFS) = 2374.15 BOX -FLOW TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 32.41 RR LONGEST FLOWPATH FROM NODE 401.00 TO NODE 500.40 = 19925.00 FEET. FLOW PROCESS FROM NODE 500.40 TO NODE 500.40 IS CODE = 81 !m ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 32.41 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.257 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 16.60 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 16.60 UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 85.5%;VALLEY(UNDEV.) /DESERT= 14.5% MOUNTAIN= 0.0 %;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.54; LAG(HR) = 0.43; Fm(INCH /HR) = 0.35; Ybar = 0.27 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.94; 30M = 0.94; 1HR = 0.94; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 5.00 TOTAL AREA(ACRES) = 1299.40 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 500.40 = 19925.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0241; Lca /LT0.4,n= .0216; Lca /L= 0.5,n= .0199;Lca /L =0.6,n =.0185 05/07/02 Q -55 ;s id TIME OF PEAK FLOW(HR) = 16.50 RUNOFF VOLUME(AF) = 840.72 UNIT - HYDROGRAPH PEAK FLOW RATE(CFS) = 2304.61 TOTAL AREA(ACRES) = 1299.40 PEAK FLOW RATE(CFS) = 2374.15 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ***.***************************************** ............................... FLOW PROCESS FROM NODE 500.40 TO NODE 500.50 IS CODE = 36 ---------------------------------------------------------------------------- »»>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< -- » » >USING COMPUTER-ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1494.00 DOWNSTREAM(FEET) = 1491.00 FLOW LENGTH(FEET) = 417.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 12.00 ESTIMATED BOX HEIGHT(FEET) = 10.53 BOX -FLOW VELOCITY(FEET /SEC.) = 18.80 BOX- FLOW(CFS) = 2374.15 BOX -FLOW TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 32.78 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 500.50 = 20342.00 FEET. ............................................. ............................... �A FLOW PROCESS FROM NODE 500.50 TO NODE 500.50 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 32.78 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.242 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 4.50 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 OR SUBAREA AREA(ACRES) = 4.50 UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= 0.58;30M= 1.18;1H= 1.56;3H= 3.07;6H= 4.70;24H =10.50 S- GRAPH: VALLEY(DEV.)= 85.6 %;VALLEY(UNDEV.) /DESERT= 14.4% on, MOUNTAIN= 0.0%;FOOTHILL= 0.0 %;DESERT(UNDEV.)= 0.0% Tc(HR) = 0.55; LAG(HR) = 0.44; Fm(INCH /HR) = 0.35; Ybar = 0.27 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. DEPTH -AREA FACTORS: 5M = 0.94; 30M = 0.94; 1HR = 0.94; 3HR = 0.99; 6HR = 1.00; 24HR= 1.00 UNIT- INTERVAL(MIN) = 5.00 TOTAL AREA(ACRES) = 1303.90 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 500.50 = 20342.00 FEET. EQUIVALENT BASIN FACTOR APPROXIMATIONS: Lca /L= 0.3,n= .0240; Lca /L= 0.4,n= .0215; Lca /L= 0.5,n= .0197;Lca /L =0.6,n =.0184 TIME OF PEAK FLOW(HR) = 16.50 RUNOFF VOLUME(AF) = 844.59 UNIT - HYDROGRAPH PEAK FLOW RATE(CFS) = 2301.26 TOTAL AREA(ACRES) = 1303.90 PEAK FLOW RATE(CFS) = 2374.15 OR NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ............................................. ............................... FLOW PROCESS FROM NODE 500.50 TO NODE 500.60 IS CODE = 36 ---------------------------------------------------------------------------- » » >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1491.00 DOWNSTREAM(FEET) = 1484.00 FLOW LENGTH(FEET) = 1191.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 14.00 ESTIMATED BOX HEIGHT(FEET) = 9.80 BOX -FLOW VELOCITY(FEET /SEC.) = 17.30 BOX- FLOW(CFS) = 2374.15 BOX -FLOW TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 33.93 LONGEST FLOWPATH FROM NODE 401.00 TO NODE 500.60 = 21533.00 FEET. 05/07/02 Q-56 I Av C I 1 I END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1303.90 TC(MIN.) = 33.93 AREA - AVERAGED Fm(INCH /HR)= 0.35 Ybar = 0.27 PEAK FLOW RATE(CFS) = 2374.15 END OF INTEGRATED RATIONAL /UNIT - HYDROGRAPH METHOD ANALYSIS 05/07/02 Q-57 E 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, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX- 948.8464 madole @madolerc.com * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • SUMMIT AVE - 15FWY EXIST. BOX * • Q -100 HYDROLOGY * FILE NAME: P: \652 - 1452 \Drainage \SMTEXBOX.DAT TIME/DATE OF STUDY: 14:04 05/08/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION -- *TIME-OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* M GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.24 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 8.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 444.00 TO NODE 444.10 IS CODE = 21 ---------------------------------------------------------------------------- »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< - - >>USE - TIME -OF- CONCENTRATION NOMOGRAPH - FOR - INITIAL - SUBAREA« - - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1618.00 DOWNSTREAM(FEET) = 1597.50 Tc = K *[(LENGTH * 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.657 H4 05/08/02 Q -59 E. SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5600 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.020/0.020/0.020 0 67 1.50 0.0312 0.125 0.0150 2 18.0 10.0 0.020/0.020/0.020 0.67 1.50 0.0312 0.125 0.0150 M GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.24 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 8.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 444.00 TO NODE 444.10 IS CODE = 21 ---------------------------------------------------------------------------- »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< - - >>USE - TIME -OF- CONCENTRATION NOMOGRAPH - FOR - INITIAL - SUBAREA« - - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1618.00 DOWNSTREAM(FEET) = 1597.50 Tc = K *[(LENGTH * 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.657 H4 05/08/02 Q -59 E. R� PIPE -FLOW VELOCITY(FEET /SEC.) = 11.44 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 44.99 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 20.55 LONGEST FLOWPATH FROM NODE 444.00 TO NODE 444.30 = 2465.00 FEET. FLOW PROCESS FROM NODE 444.30 TO NODE 444.30 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE - PEAK - FLOW<<< << --------------- - - - -- MAINLINE Tc(MIN) = 20.55 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.967 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 37.60 0.80 0.50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 37.60 SUBAREA RUNOFF(CFS) = 86.94 go EFFECTIVE AREA(ACRES) = 58.50 AREA - AVERAGED Fm(INCH /HR) = 0.49 AREA - AVERAGED Fp(INCH /HR) = 0.77 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 58.50 PEAK FLOW RATE(CFS) = 130.33 FLOW PROCESS FROM NODE 444.30 TO NODE 444.40 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1564.00 DOWNSTREAM(FEET) = 1528.00 two FLOW LENGTH(FEET) = 1380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.0 INCHES €g PIPE -FLOW VELOCITY(FEET /SEC.) = 18.38 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 130.33 PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 21.80 iu LONGEST FLOWPATH FROM NODE 444.00 TO NODE 444.40 = 3845.00 FEET. FLOW PROCESS FROM NODE 444.40 TO NODE 444.40 IS CODE = 81 ------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ww MAINLINE Tc(MIN) = 21.80 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.864 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 71.60 0.80 0.50 52 COMMERCIAL A 3.10 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.48 SUBAREA AREA(ACRES) = 74.70 SUBAREA RUNOFF(CFS) = 166.66 EFFECTIVE AREA(ACRES) = 133.20 AREA - AVERAGED Fm(INCH /HR) = 0.43 AREA - AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap = 0.55 TOTAL AREA(ACRES) = 133.20 PEAK FLOW RATE(CFS) = 291.54 - - FLOW PROCESS FROM NODE 444.40 TO NODE 444.80 IS CODE = 36 >>>>>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< 05/08/02 Q -61 » »>USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1528.00- DOWNSTREAM(FEET) = 1522.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 10.00 ESTIMATED BOX HEIGHT(FEET) = 2.35 BOX -FLOW VELOCITY(FEET /SEC.) = 12.43 BOX- FLOW(CFS) = 291.54 BOX -FLOW TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 22.40 LONGEST FLOWPATH FROM NODE 444.00 TO NODE 444.80 = 4295.00 FEET. L.. E7 OR #; , ik A� ml D ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 444.80 TO NODE 444.80 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< MAINLINE Tc(MIN) = 22.40 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.817 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 9.30 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) = 22.91 EFFECTIVE AREA(ACRES) = 142.50 AREA - AVERAGED Fm(INCH /HR) = 0.41 AREA - AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 142.50 PEAK FLOW RATE(CFS) = 308.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 444.80 TO NODE 444.90 IS CODE = 36 ---------------------------------------------------------------------------- » » >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1522.00 DOWNSTREAM(FEET) = 1519.10 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 10.00 ESTIMATED BOX HEIGHT(FEET) = 2.79 BOX -FLOW VELOCITY(FEET /SEC.) = 11.07 BOX- FLOW(CFS) = 308.88 BOX -FLOW TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 22.90 LONGEST FLOWPATH FROM NODE 444.00 TO NODE 444.90 = 4625.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 444.90 TO NODE 444.90 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.) = 22.90 RAINFALL INTENSITY(INCH /HR) = 2.78 AREA - AVERAGED Fm(INCH /HR) = 0.41 AREA- AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 142.50 TOTAL STREAM AREA(ACRES) = 142.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 308.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 444.50 TO NODE 444.60 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 05/08/02 Q -62 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1734.00 DOWNSTREAM(FEET) = 1704.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.715 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.651 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 4.10 0.80 0.10 52 9.72 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 16.87 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 16.87 FLOW PROCESS FROM NODE 444.60 TO NODE 444.90 IS CODE = 61 »>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1704.00 DOWNSTREAM ELEVATION(FEET) = 1519.10 STREET LENGTH(FEET) = 6360.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 99.99 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 17.00 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 = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 56.26 D 0 fl END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 31.03 FLOW VELOCITY(FEET /SEC.) = 6.39 DEPTH *VELOCITY(FT *FT /SEC.) = 3.98 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 6360.0 FT WITH ELEVATION -DROP = 184.9 FT, IS 91.6 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 444.90 LONGEST FLOWPATH FROM NODE 444.50 TO NODE 444.90 = 7360.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 444.90 TO NODE 444.90 IS CODE = 1 -------------------------------------------------------- -------------- - - - - -- 05/08/02 Q -63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 23.86 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.97 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 3.29 STREET FLOW TRAVEL TIME(MIN.) = 17.75 Tc(MIN.) = 27.47 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.493 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 35.20 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 35.20 SUBAREA RUNOFF(CFS) = 76.45 EFFECTIVE AREA(ACRES) = 39.30 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 39.30 PEAK FLOW RATE(CFS) = 85.36 D 0 fl END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 31.03 FLOW VELOCITY(FEET /SEC.) = 6.39 DEPTH *VELOCITY(FT *FT /SEC.) = 3.98 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 6360.0 FT WITH ELEVATION -DROP = 184.9 FT, IS 91.6 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 444.90 LONGEST FLOWPATH FROM NODE 444.50 TO NODE 444.90 = 7360.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 444.90 TO NODE 444.90 IS CODE = 1 -------------------------------------------------------- -------------- - - - - -- 05/08/02 Q -63 e 0 D FLOW PROCESS FROM NODE 444.90 TO NODE 444.11 IS CODE = 36 ---------------------------------------------------------------------------- »»>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1519.10 DOWNSTREAM(FEET) = 1515.70 FLOW LENGTH(FEET) = 395.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 10.00 ESTIMATED BOX HEIGHT(FEET) = 3.27 BOX -FLOW VELOCITY(FEET /SEC.) = 11.88 BOX- FLOW(CFS) = 388.52 BOX -FLOW TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 23.45 LONGEST FLOWPATH FROM NODE 444.50 TO NODE 444.11 = 7755.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 444.11 TO NODE 444.11 IS CODE = 81 ---------------------------------------------------------------------------- -- » » >ADDITION - OF - SUBAREA - TO - MAINLINE - PEAK - FLOW<< < << --------------- - - - -- MAINLINE Tc(MIN) = 23.45 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.741 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 12.20 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 12.20 SUBAREA RUNOFF(CFS) = 29.22 05/08/02 • » » >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.) = 27.47 RAINFALL INTENSITY(INCH /HR) = 2.49 AREA - AVERAGED Fm(INCH /HR) = 0.08 AREA - AVERAGED Fp(INCH /HR) = 0.80 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 39.30 TOTAL STREAM AREA(ACRES) = 39.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 85.36 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 308.88 22.90 2.780 0.78( 0.41) 0.52 142.5 444.00 2 85.36 27.47 2.493 0.80( 0.08) 0.10 39.3 444.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. C ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 388.52 22.90 2.780 0.78( 0.35) 0.44 175.3 444.00 2 356.80 27.47 2.493 0.78( 0.34) 0.43 181.8 444.50 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 388.52 Tc(MIN.) = 22.90 EFFECTIVE AREA(ACRES) = 175.26 AREA - AVERAGED Fm(INCH /HR) = 0.35 AREA- AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap = 0.44 TOTAL AREA(ACRES) = 181.80 LONGEST FLOWPATH FROM NODE 444.50 TO NODE 444.90 = 7360.00 FEET. e 0 D FLOW PROCESS FROM NODE 444.90 TO NODE 444.11 IS CODE = 36 ---------------------------------------------------------------------------- »»>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1519.10 DOWNSTREAM(FEET) = 1515.70 FLOW LENGTH(FEET) = 395.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 10.00 ESTIMATED BOX HEIGHT(FEET) = 3.27 BOX -FLOW VELOCITY(FEET /SEC.) = 11.88 BOX- FLOW(CFS) = 388.52 BOX -FLOW TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 23.45 LONGEST FLOWPATH FROM NODE 444.50 TO NODE 444.11 = 7755.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 444.11 TO NODE 444.11 IS CODE = 81 ---------------------------------------------------------------------------- -- » » >ADDITION - OF - SUBAREA - TO - MAINLINE - PEAK - FLOW<< < << --------------- - - - -- MAINLINE Tc(MIN) = 23.45 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.741 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 12.20 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 12.20 SUBAREA RUNOFF(CFS) = 29.22 05/08/02 • n EFFECTIVE AREA(ACRES) = 187.46 AREA - AVERAGED Fm(INCH /HR) = 0.33 AREA - AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 194.00 PEAK FLOW RATE(CFS) = 406.77 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ - - FLOW PROCESS FROM NODE 444.11 TO NODE 444.12 IS CODE = 36 » » >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED BOX SIZE (PRESSURE FLOW) ««< ELEVATION DATA UPSTREAM(FEET) = 1515.70 DOWNSTREAM(FEET) = 1512-00 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013 *GIVEN BOX BASEWIDTH(FEET) = 10.00 ESTIMATED BOX HEIGHT(FEET) = 3.38 BOX -FLOW VELOCITY(FEET /SEC.) = 12.05 BOX- FLOW(CFS) = 406.77 BOX -FLOW TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 24.05 LONGEST FLOWPATH FROM NODE 444.50 TO NODE 444.12 = 8185.00 FEET. = = END OF STUDY SUMMARY_______________________ _______________________________ TOTAL AREA(ACRES) = 194.00 TC(MIN.) = 24.05 EFFECTIVE AREA(ACRES) = 187.46 AREA - AVERAGED Fm(INCH /HR)= 0.33 AREA - AVERAGED Fp(INCH /HR) = 0.78 AREA- AVERAGED Ap = 0.42 �1 PEAK FLOW RATE(CFS) = 406.77 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 406.77 24.05 2.700 0.78( 0.33) 0.42 187.5 444.00 2 373.81 28.65 2.431 0.78( 0.32) 0.41 194.0 444.50 END OF RATIONAL METHOD ANALYSIS E Q *5 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA, CA 91730 909.948.1311 F948.8464 madole @madolerc.com ------------------------------------------------------------------------- TIME /DATE OF STUDY: 6:97 06/13/2002 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SUMMIT AVENUE PHASE I MPSD LINE B / SUMMIT HEIGHTS COMMERCIAL - PM 15719 * E. FRONTAGE ROAD CATCH BASIN SIZING * STREET FLOW DEPTH @ CB # 5 [LATERAL L] ++++++++++++++++++++++++++++++++++*++*+++++ + + + + + + + + + + + + + + + + + + + * + + + + + + + + + ++ jar h1l L D +++++++++++++++++++++++++++++++++++*+++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + * + + ++ » »STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.023700 CONSTANT STREET FLOW(CFS) = 5.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 11.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.83 PRODUCT OF DEPTH &VELOCITY = 1.3 * + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + * + + + + + + + + + + + + + + + + + + + + ++ + + * CB # 5 [LATERAL L] + +++++++++++++*+++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ +++++*++++++++++++++++++++++++++*++++*+++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ >>>>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) = 5.40 GUTTER FLOWDEPTH(FEET) = 0.34 06/13/02 D -2 Im d d H11 H z Yirl A� bt 0 J � BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 14.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 16.74 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.63 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * STREET FLOW DEPTH @ CB # 8 [LATERAL G] ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »» STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET /FEET) = 0.024700 CONSTANT STREET FLOW(CFS) = 9.60 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 46.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 24.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 14.21 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.52 PRODUCT OF DEPTH &VELOCITY = 1.78 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * * CB # 8 [LATERAL G] ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 9.60 GUTTER FLOWDEPTH(FEET) = 0.39 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 21.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 8.55 r r 25.76 06/13/02 D -3 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** + * STREET FLOW DEPTH @ CB # 21 [LATERAL B] +++++++++++++++++++++++++++++++++++++++*+++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ 0 a 4 u d +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ » »STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET /FEET) = 0.013200 CONSTANT STREET FLOW(CFS) = 8.70 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 29.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03000 CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.11000 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 15.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.39 PRODUCT OF DEPTH &VELOCITY = 1.44 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** + + * CB # 21 [LATERAL B] ++++*++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ +++++*++++++*++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + * + + + + + + + + + + + + + + + ++ » »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------- - - - - -- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 8.70 GUTTER FLOWDEPTH(FEET) = 0.42 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) = 19.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 21.59 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 8.13 NOTE: LATERAL "M" (E /O BEECH INTERSECTION) WAS SIZED WITH THE SUMMIT HEIGHTS (TRACTS 15839 / 15840) PROJECT (W =7') D-4 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - EDIT LISTING - Version 14.04 Date: 5 -11 -2002 Time: 4:48:55 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 3 0 .000 10.000 12.000 .000 .000 .00 CD 2 4 1 2.000 CD 3 3 0 .000 9.000 11.000 .000 .000 .00 CD 4 3 0 .000 10.000 11.000 .000 .000 .00 CD 5 4 1 6.000 CD 6 4 1 3.000 CD 7 3 0 .000 9.000 10.000 .000 .000 .00 CD 8 4 1 8.000 CD 9 4 1 4.000 CD 10 3 0 .000 8.000 10.000 .000 .000 .00 CD 11 3 0 .000 8.000 9.000 .000 .000 .00 CD 12 3 0 .000 9.000 12.000 .000 .000 .00 CD 13 4 1 9.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT AVENUE STORM DRAIN - MPSD LINE B HEADING LINE NO 2 IS - Sierra Ave to Hawker Crawford Channel HEADING LINE NO 3 IS - Flow @ Q -100 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 51019.000 1484.400 1 1494.400 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 51421.000 1487.000 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 51500.000 1487.500 1 .013 201.172 22.500 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 51800.000 1490.000 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 51990.000 1490.800 1 .013 681.666 - 15.970 .000 0 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 52290.000 1495.400 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 52300.000 1495.530 3 .013 .000 .000 ELEMENT NO 8 IS A REACH (� �ySC T U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1 52416.840 1496.700 3 .013 .000 .000 .000 0 ELEMENT NO 9 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 52600.000 1498.090 3 .013 .000 .000 .000 0 05/13/02 H -2 05/13/02 H -3 ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 52800.000 1501.210 3 .013 .000 .000 .000 0 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 53239.100 1507.180 3 .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 53242.000 1507.260 3 6 0 .013 .001 .000 1512.030 .000 - 45.000 .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 53400.000 1511.360 3 .013 .000 .000 .000 0 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 53719.880 1519.660 3 .013 .000 .000 .000 0 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 54042.250 1528.020 3 .013 800.004 - 23.088 .000 0 ELEMENT NO 16 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 54079.500 1528.990 3 .013 .000 .000 .000 0 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 54300.000 1533.570 3 .013 820.105 - 15.405 .000 0 ��ll dL ELEMENT NO 18 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 54326.280 1534.120 3 .013 820.155 -1.836 .000 0 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 54432.500 1536.320 3 .013 .000 .000 .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 54435.500 1536.380 3 2 0 .013 .001 .000 1543.000 .000 - 90.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 21 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 54565.320 1539.090 3 .013 .000 .000 .000 0 ELEMENT NO 22 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 54621.890 1540.260 3 .013 .000 .000 .000 0 ELEMENT NO 23 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 55036.240 1548.240 3 .013 879.990 26.978 .000 0 ELEMENT NO 24 IS A STATION CHANGE FROM STA = 55036.240 TO NEW STATION = U/S DATA STATION 55011.120 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 05/13/02 H -3 05/13/02 H-4 879.968 21.182 .000 0 55336.440 1554.850 3 .013 ELEMENT NO 26 IS A TRANSITION RADIUS ANGLE ANG PT MAN H .000 .000 -4.953 U/S DATA STATION INVERT SECT N MAN H .000 .000 .000 0 55356.440 1555.270 4 .013 ELEMENT NO 27 IS A REACH RADIUS ANGLE ANG PT MAN H .000 .000 .000 U/S DATA STATION INVERT SECT N 1572.000 .000 - 45.000 .000 RADIUS 55487.010 1558.000 4 .013 .000 ELEMENT NO 28 IS A REACH ANGLE ANG PT MAN H .000 .000 .000 0 U/S DATA STATION INVERT SECT N .000 .000 .000 0 RADIUS 55900.000 1566.630 4 .013 .000 ELEMENT NO 29 IS A TRANSITION ANGLE ANG PT MAN H .000 * .000 .000 * 0 U/S DATA STATION INVERT SECT N 1597.000 .000 - 45.000 .000 RADIUS 55930.000 1566.780 12 .013 .000 ELEMENT NO 30 IS A REACH PAGE NO 5 RADIUS ANGLE ANG PT MAN H U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H .000 56600.000 1570.130 12 .013 RADIUS ELEMENT NO 31 IS A JUNCTION .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1617.000 U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 .000 .000 56630.000 1570.280 3 5 0 .013 457.000 ELEMENT NO 32 IS A REACH U/S DATA STATION INVERT SECT N 56650.000 1570.380 3 .013 ELEMENT NO 33 IS A REACH U/S DATA STATION INVERT SECT N 56850.000 1580.640 3 .013 ELEMENT NO 34 IS A REACH U/S DATA STATION INVERT SECT N 57500.000 1588.700 3 .013 ELEMENT NO 35 IS A REACH U/S DATA STATION INVERT SECT N 57921.000 1595.520 3 .013 ELEMENT NO 36 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 57927.000 1595.620 3 6 0 .013 69.000 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 37 IS A REACH U/S DATA STATION INVERT SECT N 58000.000 1596.800 3 .013 ELEMENT NO 38 IS A REACH U/S DATA STATION INVERT SECT N 59250.000 1612.300 3 .013 ELEMENT NO 39 IS A REACH U/S DATA STATION INVERT SECT N 59264.000 1612.420 3 .013 ELEMENT NO 40 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 59268.000 1612.460 3 6 0 .013 25.100 ELEMENT NO 41 IS A REACH 05/13/02 H-4 879.968 21.182 .000 0 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 -4.953 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1572.000 .000 - 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1597.000 .000 - 45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 5 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1617.000 .000 - 45.000 .000 RADIUS ANGLE .000 .000 05/13/02 H-4 U/S DATA STATION INVERT SECT N 60200.000 1620.660 3 .013 ELEMENT NO 42 IS A REACH U/S DATA STATION INVERT SECT N 60510.000 1623.000 3 .013 ELEMENT NO 43 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 60540.000 1626.930 12 8 0 .013 851.200 ELEMENT NO 44 IS A REACH U/S DATA STATION INVERT SECT N 61450.000 1633.290 12 .013 ELEMENT NO 45 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 61454.000 1633.310 7 6 0 .013 31.700 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 46 IS A REACH U/S DATA STATION INVERT SECT N 62550.000 1636.570 7 .013 ELEMENT NO 47 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 62554.000 1636.590 7 6 0 .013 16.200 ELEMENT NO 48 IS A REACH U/S DATA STATION INVERT SECT N 63200.000 1639.690 7 .013 ELEMENT NO 49 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 63204.000 1639.710 7 9 0 .013 153.200 ELEMENT NO 50 IS A REACH U/S DATA STATION INVERT SECT N 64150.000 1644.250 7 .013 ELEMENT NO 51 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 64154.000 1644.270 13 6 0 .013 34.400 ELEMENT NO 52 IS A REACH U/S DATA STATION INVERT SECT N 64926.380 1647.980 13 .013 ELEMENT NO 53 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 64930.380 1648.000 13 6 0 .013 26.800 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 54 IS A REACH 05/13/02 H -5 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1626.430 .000 - 30.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1635.600 .000 - 45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 6 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1640.600 .000 - 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1642.750 .000 - 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1647.000 .000 - 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1650.200 .000 - 45.000 .000 RADIUS ANGLE .000 .000 PAGE NO 7 05/13/02 H -5 05/13/02 H -6 U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 65720.000 1651.790 13 .013 .000 .000 .000 0 ELEMENT NO 55 IS A TRANSITION U/S DATA STATION INVERT SECT N RADIUS ANGLE 65730.000 1651.830 13 .013 .000 .000 ELEMENT NO 56 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 65736.320 1651.860 13 .013 .000 .000 .000 0 ELEMENT NO 57 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 65877.690 1652.590 13 .013 .000 .000 .000 0 ELEMENT NO 58 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 65877.690 1652.590 13 1652.590 05/13/02 H -6 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4:48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip -I- L /Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- -I- -I- DpthlFroude NINorm Dp -I- I "N" I -I- X -Fall) -I ZR IType Ch I I 51019.000 I 1484.400 i 8.503 I 1492.903 I 2374.00 23.27 I 8.41 1501.31 .00 I 10.00 I 12.00 I 10.000 I I 12.000 .00 I 0 .0 - I - 200.031 - I - .0065 - I - - I - - I - - I - - I - .0081 - I - 1.62 - I - 8.50 - I - 1.41 - I - 9.13 - I - .013 - I - .00 .00 1- BOX I 51219.030 I 1485.694 8.198 I I 1493.892 I 2374.00 24.13 I 9.04 I 1502.93 .00 I 10.00 I 12.00 I 10.000 I I 12.000 .00 I 0 .0 -I- 201.969 -I- .0065 -I- -I- -I- -I- -I- .0091 -I- 1.83 -I- 8.20 -I- 1.49 -I- 9.13 -I- .013 -I- .00 .00 1- BOX I 51421.000 I 1487.000 7.817 I I 1494.817 I 2374.00 25.31 I 9.95 I 1504.76 1.19 I 10.00 I 12.00 I 10.000 I I 12.000 .00 I 0 .0 - I - 79.000 - I - .0063 - I - - I - - I - - I - - I - .0099 - I - .78 - I - 9.00 - I - 1.60 - I - 9.21 - I - .013 - I - .00 .00 1- BOX I 51500.000 I 1487.500 7.644 I I 1495.144 I 2374.00 25.88 I 10.40 I 1505.55 .00 I 10.00 I 12.00 I 10.000 I I 12.000 .00 I 0 .0 - I - 39.406 - I - .0083 - I - - I - - I - - I - - I - .0103 - I - .40 - I - 7.64 - I - 1.65 - 1 - 8.26 - I - .013 - I - .00 .00 1- BOX I 51539.410 I 1487.828 7.600 I I 1495.428 I 2374.00 26.03 I 10.52 I 1505.95 .00 I 10.00 I 12.00 I 10.000 I I 12.000 .00 I 0 .0 - I - 260.594 - I - .0083 - I - - I - - I - - I - - 1 - .0110 - I - 2.87 - I - 7.60 - I - 1.66 - I - 8.26 - I - .013 - I - .00 .00 1- BOX I 51800.000 I 1490.000 7.246 I I 1497.246 I 2374.00 27.30 I 11.57 I 1508.82 .20 I 10.00 I 12.00 I 10.000 I I 12.000 .00 I 0 .0 -I- 93.859 -I- .0042 -I- -I- -I- -I- -I- .0124 -I- 1.17 -1- 7.45 -i- 1.79 -I- 10.00 -I- .013 -I- .00 .00 1- BOX I 51893.860 1490.395 I 6.928 I I 1497.323 I 2374.00 28.56 I 12.66 I 1509.99 .22 - I- I 10.00 I 12.00 I 10.000 -I- -I- I I 12.000 -I- .00 I 0 .0 -I- 96.141 -I .0042 -I- -I -I- -I- -I- .0140 -I- 1.35 7.15 -I 1.91 10.00 .013 .00 .00 1 BOX I 51990.000 1490.800 I 6.605 I I 1497.405 I 2374.00 29.95 I 13.93 I 1511.34 .00 - I - I 10.00 - I - I 12.00 I 10.000 - I - - I - I I 12.000 - I - .00 I 0 .0 - I - 300.000 - i - .0153 - I - - I - - I - - I - - I - .0147 - I - 4.42 6.61 2.05 6.53 .013 .00 .00 1- BOX 52290.000 I 1495.400 I 6.661 I I 1502.061 I 2374.00 29.70 I 13.70 I 1515.76 .00 I 10.00 I 12.00 I 10.000 I 1 12.000 .00 1 0 .0 TRANS STR .0130 .0142 .14 6.66 2.03 .013 .00 .00 BOX 05/13/02 H -7 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4:48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow TopIReight /IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 52300.000 1495.530 7.466 1502.996 2374.00 28.91 12.98 1515.97 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - 1- 116.840 .0100 .0142 1.66 7.47 1.86 8.46 .013 .00 .00 BOX I I I I I I I I I I I I I 52416.840 1496.700 7.278 1503.978 2374.00 29.65 13.66 1517.63 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 61.082 .0076 .0151 .92 7.28 1.94 9.00 .013 .00 .00 BOX n "� I I I I I I I I I I I I I r u 52477.920 1997.163 7.118 1509.281 2379.00 30.32 19.28 1518.56 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 122.078 .0076 .0166 2.02 7.12 2.00 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 52600.000 1498.090 6.787 1504.877 2374.00 31.80 15.70 1520.58 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - 1 - - I - - 1 - - I - - I - - I - - I - 1- 200.000 .0156 .0180 3.61 6.79 2.15 7.11 .013 .00 .00 BOX I I I I I I I I I I I I I 52800.000 1501.210 6.656 1507.866 2374.00 32.42 16.32 1524.19 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 80.262 .0136 .0189 1.52 6.66 2.21 7.50 .013 .00 .00 BOX I I I I I I I I I I I I I 52880.260 1502.301 6.550 1508.851 2374.00 32.95 16.86 1525.71 .00 9.00 11.00 9.000 11.000 .00 0 C - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 197.934 .0136 .0206 4.07 6.55 2.27 7.50 .013 .00 .00 BOX I I I I I I I I I I I I I 53078.200 1504.992 6.245 1511.238 2374.00 34.56 18.54 1529.78 .00 9.00 11.00 9.000 11.000 .00 0 C -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- 1- 160.906 .0136 .0233 3.75 6.25 2.44 7.50 .013 .00 .00 BOX I I I I I I I I I I I I I 53239.100 1507.180 5.955 1513.135 2374.00 36.24 20.40 1533.53 .00 9.00 11.00 9.000 11.000 .00 0 .0 -I- -I- -I- - I- -I -I- -I- - I- -I- -I- -I -I- -I- I- JUNCT STR .0276 .0248 .07 5.95 2.62 .013 .00 .00 BOX I I I I I I I I I I I I I 53242.000 1507.260 5.956 1513.216 2374.00 36.23 20.39 1533.60 .00 9.00 11.00 9.000 11.000 .00 0 C -I- -I- -I- -I- -I- -I- -I- - i- -I- -I- -I- -I- -I- 1- 158.000 .0259 .0245 3.88 5.96 2.62 5.85 .013 .00 .00 BOX 05/13/02 H -8 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4:48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 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- -I- DpthlFroude NINorm -I- Dp -I- I "N" I -I- X -Fall) -I ZR IType Ch I I I 53400.000 I 1511.360 I 5.995 1517.354 I 2374.00 36.00 I 20.13 1537.48 .00 I 9.00 I 11.00 I I 9.000 I 11.000 .00 I 0 .0 - I - 319.879 - I - .0259 - I - - I - - I - - I - - I - .0237 - I - 7.57 - I - 5.99 - I - 2.59 - I - 5.85 - I - .013 - I - .00 .00 1- BOX I 53719.880 I 1519.660 I 6.127 I 1525.787 I 2374.00 35.22 I 19.26 I 1545.05 .53 I 9.00 I 11.00 I 9.000 I I 11.000 .00 I 0 .0 - I - 322.371 - I - .0259 - I - - I - - I - - I - - I - .0217 - I - 7.00 - I - 6.66 - I - 2.51 - I - 5.85 - I - .013 - I - .00 .00 1- BOX I 54042.250 I 1528.020 I 6.405 I 1534.425 I 2374.00 33.69 I 17.63 I 1552.05 .00 I 9.00 I 11.00 I 9.000 I I 11.000 .00 I 0 .0 - I - 37.250 - I - .0260 - I - - I - - I - - I - - I - .0203 - I - .75 - I - 6.41 - I - 2.35 - I - 5.84 - I - .013 - I - .00 .00 1- BOX I 54079.500 I 1528.990 I 6.454 1535.444 I I 2374.00 33.44 I 17.37 I 1552.81 .47 I 9.00 I 11.00 I 9.000 I I 11.000 .00 I 0 .0 - i - 220.500 - I - .0208 - I - - I - - I - - I - - I - .0199 - I - 4.38 - I - 6.92 - I - 2.32 - I - 6.37 - I - .013 - I - .00 .00 1- BOX 54300.000 I I 1533.570 I 6.499 1540.069 I I 2374.00 33.21 I 17.12 I 1557.19 .46 I 9.00 I 11.00 I 9.000 I I 11.000 .00 I 0 .0 -I- 26.281 -I- .0209 -I- -I- -I- -I- -I- .0197 -I- .52 -I- 6.96 -I- 2.30 -I- 6.35 -t- .013 -I- .00 .00 1- BOX 54326.280 I I 1534.120 6.507 I 1540.627 I I 2374.00 33.17 I 17.08 I 1557.71 .00 I 9.00 I 11.00 I 9.000 I I 11.000 .00 I 0 .0 - I - 106.219 - I - .0207 - I - - I - - I - - I - - I - .0195 - I - 2.07 - I - 6.51 - I - 2.29 - I - 6.37 - I - .013 - I - .00 .00 1- BOX 54432.500 I I 1536.320 6.537 I 1542.857 I I 2374.00 33.01 I 16.92 I 1559.78 .00 I 9.00 I 11.00 I 9.000 I I 11.000 .00 I 0 .0 -I- JUNCT STR -I- .0200 -I- -I- -I- -I- -I- .0194 - I- .06 -I- 6.54 -I- 2.28 -I- -I- .013 -I- .00 .00 I- BOX 54435.500 I I 1536.380 6.538 I 1542.918 I I 2374.00 33.01 16.92 I I 1559.84 .00 I 9.00 I 11.00 I 9.000 -I- I I 11.000 -I- .00 I 0 .0 -I- 129.820 -I- .0209 -I- -I- -I- -I- -I- .0192 -I- 2.49 -I- 6.54 -I- 2.27 6.36 -I- .013 .00 .00 1- BOX 54565.320 I I 1539.090 6.592 I 1545.682 I I 2374.00 32.74 16.65 I I 1562.33 .00 - I - I 9.00 I 11.00 I 9.000 - I - I I 11.000 - I - .00 I 0 .0 - I - 56.570 - I - .0207 - I - - I - - I - - I - - I - .0189 - I - 1.07 6.59 - I - 2.25 6.38 - I - .013 .00 .00 1- BOX 05/13/02 H -9 05/13/02 H -10 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4 :48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl [No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- L /Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel - I- HF ISE -i- DpthlFroude -I- NINorm Dp -I- -I- I "N" -i- I X -Fall) -I ZR IType Ch 59621.890 1590.260 6.617 1596.877 2379.00 32.62 - I - 16.52 1563.40 .91 9.00 11.00 9.000 11,000 .00 0 .0 - I - 414.348 I - I - .0193 I - I - I - I - I - I - I - I - .0185 I - I - 7.66 - I - 7.03 - I - 2.23 I I 6.55 - I - - I - .013 I - I - .00 I I .00 I- BOX I 55036.240 1548.240 6.698 1554.938 2374.00 32.22 16.12 I 1571.06 .40 9.00 11.00 9.000 11.000 .00 0 .0 -I- -I- -I- -I- ****CHANGE IN STATIONING STATION = -I- 55036.240 = - I- -I- - I- NEW STATION 55011.120 * * ** -I- -I- -I- -I- -I- I- I 55011.120 I 1548.240 6.698 I I 1554.938 I 2374.00 32.22 I 16.12 I 1571.06 .40 I I 9.00 11.00 I 9.000 I I 11.000 .00 i 0 .0 - I - 325.320 - I - .0203 - I - - I - - I - - I - - I - .0173 - I - 5.63 - I - 7.10 - I - 2.19 6.42 - I - - I - .013 - I - .00 .00 1- BOX t 55336.440 1554.850 I 6.976 I 1561.826 I I 2374.00 30.94 I 14.86 I 1576.69 .00 I 9.00 I 11.00 I 9.000 I I 11.000 .00 I 0 .0 TRANS STR .0210 .0163 .33 6.98 2.06 .013 .00 .00 BOX 55356.440 I 1555.270 I 7.001 I 1562.271 I I 2374.00 30.83 14.76 I I 1577.03 .00 I 10.00 I 11.00 I 10.000 I I 11.000 .00 I 0 .0 -I- 130.570 -I- .0209 -t- -i- -I- -I- -I- .0156 -I- 2.03 -I- 7.00 -I- 2.05 6.35 -I- -I .013 -I- .00 .00 1- BOX 55487.000 I 1558.000 i 7.232 I 1565.232 I I 2374.00 29.84 13.83 I I 1579.06 .00 I 10.00 I 11.00 I 10.000 I I 11.000 .00 I 0 .0 -I- 109.926 -I- .0209 -I- -I- -I- -I- -I- .0142 -I- 1.56 -I- 7.23 -I- 1,96 6.35 -I- -I- .013 -I- .00 .00 1- BOX 55596.930 I 1560.297 I 7.512 I 1567.810 I I 2374.00 28.73 12.82 I I 1580.63 .00 I 10.00 I 11.00 I 10.000 I I 11.000 .00 I 0 .0 - I - 98.098 - I - .0209 - I - - I - - I - - I - - I - .0128 - I - 1.25 - I - 7.51 - I - 1.85 6.35 - I - - I - .013 - I - .00 .00 1- BOX 55695.030 t 1562.347 I 7.879 I 1570.226 I I 2374.00 27.39 11.65 I I 1581.88 .00 I 10.00 I 11.00 I 10.000 -I- I I 11.000 .00 I 0 .0 -I- 70.285 -I- .0209 -I- -I- -I- -I- -1- .0113 -I- .79 -I- 7.88 -I- 1.72 6.35 -I- .013 -I- .00 .00 1- BOX 55765.310 I 1563.816 I 8.264 I 1572.079 I I 2374.00 26.12 10.59 I I 1582.67 :00 1 10.00 I 11.00 I 10.000 I I 11.000 .00 I 0 .0 - I - 51.414 - I - .0209 - I - - I - - I - - I - - t - .0100 - I - .51 - I - 8.26 - I - 1.60 6.35 - I - - I - .013 - I - .00 .00 1- BOX 55816.730 I 1564.890 I 8.667 I 1573.557 I I 2374.00 24.90 9.63 I I 1583.19 - I - .00 I 10.00 I 11.00 I 10.000 I I 11.000 .00 I 0 .0 - I - 37.645 - I - .0209 - I - - I - - I - - I - - I - .0089 .33 - I - 8.67 - I - 1.49 6.35 - I - - I - .013 - I - .00 .00 1- BOX 05/13/02 H -10 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4:48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 ZR IType Ch I I I I I I I I I I I I I 55854.370 1565.677 9.090 1574.767 2374.00 23.74 8.75 1583.52 .00 10.00 11.00 10.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 27.055 .0209 .0079 .21 9.09 1.39 6.35 .013 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- I I I I I I I I I I I 1 1 55881.430 1566.242 9.534 1575.776 2374.00 22.64 7.96 1583.73 .00 10.00 11.00 10.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 18.574 .0209 .0070 .13 9.53 1.29 6.35 .013 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- I I I I I I I I I I I 1 1 55900.000 1566.630 10.000 1576.630 2374.00 21.58 7.23 1583.86 .00 10.00 11.00 10.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - (- TRANS STR .0050 .0066 .20 10.00 1.20 .013 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- I I I I I I I I I I I I I 55930.000 1566.780 9.890 1576.670 2374.00 21.98 7.50 1584.17 .00 9.00 12.00 9.000 12.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 670.000 .0050 .0105 7.03 9.89 1.29 9.00 .013 .00 .00 BOX I I I I I I I I I I I I I 56600.000 1570.130 13.573 1583.703 2374.00 21.98 7.50 1591.21 .00 9.00 12.00 9.000 12.000 .00 0 C -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0050 .0086 .26 13.57 1.29 .013 .00 .00 BOX I I I I I I I I I I I I I 56630.000 1570.280 16.662 1586.942 1917.00 19.36 5.82 1592.76 .00 9.00 11.00 9.000 11.000 .00 0 C - I - - I - - I - - t - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 20.000 .0050 .0086 .17 16.66 1.14 9.00 .013 .00 .00 BOX 05/13/02 H -11 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 6 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4:48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 Invert I Depth I Water I Q I Vel Vel I Energy I Super 1CriticallFl0W 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. -FTIor I.D.I ZL IPrs /Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fa111 ZR IType Ch I I I I I I I I I I I I I 56650.000 1570.380 16.733 1587.113 1917.00 19.36 5.82 1592.94 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 55.176 .0513 .0086 .47 16.73 1.14 3.89 .013 .00 .00 BOX I I I I I I I I I I I 1 1 56705.180 1573.211 14.375 1587.586 1917.00 19.36 5.82 1593.41 .00 9.00 11.00 9.000 11.000 .00 0 .0 HYDRAULIC JUMP I I I I I I I I I I I I I 56705.180 1573.211 5.239 1578.450 1917.00 33.26 17.18 1595.63 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 27.828 .0513 .0219 .61 5.24 2.56 3.89 .013 .00 .00 BOX I I I I I I I I I I I I I 56733.000 1574.638 5.392 1580.031 1917.00 32.32 16.22 1596.25 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 38.422 .0513 .0198 .76 5.39 2.45 3.89 .013 .00 .00 BOX I I I I I I I I I I I I I 56771.430 1576.609 5.655 1582.265 1917.00 30.82 14.74 1597.01 .00 9.00 11.00 9.000 11.000 .00 0 .0 - i - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 31.418 .0513 .0174 .55 5.66 2.28 3.89 .013 .00 .00 BOX I I I I I I I I I I I I I 56802.840 1578.221 5.931 1584.152 1917.00 29.38 13.40 1597.56 .00 9.00 11.00 9.000 11.000 .00 0 .0 -I- -I- -I- -I -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 25.852 .0513 .0154 .40 5.93 2.13 3.89 .013 .00 .00 BOX 1 I I 1 I I I I I I I I I 56828.700 1579.547 6.221 1585.768 1917.00 28.01 12.19 1597.95 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 21.305 .0513 .0136 .29 6.22 1.98 3.89 .013 .00 .00 BOX I I I I I I I I I I I I I 56850.000 1580.640 6.525 1587.165 1917.00 26.71 11.08 1598.24 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 650.000 .0124 .0134 8.70 6.52 1.84 6.59 .013 .00 .00 BOX I I I I I I I I I I I I I 57500.000 1588.700 6.280 1594.979 1917.00 27.75 11.96 1606.94 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 31.859 .0162 .0140 .45 6.28 1.95 5.95 .013 .00 .00 BOX 05/13/02 H -12 V1 _, l UA F .. � V FA r V1 r .. 'l Witl KV1 MA Irri Iry r� FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 7 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4:48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 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. -FTIor I.D.I ZL IPrs /Pip -I- L /Elem ICh -I- Slope I -I- I - I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- -I- NINorm Dp -I- I "N" I -I- X -Fall) -I ZR IType Ch �+ ♦***+ a • I�**+*** �fls*+++++ �I+* a*++.*. I*++****++ I:*• �**+ I***+#** I*** �* �:+* I+**+*+* I*:**+++ �I + + * + * *•�I : : :s *. +la +� + + + *I * +s *. Ia + *. +.* I 57531.860 I 1589.216 - I - I 6.305 I 1595.521 I 1917.00 27.64 - I - I 11.86 I 1607.38 I .00 9.00 I 11.00 I I 9.000 I 11.000 .00 I 0 .0 - I - 247.477 .0162 - I - - I - - I - - I - .0131 - I - 3.24 - I - 6.30 - I - 1.94 - I - 5.95 - I - .013 - I - .00 .00 1- BOX I 57779.340 I 1593.225 I 6.613 I 1599.838 I 1917.00 26.35 I 10.79 I 1610.62 I .00 9.00 I 11.00 I I 9.000 I 11.000 .00 I 0 .0 - I - 141.664 - I - .0162 - I - - I - - I - - I - - I - .0116 - I - 1.64 - I - 6.61 - I - 1.81 - I - 5.95 - I - .013 - I - .00 .00 1- BOX I 57921.000 I 1595.520 I 6.935 I 1602.455 I 1917.00 25.13 I 9.80 I 1612.26 I .00 9.00 I 11.00 I I 9.000 I 11.000 .00 I 0 .0 - t - JUNCT STR - i - .0167 - I - - I - - I - - I - - I - .0118 - I - .07 - I - 6.94 - I - 1.68 - I - - I - .013 - I - .00 .00 I- BOX I 57927.000 I 1595.620 I 6.330 1601.950 I I 1848.00 26.54 I 10.94 I 1612.89 I .00 9.00 I 11.00 I I 9.000 I 11.000 .00 I 0 .0 - I - 73.000 - I - .0162 - I - - I - - I - - I - - I - .0125 - I - .91 - I - 6.33 - I - 1.86 5.79 - I - - I - .013 - I - .00 .00 1- BOX 58000.000 I I 1596.800 I 6.443 1603.243 I I 1848.00 26.08 I 10.56 I 1613.80 .00 I 9.00 I 11.00 I I 9.000 11.000 I .00 I 0 .0 -I- 581.277 -i- .0124 -I- -I- -I- -I- -I- .0119 -I- 6.90 -I- 6.44 -I- 1.81 6.40 -I- -I- .013 -I- .00 .00 1- BOX 58581.270 I 1604.008 I 6.585 I 1610.593 I I 1848.00 25.51 10.11 I I 1620.70 .00 I 9.00 I 11.00 I I 9.000 11.000 I .00 I 0 .0 - I - 387.320 - I - .0124 - I - - I - - I - - I - - I - .0109 - I - 4.21 - I - 6.58 - I - 1.75 6.40 - I - - I - .013 - I - .00 .00 1- BOX 58968.590 I 1608.811 i 6.906 I 1615.717 I I 1848.00 24.33 9.19 I I 1624.91 .00 I 9.00 I 11.00 I I 9.000 - I - 11.000 - I - I .00 I 0 .0 - I - 177.684 - I - .0124 - I - - I - - I - - I - - I - .0096 - I - 1.71 - I - 6.91 - I - 1.63 6.40 - I - .013 .00 .00 1- BOX 59146.280 I 1611.014 I 7.243 I 1618.257 I I 1848.00 23.19 8.35 I 1626.61 I .00 I 9.00 I 11.00 I I 9.000 11.000 I .00 I 0 .0 - I - 103.723 - I - .0124 - I - - I - - I - - I - - I - .0085 - I - .88 - I - 7.24 - I - 1.52 6.40 - I - - I - .013 - I - .00 .00 1- BOX 59250.000 I 1612.300 I 7.597 I 1619.897 I I 1848.00 22.11 7.59 I 1627.49 I .00 I 9.00 I 11.00 I I 9.000 11.000 I .00 I 0 .0 - I - 14.000 - I - .0086 - I - - I - - I - - I - - I - .0080 - I - .11 - I - 7.60 - I - 1.41 7.38 - I - - i - .013 - I - .00 .00 1- BOX 05/13/02 H -13 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 8 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4 :48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFl0W 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. -FTIor I.D.1 ZL IPrs /Pip -I - I - - I - - I - - I - - I - -I- - I - - I - -I- - I - - I - - I - - I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 59264.000 1612.420 7.605 1620.026 1848.00 22.09 7.58 1627.60 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- JUNCT STR .0100 .0083 .03 7.61 1.41 .013 .00 .00 BOX I I I I I I I I I I I I I 59268.000 1612.460 7.248 1619.708 1822.90 22.86 8.12 1627.83 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - i - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 46.117 .0088 .0087 .40 7.25 1.50 7.23 .013 .00 .00 BOX I I I I I I I I I I I I I 59314.120 1612.866 7.250 1620.116 1822.90 22.86 8.11 1628.23 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 686.953 .0088 .0082 5.66 7.25 1.50 7.23 .013 .00 .00 BOX I I I I I I I I I I I I I 60001.070 1618.910 7.604 1626.514 1822.90 21.79 7.38 1633.89 .00 9.00 11.00 9.000 11.000 .00 0 .0 -I- -I- -I- -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 198.930 .0088 .0073 1.45 7.60 1.39 7.23 .013 .00 .00 BOX I I I I I I I I I I I I I 60200.000 1620.660 7.975 1628.635 1822.90 20.78 6.71 1635.34 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 139.891 .0075 .0066 .93 7.97 1.30 7.68 .013 .00 .00 BOX I I I I I I I I I I I I I 60339.890 1621.716 8.181 1629.897 1822.90 20.26 6.37 1636.27 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 120.609 .0075 .0061 .73 8.18 1.25 7.68 .013 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- I I I I I I I I I I I I I 60460.500 1622.626 8.580 1631.207 1822.90 19.31 5.79 1637.00 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 49.500 .0075 .0067 .33 8.58 1.16 7.68 .013 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------- - - - - -- 05/13/02 H -14 VIA KKA lkm MM am IR1 gym' 1 I -- l V I ['_ I r . 1 K I U U - 1 VA ..'I I FILE: P: \652- 1452 \Drainage \b.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 9 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4:48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 60510.000 1623.000 9.000 1632.000 1822.90 18.41 5.26 1637.26 .00 9.00 11.00 9.000 11.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- JUNCT STR .1310 .0018 .05 9.00 1.08 .013 .00 .00 BOX I I I I I I I I I I I I I 60540.000 1626.930 9.221 1636.151 971.70 9.00 1.26 1637.41 .00 5.88 12.00 9.000 12.000 .00 0 .0 - I - - 1 - - 17 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 42.246 .0070 .0018 .07 9.22 .53 4.51 .013 .00 .00 BOX I I I I I I I I I I I I I 60582.250 1627.225 9.000 1636.225 971.70 9.00 1.26 1637.48 .00 5.88 12.00 9.000 12.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 50.586 .0070 .0011 .06 9.00 .53 4.51 .013 .00 .00 BOX I I I I I I I I I I I I I 60632.830 1627.579 8.580 1636.159 971.70 9.44 1.38 1637.54 .00 5.88 12.00 9.000 12.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 46.285 .0070 .0013 .06 8.58 .57 4.51 .013 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- I I I I I I I I I I I 1 1 60679.120 1627.902 8.181 1636.083 971.70 9.90 1.52 1637.60 .00 5.88 12.00 9.000 12.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 41.840 .0070 .0014 .06 8.18 .61 4.51 .013 .00 .00 BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------------- 1 I I I I I I I I I I 1 1 60720.960 1628.195 7.800 1635.995 971.70 10.38 1.67 1637.67 .00 5.88 12.00 9.000 12.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 30.133 .0070 .0016 .05 7.80 .66 4.51 .013 .00 .00 BOX I I I I I I I I I I I 1 1 60751.090 1628.405 7.510 1635.915 971.70 10.78 1.81 1637.72 .00 5.88 12.00 9.000 12.000 .00 0 .0 HYDRAULIC JUMP 05/13/02 H -15 11-M 77 1111�1 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 10 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4:48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert I Depth I Water I Q 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.1 ZL IPrs /Pip -I- - I- - I- -I- -I- -I- - I- -I- -I- - I- - I- -I- -I- -I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X - Fall) ZR IType Ch I I I I I I I I I I I I I 60751.090 1628.405 4.511 1632.916 971.70 17.95 5.00 1637.92 .00 5.88 12.00 9.000 12.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 127.887 .0070 .0070 .89 4.51 1.49 4.51 .013 .00 .00 BOX I I I I I I I I I I I I I 60878.980 1629.299 4.511 1633.810 971.70 17.95 5.00 1638.81 .00 5.88 12.00 9.000 12.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 571.023 .0070 .0070 4.02 4.51 1.49 4.51 .013 .00 .00 BOX I I I I I I I I I I I I I 61450.000 1633.290 4.484 1637.174 971.70 18.06 5.06 1642.84 .00 5.88 12.00 9.000 12.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I JUNCT STR .0050 .0056 .02 4.48 1.50 .013 .00 .00 BOX I I I I I I I I I I I I I 61454.000 1633.310 6.499 1639.809 940.00 14.46 3.25 1643.06 .00 6.50 10.00 9.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 27.395 .0030 .0035 .10 6.50 1.00 7.30 .013 .00 .00 BOX I I I I I I I I I I I I I 61481.390 1633.391 6.817 1640.208 940.00 13.79 2.95 1643.16 .00 6.50 10.00 9.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - - I - - I - - I - 1 175.156 .0030 .0031 .55 6.82 .93 7.30 .013 .00 .00 BOX I I I I I I I I I I I I I 61656.550 1633.912 7.149 1641.062 940.00 13.15 2.68 1643.75 .00 6.50 10.00 9.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 516.219 .0030 .0030 1.53 7.15 .87 7.30 .013 .00 .00 BOX 1 I I I I I I I I I I I I 62172.770 1635.448 7.301 1642.749 940.00 12.87 2.57 1645.32 .00 6.50 10.00 9.000 10.000 .00 0 .0 - I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- - I- -I- 1- 377.230 .0030 .0030 1.12 7.30 .84 7.30 .013 .00 .00 BOX I I I I I I I I I I I I I 62550.000 1636.570 7.301 1643.871 940.00 12.87 2.57 1646.45 .00 6.50 10.00 9.000 10.000 .00 0 .0 - I- -I- -I- -I- -I- -I- -I- -I -I- -I- -I- -I- -I- I- JUNCT STR .0050 .0025 .01 7.30 .84 .013 .00 .00 BOX I I I I I I I I I I I I I 62554.000 1636.590 7.707 1644.297 923.80 11.99 2.23 1646.53 .00 6.42 10.00 9.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 63.559 .0048 .0025 .16 7.71 .76 5.98 .013 .00 .00 BOX 05/13/02 H -16 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 11 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4:48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Flow @ Q -100 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.1 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- -I- NINorm Dp -I- I "N" -I I X -Fall) -I ZR IType Ch 62617.560 I I 1636.895 I 7.349 I 1644.244 I 923.80 12.57 I 2.45 I 1646.70 .00 I 6.42 I 10.00 I 9.000 I I 10.000 .00 I 0 .0 - I - 53.953 - I - .0048 - I - - I - - I - - I - - I - .0028 - I - .15 - I - 7.35 - I - .82 - I - 5.98 - I - .013 - I - .00 .00 1 BOX 62671.510 I I 1637.154 7.007 I I 1644.161 I 923.80 13.18 I 2.70 I 1646.86 .00 I 6.42 I 10.00 I 9.000 I I 10.000 .00 1 0 .0 - I - 18.227 - I - .0048 - I - - I - - I - - I - - I - .0032 - I - .06 - I - 7.01 - I - .88 - I - 5.98 - I - .013 - I - .00 .00 1- BOX 62689.740 I i 1637.241 6.886 I I 1644.128 I 923.80 13.42 I 2.79 I 1646.92 .00 I 6.42 I 10.00 I 9.000 I I 10.000 .00 I 0 .0 HYDRAULIC JUMP 62689.740 I I 1637.241 5.982 I 1643.224 I I 923.80 15.44 I 3.70 I 1646.93 .00 I 6.42 I 10.00 I 9.000 I I 10.000 .00 I 0 .0 - I - 273.809 - I - .0048 - I - - I - - I - - I - - I - .0048 - I - 1.31 - I - 5.98 - I - 1.11 - I - 5.98 - I - .013 - I - .00 .00 1- BOX 62963.550 I I 1638.555 5.982 I 1644.537 I I 923.80 15.44 I 3.70 I 1648.24 .00 I 6.42 I 10.00 I 9.000 I 10.000 I .00 I 0 .0 - I - 195.336 - I - .0048 - I - - I - - I - - I - - I - .0047 - I - .91 - I - 5.98 - I - 1.11 - I - 5.98 - I - .013 - I - .00 .00 1- BOX 63158.880 I I 1639.493 6.123 I 1645.616 I I 923.80 15.09 I 3.53 I 1649.15 .00 I 6.42 I 10.00 i 9.000 I 10.000 I .00 I 0 .0 -I- 41.117 -I- .0048 -I- -I- -I- -I- -I- .0043 -I- .17 -I- 6.12 - I - 1.07 -I- 5.98 -I- .013 -I- .00 .00 1- BOX 63200.000 I 1639.690 I 6.423 I 1646.113 I I 923.80 14.38 I 3.21 I 1649.33 .00 I 6.42 I 10.00 I 9.000 I 10.000 I .00 I 0 .0 - I - JUNCT STR - I - .0050 - I - - I - - I - - I - - I - .0014 - I - .01 - I - 6.42 - I - 1.00 - I - - I - .013 - I - .00 .00 I- BOX 63204.000 I 1639.710 I 8.483 I 1648.193 I I 770.60 9.08 I 1.28 I 1649.47 .00 I 5.69 I 10.00 I 9.000 I 10.000 I .00 I 0 .0 -I- 79.773 -I- .0048 -I- -I- - I - -I- -I- .0014 -I- .11 -I- 8.48 -I- .55 -I- 5.21 -I- .013 -I- .00 .00 1- BOX -------------- - - - - -- WARNING - Flow depth near top of box conduit -------------- - - - - -- 05/13/02 H -17 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 12 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4:48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 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.EI.1 Elev I Depth I Width IDia. -FTIor 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 IType Ch I I I I I I I 63283.770 I 1640.093 I 8.088 I 1648.181 I 770.60 9.53 I 1.41 - I - I 1649.59 - I - .00 - I - 5.69 - I - 10.00 - I - 9.000 - I - 10.000 - I - .00 0 .0 1- - I - 74.570 - I - .0048 - I - - I - - I - - I - .0015 .12 8.09 .59 5.21 .013 .00 .00 BOX I 63358.340 I 1640.451 I 7.711 I 1648.162 I 770.60 9.99 I 1.55 I 1649.71 I .00 5.69 - I - I 10.00 - I - I 9.000 - I - I I 10.000 - I - .00 I 0 .0 - I - 69.160 - I - .0048 - I - - I - - I - - I - - I - .0017 - I - .12 - I - 7.71 .63 5.21 .013 .00 .00 1- BOX I 63427.500 I 1640.783 7.353 I I 1648.135 I 770.60 10.48 I 1.71 I 1649.84 - I - I .00 - I - 5.69 - I - I 10.00 - I - I 9.000 - I - I I 10.000 - I - .00 I 0 .0 - I - 63.355 - I - .0048 - I - - I - - I - - I - - I - .0020 .12 7.35 .68 5.21 .013 .00 .00 1- BOX I 63490.860 I 1641.087 7.010 I I 1648.097 I 770.60 10.99 1.88 I I 1649.97 .00 I 5.69 I 10.00 I 9.000 I I 10.000 .00 I 0 .0 - I - 56.859 - I - .0048 - I - - I - - I - - I - - I - .0022 - I - .13 - I - 7.01 - I - .73 - I - 5.21 - I - .013 - I - .00 .00 1- BOX 63547.720 I I 1641.360 6.684 I I 1648.044 I 770.60 11.53 2.06 I I 1650.11 .00 I 5.69 I 10.00 I 9.000 -I- 1 I 10.000 -I- .00 I 0 .0 -I- 49.141 -I- .0048 -I- -I- -I- -I- -I- .0025 -I- .12 -I- 6.68 -I- .79 -I- 5.21 .013 .00 .00 1- BOX 63596.860 I I 1641.595 6.373 I 1647.969 I I 770.60 12.09 2.27 I I 1650.24 .00 I 5.69 I 10.00 - I - I 9.000 - I - I I 10.000 - I - .00 I 0 .0 - I - 2.926 - I - .0048 - I - - I - - I - - I - - I - .0028 - I - .01 - I - 6.37 - I - .84 5.21 .013 .00 I I .00 1- BOX I 63599.790 I I 1641.609 6.353 I 1647.962 I I 770.60 12.13 2.28 I I 1650.25 .00 I 5.69 I 10.00 I 9.000 10.000 .00 0 .0 HYDRAULIC JUMP 63599.790 I I 1641.609 5.076 I 1646.685 I I 770.60 15.18 3.58 I I 1650.26 -I- .00 -I- I 5.69 -I- I 10.00 -I- I 9.000 -I- I I 10.000 -I- .00 I 0 .0 1- -I- 167.395 -I- .0048 -I- -I- -I- -I- -I- .0054 .91 5.08 1.19 5.21 .013 .00 .00 BOX 63767.180 I I 1642.413 4.887 I 1647.300 I 770.60 I 15.77 3.86 I I 1651.16 - I - .00 - I - I 5.69 - I - I 10.00 I 9.000 - I - - I - I I 10.000 - I - .00 I 0 .0 1- - I - 123.559 - I - .0048 - I - - I - - I - - I - - I - .0061 .75 4.89 1.26 5.21 .013 .00 .00 BOX 05/13/02 H -18 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 13 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4:48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ Invert I Depth I Water I Q I Vel Vel I Energy I Super ICrlticallFl0W 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 - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 63890.740 1643.006 4.660 1647.665 770.60 16.54 4.25 1651.91 .00 5.69 10.00 9.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 98.215 .0048 .0069 .68 4.66 1.35 5.21 .013 .00 .00 BOX I I I I I I I I I I I I I 63988.950 1643.477 4.443 1647.920 770.60 17.35 4.67 1652.59 .00 5.69 10.00 9.000 10.000 .00 0 .0 - I - - i - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 84.871 .0048 .0079 .67 4.44 1.45 5.21 .013 .00 .00 BOX I I I I I I I I I I I I I 64073.820 1643.884 4.236 1648.120 770.60 18.19 5.14 1653.26 .00 5.69 10.00 9.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 76.176 .0048 .0090 .68 4.24 1.56 5.21 .013 .00 .00 BOX I I I I I I I I I I I I I 64150.000 1644.250 4.039 1648.289 770.60 19.08 5.65 1653.94 .00 5.69 10.00 9.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - i - - I - - I - - I - I- JUNCT STR .0050 .0072 .03 4.04 1.67 .013 .00 .00 BOX -------------- - - - - -- WARNING - Junction Analysis - Change in Channel Type --------- - - - - -- I I I I I I I I I I I I I 64154.000 1644.270 6.378 1650.648 736.20 15.27 3.62 1654.27 .00 6.72 8.18 9.000 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 446.820 .0048 .0048 2.15 6.38 1.11 6.38 .013 .00 .00 PIPE I I I I I I I I I I I I I 64600.820 1646.416 6.378 1652.794 736.20 15.27 3.62 1656.42 .00 6.72 8.18 9.000 .000 .00 1 .0 -i- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- 1- 239.012 .0048 .0048 1.14 6.38 1.11 6.38 .013 .00 .00 PIPE I I I I I I I I I I I I I 64839.830 1647.564 6.417 1653.981 736.20 15.17 3.57 1657.55 .00 6.72 8.14 9.000 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 86.547 .0048 .0045 .39 6.42 1.10 6.38 .013 .00 .00 PIPE I I I I I I I I I I I I I 64926.380 1647.980 6.715 1654.695 736.20 14.46 3.25 1657.94 .00 6.72 7.83 9.000 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- JUNCT STR .0050 .0036 .01 6.72 1.00 .013 .00 .00 PIPE 05/13/02 H -19 FILE: P: \652- 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 14 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4:48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 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 - I.D.1 - I - ZL - I 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 X -Fall) ZR IType Ch I I I I I I I I I 64930.380 I 1648.000 I 7.861 I 1655.861 I 709.40 12.03 2.25 - I - 1658.11 - I - .00 - I - 6.59 - I - 5.98 - I - 9.000 - I - .000 - I - .00 1 1- .0 - I - 116.039 - I - .0048 - I - - I - - I - - I - .0031 .35 7.86 .68 6.20 .013 I .00 I I .00 PIPE I I 65046.420 I 1648.557 I 7.434 I 1655.991 I 709.40 12.62 I 2.47 I 1658.47 - I - I .00 - I - 6.59 - I - I 6.82 - I - 9.000 - I - .000 - I - .00 1 1- .0 - I - 82.953 - I - .0048 - I - - I - - I - - i - - I - .0033 .28 7.43 .78 6.20 .013 I .00 I I .00 PIPE I I 65129.370 I 1648.955 I 7.066 I 1656.021 I 709.40 13.24 I 2.72 I 1658.74 - I - I .00 - I - 6.59 - I - I 7.39 - I - 9.000 - I - .000 - I - .00 1 1- .0 - i - 13.938 - I - .0048 - I - - I - - I - - I - - I - .0035 .05 7.07 .87 6.20 .013 I .00 I I .00 PIPE I I 65143.310 I 1649.022 I 7.001 I 1656.023 I 709.40 13.36 I 2.77 I 1658.79 I .00 6.59 I 7.48 9.000 .000 .00 1 .0 HYDRAULIC JUMP I I 65143.310 I I 1649.022 I 6.202 I 1655.224 I 709.40 15.17 i 3.58 i 1658.80 .00 I 6.59 - I - I 8.33 I 9.000 - I - - I - I .000 - I - .00 1 1- .0 - I - 277.273 - I - .0048 - I - - I - - I - - I - - I - .0048 - I - 1.33 - I - 6.20 1.13 6.20 .013 .00 I .00 PIPE I 65420.580 I I 1650.353 6.202 I I 1656.555 I 709.40 15.17 3.58 I I 1660.13 .00 - I - I 6.59 - I - I 8.33 I 9.000 - I - - I - I .000 - I - .00 1 1- .0 - I - 240.051 - I - .0048 - I - - i - - I - - I - - I - .0047 - I - 1.13 6.20 1.13 6.20 .013 .00 I I .00 PIPE i 65660.630 I I 1651.505 6.304 I I 1657.809 I 709.40 14.90 3.45 I I 1661.26 .00 - I - I 6.59 - I - I 8.25 I 9.000 - I - - I - .000 - I - .00 1 1- .0 - I - 59.367 - I - .0048 - I - - I - - I - - I - - I - .0044 - I - .26 6.30 1.09 6.20 .013 .00 I I .00 PIPE I 65720.000 I I 1651.790 6.592 I I 1658.382 I 709.40 14.21 3.13 I 1661.52 I .00 I 6.59 I 7.97 I 9.000 .000 .00 1 .0 TRANS STR .0040 6.59 1.00 .013 .00 I I .00 PIPE I 65730.000 I I 1651.830 6.244 I I 1658.074 I 709.40 15.06 3.52 I 1661.60 - I - I .00 - I - I 6.59 I 8.30 - I - I 9.000 - I - - I - .000 - I - .00 1 1- .0 - I - 6.320 - I - .0048 - I - - I - - I - - I - - I - .0047 .03 6.24 1.11 6.23 .013 .00 .00 PIPE 05/13/02 H -20 FILE: P: \652 - 1452 \Drainage \b.WSW W S P G W - CIVILDESIGN Version 14.04 PAGE 15 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5 -11 -2002 Time: 4:48:58 SUMMIT AVENUE STORM DRAIN - MPSD LINE B Sierra Ave to Hawker Crawford Channel Flow @ Q -100 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ I Invert I Depth I Water I Q I - Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTior I.D.I ZL IPrs /Pip L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall] ZR IType Ch I I I I I I I I I I I I I 65736.320 1651.860 6.245 1658.104 709.40 15.06 3.52 1661.63 .00 6.59 8.30 9.000 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 83.391 .0048 .0047 .39 6.24 1.11 6.20 .013 .00 .00 PIPE I I I I I I I I I I I I I 65819.710 1652.261 6.304 1658.565 709.40 14.90 3.45 1662.01 .00 6.59 8.25 9.000 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 57.977 .0048 .0044 .25 6.30 1.09 6.20 .013 .00 .00 PIPE I I I I I I I I I I I I I 65877.690 1652.540 6.592 1659.132 709.40 14.21 3.13 1662.27 .00 6.59 7.97 9.000 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 05/13/02 H -21 FILE: lOx5.WSW W S P G W - EDIT LISTING - Version 14.04 Date: 3 -21 -2002 Time: 2:25:25 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 3 0 .000 5.000 10.000 .000 .000 .00 CD 2 4 1 3.000 CD 3 4 1 1.500 CD 4 4 1 1.000 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT AVE SD HEADING LINE NO 2 IS - EXISTING 10X5 RCB HEADING LINE NO 3 IS - Q100 HYDRAULICS 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 10000.000 1512.000 1 1517.000 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10147.730 1515.050 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10170.730 1516.040 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10333.730 1523.020 1 .014 131.999 70.752 .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 10338.000 1523.080 1 2 0 .013 3.000 .000 1524.030 .000 - 60.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10374.000 1523.600 1 .013 .000 .000 .000 0 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 10378.000 1523.660 1 3 0 .013 3.000 .000 1526.880 .000 - 45.000 .000 RADIUS ANGLE .000 .000 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 10490.000 1524.500 1 .013 .000 .000 .000 0 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 10494.000 1524.560 1 4 0 .013 3.000 .000 1528.080 .000 45.000 .000 RADIUS ANGLE .000 .000 W S P G W PAGE NO 3 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH 05/08/02 H -22 U/S DATA STATION INVERT SECT N 10624.000 1526.200 1 .013 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 10628.000 1526.250 1 2 0 .013 29.000 ELEMENT NO 12 IS A REACH U/S DATA STATION INVERT SECT N 10814.000 1527.920 1 .013 ELEMENT NO 13 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 10818.000 1527.960 1 2 0 .013 40.000 ELEMENT NO 14 IS A REACH U/S DATA STATION INVERT SECT N 10975.000 1529.260 1 .013 ELEMENT NO 15 IS A REACH U/S DATA STATION INVERT SECT N 11145.000 1531.810 1 .013 ELEMENT NO 16 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 11149.000 1531.870 1 3 0 .013 28.000 ELEMENT NO 17 IS A REACH U/S DATA STATION INVERT SECT N 11455.000 1536.460 1 .013 W S P G W WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 18 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 11459.000 1536.520 1 3 0 .013 9.000 ELEMENT NO 19 IS A REACH U/S DATA STATION INVERT SECT N 11773.000 1541.260 1 .013 ELEMENT NO 20 IS A REACH U/S DATA STATION INVERT SECT N 12100.000 1546.170 1 .013 ELEMENT NO 21 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 12100.000 1546.170 1 05/08/02 H -23 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1527.200 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1528.960 .000 60.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 * .000 .000 * 0 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 .000 1533.000 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 PAGE NO 4 Q4 * INVERT -3 INVERT -4 * PHI 3 PHI 4 .000 1538.000 .000 45.000 .000 RADIUS ANGLE .000 .000 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 RADIUS ANGLE ANG PT MAN H .000 .000 .000 0 W S ELEV 1546.170 05/08/02 H -23 A WA `'I F _... A VA UIA E'_A ffe ... A t 1 r I ;A VA on WA i`'µ11 FILE: I0x5.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3 -21 -2002 Time: 2:25:27 SUMMIT AVE SD EXISTING 10X5 RCB 0100 HYDRAULICS Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow TopIReight /lBase Wt1 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.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 -Falll ZR IType Ch I I I I I I I I I I I I I 10000.000 1512.000 1.869 1513.869 407.00 21.77 7.36 1521.23 .00 3.72 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 39.500 .0206 .0245 .97 1.87 2.81 1.97 .013 .00 .00 BOX I I I I I I I I I I I I I 10039.500 1512.816 1.848 1514.663 407.00 22.03 7.53 1522.20 .00 3.72 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 108.230 .0206 .0268 2.90 1.85 2.86 1.97 .013 .00 .00 BOX I I I I I I I I I I I I I 10147.730 1515.050 1.762 1516.812 407.00 23.10 8.29 1525.10 .00 3.72 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 23.000 .0430 .0277 .64 1.76 3.07 1.54 .013 .00 .00 BOX I I I I I I I I I I I I I 10170.730 1516.040 1.805 1517.845 407.00 22.55 7.89 1525.74 1.20 3.72 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 5.361 .0428 .0307 .16 3.00 2.96 1.62 .014 .00 .00 BOX I I I I I I I I I I I I I 10176.090 1516.270 1.814 1518.083 407.00 22.44 7.82 1525.90 1.18 3.72 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - i - - I - - I - - I - - I - - I - - I - - I - - I - 1- 43.527 .0428 .0285 1.24 3.00 2.94 1.62 .014 .00 .00 BOX I I I I I I I I I I I I I 10219.620 1518.134 1.902 1520.036 407.00 21.40 7.11 1527.15 1.08 3.72 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - t - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 30.647 .0428 .0248 .76 2.98 2.73 1.62 .014 .00 .00 BOX I I I I I I I I I I I I I 10250.270 1519.446 1.995 1521.441 407.00 20.40 6.46 1527.90 .98 3.72 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 23.003 .0428 .0215 .49 2.97 2.55 1.62 .014 .00 .00 BOX I I I I I I I I I I I 1 1 10273.270 1520.431 2.092 1522.523 407.00 19.45 5.88 1528.40 .89 3.72 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 17.909 .0428 .0187 .33 2.98 2.37 1.62 .014 .00 .00 BOX I I I I I I I I I I I 1 1 10291.180 1521.198 2.194 1523.392 407.00 18.55 5.34 1528.73 .81 3.72 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 14.252 .0428 .0163 .23 3.00 2.21 1.62 .014 .00 .00 BOX 05/08/02 H -24 FILE: lOx5.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3 -21 -2002 Time: 2:25:27 SUMMIT AVE SD EXISTING 10X5 RCB Q100 HYDRAULICS I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTlor I.D.I ZL IPrs /Pip - I- - I - - I - - I - -I - 1 - -I- - I - - I - - I - -I- - I - - I - - I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 10305.430 1521.808 2.302 1524.110 407.00 17.68 4.86 1528.97 .74 3.72 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 11.481 .0428 .0142 .16 3.04 2.05 1.62 .014 .00 .00 BOX I I I I I I I I I I I I I 10316.910 1522.300 2.414 1524.714 407.00 16.86 4.41 1529.13 .67 3.72 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 9.297 .0428 .0123 .11 3.08 1.91 1.62 .014 .00 .00 BOX I I I I I I I I I I I I I 10326.210 1522.698 2.532 1525.229 407.00 16.08 4.01 1529.24 .61 3.72 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 7.521 .0428 .0107 .08 3.14 1.78 1.62 .014 .00 .00 BOX I I I I I I I I I I I I I 10333.730 1523.020 2.655 1525.675 407.00 15.33 3.65 1529.32 .00 3.72 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- JUNCT STR .0140 .0088 .04 2.66 1.66 .013 .00 .00 BOX I I I I I I I I I I I I I 10338.000 1523.080 2.608 1525.688 404.00 15.49 3.73 1529.41 .00 3.70 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 1.640 .0144 .0089 .01 2.61 1.69 2.21 .013 .00 .00 BOX I I I I I I I I I I I I I 10339.640 1523.104 2.613 1525.717 404.00 15.46 3.71 1529.43 .00 3.70 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 34.360 .0144 .0083 .29 2.61 1.69 2.21 .013 .00 .00 BOX I I I I I I I I I I I I I 10374.000 1523.600 2.741 1526.340 404.00 14.74 3.37 1529.72 .00 3.70 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- JUNCT STR .0150 .0079 .03 2.74 1.57 .013 .00 .00 BOX I I I I I I I I I I I I I 10378.000 1523.660 2.692 1526.352 401.00 14.89 3.44 1529.80 .00 3.68 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - i - - I - 1- 112.000 .0075 .0083 .93 2.69 1.60 2.76 .013 .00 .00 BOX I I I I I I I I I I I 1 1 10490.000 1524.500 2.638 1527.138 401.00 15.20 3.59 1530.73 .00 3.68 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- JUNCT STR .0150 .0087 .03 2.64 1.65 .013 .00 .00 BOX 05/08/02 H -25 'A E" I r' I -I VA gym. � VA F -1 U A r " 1 1 1 Im Im Ir `� FILE: lOx5.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3 -21 -2002 Time: 2:25:27 SUMMIT AVE SD EXISTING 10X5 RCB Q100 HYDRAULICS 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.1 Elev I Depth I Width IDia. -FTior I.D.1 ZL IPrs /Pip -I- L /Elem ICh - I- Slope I - I- I -I- I -I I -I- - I- SF Avel -i- HF ISE - I - DpthlFroude - I- NINorm - I- Dp -I- I "N" -I- I X -Fall) -I ZR IType Ch I I 10494.000 I 1524.560 2.591 I I 1527.151 398.00 15.36 I 3.66 - i - I 1530.81 I .00 3.66 I 10.00 I 5.000 I I 10.000 .00 I 0 .0 - I - 38.270 - I - .0126 - I - - I - - I - - I - .0084 - I - .32 - I - 2.59 - I - 1.68 - I - 2.29 - I - .013 - I - .00 .00 1 BOX I 10532.270 I 1525.043 2.686 I I 1527.729 I 398.00 14.82 I 3.41 - I - I 1531.14 I .00 - I - 3.66 I 10.00 I 5.000 I I 10.000 .00 I 0 .0 - I - 34.775 - I - .0126 - I - - I - - I - - I - .0075 - I - .26 2.69 - I - 1.59 - I - 2.29 - I - .013 - I - .00 .00 1- BOX I 10567.040 I 1525.481 2.817 I I 1528.299 I 398.00 14.13 I 3.10 I 1531.40 I .00 3.66 I 10.00 I 5.000 I I 10.000 .00 I 0 .0 - I - 23.675 - I - .0126 - I - - I - - I - - I - - I - .0065 - I - .15 - I - 2.82 - I - 1.48 - I - 2.29 - I - .013 - I - .00 .00 1 BOX I 10590.720 I 1525.780 2.955 I I 1528.735 I 398.00 13.47 I 2.82 I 1531.55 I .00 3.66 I 10.00 I 5.000 I I 10.000 .00 I 0 .0 - I - 16.177 - I - .0126 - I - - I - - I - - I - - I - .0057 - I - .09 - I - 2.95 - I - 1.38 - I - 2.29 - I - .013 - I - .00 .00 1- BOX I 10606.900 1525.984 I 3.099 I I 1529.083 I 398.00 12.84 I 2.56 I 1531.64 I .00 3.66 I 10.00 I 5.000 I I 10.000 .00 I 0 .0 - I - 10.684 - I - .0126 - I - - I - - I - - I - - I - .0050 - I - .05 - I - 3.10 - I - 1.29 - I - 2.29 - I - .013 - I - .00 .00 1- BOX I 10617.580 1526.119 I 3.250 I I 1529.369 I 398.00 12.24 I 2.33 I 1531.70 I .00 3.66 I 10.00 I 5.000 I I 10.000 .00 I 0 .0 - I - 6.420 - I - .0126 - I - - I - - I - - I - - I - .0044 - I - .03 - I - 3.25 - I - 1.20 - I - 2.29 - I - .013 - I - .00 .00 1 BOX 10624.000 I 1526.200 I 3.409 I I 1529.609 I 398.00 11.68 I 2.12 I 1531.73 I .00 3.66 I 10.00 I 5.000 I I 10.000 .00 I 0 .0 - I - JUNCT STR - I - .0125 - I - - I - - I - - I - - I - .0060 - I - .02 - I - 3.41 - I - 1.11 - I - - I - .013 - I - .00 .00 I- BOX 10628.000 I 1526.250 I 2.560 I I 1528.810 369.00 I 14.42 I 3.23 I 1532.04 .00 I 3.48 I 10.00 I 5.000 I 10.000 I .00 I 0 .0 - I - 91.442 - I - .0090 - I - - I - - I - - I - - I - .0075 - I - .68 - I - 2.56 - I - 1.59 2.45 - I - .013 - I - - I - .00 .00 1 BOX 10719.440 I 1527.071 I 2.659 I I 1529.730 369.00 I 13.88 2.99 I I 1532.72 .00 I 3.48 I 10.00 I 5.000 I 10.000 I .00 I 0 J - I - 59.981 - I - .0090 - I - - I - - I - - I - - I - .0066 - I - .40 - I - 2.66 - I - 1.50 2.45 - I - .013 - I - - I - .00 .00 1- BOX 05/08/02 H -26 FILE: lOx5.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3 -21 -2002 Time: 2:25:27 SUMMIT AVE SD EXISTING 10X5 RCB Q100 HYDRAULICS I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 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 -Fall) ZR IType Ch I I I I I I I I I I I I I 10779.420 1527.610 2.789 1530.399 369.00 13.23 2.72 1533.12 .00 3.48 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 34.576 .0090 .0058 .20 2.79 1.40 2.45 .013 .00 .00 BOX I I I I I I I I I I I 1 1 10814.000 1527.920 2.925 1530.845 369.00 12.61 2.47 1533.32 .00 3.48 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- JUNCT STR .0100 .0080 .03 2.93 1.30 .013 .00 .00 BOX I I I I I I I I I I I I I 10818.000 1527.960 2.136 1530.096 329.00 15.40 3.68 1533.78 .00 3.23 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 11.753 .0083 .0107 .13 2.14 1.86 2.32 .013 .00 .00 BOX I I I I I I I I I I I 1 1 10829.750 1528.057 2.125 1530.182 329.00 15.48 3.72 1533.90 .00 3.23 10.00 5.000 10.000 .00 0 .0 - I - - I - - i - - I - - I - - I - - i - - I - - I - - I - - I - - I - - I - 1- 82.814 .0083 .0116 .96 2.12 1.87 2.32 .013 .00 .00 BOX I I I I I I I I I I I I I 10912.570 1528.743 2.026 1530.769 329.00 16.24 4.10 1534.86 .00 3.23 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1 62.433 .0083 .0133 .83 2.03 2.01 2.32 .013 .00 .00 BOX I I I I I I I I I I I I I 10975.000 1529.260 1.932 1531.192 329.00 17.03 4.50 1535.70 .00 3.23 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 170.000 .0150 .0135 2.30 1.93 2.16 1.90 .013 .00 .00 BOX I I I I I I I I I I I I I 11145.000 1531.810 2.005 1533.815 329.00 16.41 4.18 1537.99 .00 3.23 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- JUNCT STR .0150 .0139 .06 2.01 2.04 .013 .00 .00 BOX I I I I I I I I I I I I I 11149.000 1531.870 1.790 1533.660 301.00 16.82 4.39 1538.05 .00 3.04 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 306.000 .0150 .0146 4.48 1.79 2.22 1.79 .013 .00 .00 BOX I I I I I I I I I I I I I 11455.000 1536.460 1.818 1538.278 301.00 16.56 4.26 1542.54 .00 3.04 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I- - I - - I - - I - - I - - I - - I - - I - - I - I- JUNCT STR .0150 .0147 .06 1.82 2.16 .013 .00 .00 BOX 05/08/02 H -27 FILE: lOx5.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 5 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3 -21 -2002 Time: 2:25:27 SUMMIT AVE SD EXISTING 10X5 RCB Q100 HYDRAULICS I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia. -FTlor I.D.1 ZL IPrs /Pip -I- L /Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X -Fa111 -I ZR IType Ch I 11459.000 I 1536.520 I 1.749 I 1538.269 I 292.00 16.69 I 4.33 I 1542.60 .00 I I 2.98 10.00 I I 5.000 I 10.000 .00 I 0 .0 - I - 6.609 - I - .0151 - I - - I - - I - - I - - i - .0151 - I - .10 - I - 1.75 - I - 2.22 - I - 1.75 - I - .013 - I - .00 .00 1 BOX I 11465.610 I 1536.620 1.749 I I 1538.369 I 292.00 16.69 - I - I 4.33 I 1542.70 .00 - I - I 2.98 I 10.00 - I - I I 5.000 I 10.000 - I - .00 I 0 .0 - I - 307.391 - I - .0151 - I - - I - - I - - I - .0145 - I - 4.45 1.75 - I - 2.22 1.75 - I - .013 .00 .00 1- BOX I 11773.000 I 1541.260 1.801 I I 1543.061 I 292.00 16.21 I 4.08 I 1547.14 .00 I 2.98 I 10.00 I I 5.000 I 10.000 .00 I 0 .0 - I - 96.227 - I - .0150 - I - - I - - I - - I - - I - .0133 - I - 1.28 - I - 1.80 - I - 2.13 - I - 1.75 - I - .013 - I - .00 .00 1 BOX I 11869.230 I 1542.705 1.851 I I 1544.555 I 292.00 15.78 3.87 I I 1548.42 .00 I 2.98 I 10.00 I I 5.000 I 10.000 .00 I 0 .0 - I - 84.415 - I - .0150 - I - - I - - I - - I - - I - .0119 - I - 1.01 - I - 1.85 - I - 2.04 - I - 1.75 - I - .013 - I - .00 .00 1- BOX I 11953.640 1543.972 I 1.941 I I 1545.913 I 292.00 15.04 3.51 I I 1549.43 .00 I 2.98 I 10.00 I I 5.000 I 10.000 .00 I 0 .0 - I - 48.212 - I - .0150 - I - - I - - I - - I - - I - .0104 - I - .50 - I - 1.94 - I - 1.90 - I - 1.75 - I - .013 - I - .00 .00 1- BOX 12001.850 I 1544.696 I 2.036 I I 1546.732 I 292.00 14.34 3.20 I I 1549.93 .00 I 2.98 I 10.00 I I 5.000 I 10.000 .00 I 0 .0 - I - 31.750 - I - .0150 - I - - I - - I - - I - - I - .0090 - I - .29 - I - 2.04 - I - 1.77 - I - 1.75 - I - .013 - I - .00 .00 1- BOX 12033.600 I 1545.173 I 2.135 I I 1547.308 I 292.00 13.68 2.90 I I 1550.21 .00 I 2.98 I 10.00 I I 5.000 I 10.000 .00 I 0 .0 - I - 22.223 - I - .0150 - I - - I - - I - - 1 - - I - .0078 - I - .17 - I - 2.13 - I - 1.65 - I - 1.75 - I - .013 - I - .00 .00 1- BOX 12055.830 I 1545.507 I 2.239 I I 1547.746 I 292.00 13.04 2.64 I I 1550.39 .00 - I - I 2.98 I 10.00 I I 5.000 - I - - I - I 10.000 - I - .00 I 0 .0 - I - 15.928 - I - .0150 - I - - I - - I - - I - - I - .0068 - I - .11 2.24 - i - 1.54 1.75 .013 .00 .00 1 BOX 12071.750 I 1545.746 I 2.348 I I 1548.094 292.00 I 12.43 2.40 I I 1550.49 .00 I 2.98 I 10.00 I I 5.000 - I - - I - I 10.000 .00 I 0 .0 - I - 11.397 - I - .0150 - I - - I - - I - - I - - I - .0059 - I - .07 - I - 2.35 - I - 1.43 1.75 .013 - I - .00 .00 1- BOX 05/08/02 H -28 FILE: lOx5.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 6 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 3 -21 -2002 Time: 2:25:27 SUMMIT AVE SD EXISTING 10X5 RCB Q100 HYDRAULICS I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip -I- - I - - I - - I- - I- - I - - I - -I- -I- -I- -I- - I - -I- -I L /Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR IType Ch I I I I I I I I I I I I I 12083.150 1545.917 2.463 1548.380 292.00 11.86 2.18 1550.56 .00 2.98 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 7.934 .0150 .0052 .04 2.46 1.33 1.75 .013 .00 .00 BOX I I I I I I I I I I I I I 12091.080 1546.036 2.583 1548.619 292.00 11.30 1.98 1550.60 .00 2.98 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 5.161 .0150 .0045 .02 2.58 1.24 1.75 .013 .00 .00 BOX I I I I I I I I I I I I I 12096.250 1546.114 2.709 1546.823 292.00 10.78 1.80 1550.63 .00 2.98 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 2.660 .0150 .0039 .01 2.71 1.15 1.75 .013 .00 .00 BOX I I I I I I I I I I I I I 12099.110 1546.157 2.842 1548.998 292.00 10.28 1.64 1550.64 .00 2.98 10.00 5.000 10.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- .895 .0150 .0034 .00 2.84 1.07 1.75 .013 .00 .00 BOX I I I I I I I I I I I I t 12100.000 1546.170 2.981 1549.151 292.00 9.79 1.49 1550.64 .00 2.98 10.00 5.000 10.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 05/08/02 H -29 FILE: P: \126- 1466 \Drainage \B.WSW W S P G W - EDIT LISTING - Version 14.04 Date: 6 -13 -2002 Time: 7: 0:22 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 4.400 19.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS COMMERCIAL SITE HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LATERAL B 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 7.330 1502.630 1 1506.500 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 20.370 1505.920 1 .013 23.100 - 32.343 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 21.880 1506.300 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 21.880 1506.300 2 .500 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 21.880 1506.300 2 1506.300 06/13/02 H -30 FILE: P: \126- 1466 \Drainage \B.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -13 -2002 Time: 7: 0:24 SUMMIT HEIGHTS COMMERCIAL SITE Q100 FINAL HYDRAULICS LATERAL B +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev f (FT) I Elev I (CFS) I (FPS) Head I Grd.El.f 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- DpthfFroude -i- NINorm -I- Dp -I- I "N" -I- I X -Fall) -I ZR IType Ch I I 7.330 1502.630 3.870 I I 1506.500 I 8.70 2.77 i .12 I 1506.62 I .00 I 1.05 .00 I 2.000 I I .000 .00 I 1 .0 - I - 7.499 - I - .2523 - I - - I - - I - - I - - I - .0015 - I - .01 - I - .00 - I - .00 - I - .37 - I - .013 - I - .00 .00 1- PIPE I 14.829 I 1504.522 2.000 I I 1506.522 I 8.70 2.77 I .12 I 1506.64 I 2.00 I 1.05 .00 I 2.000 I I .000 .00 I 1 .0 - I - .505 - I - .2523 - I - - I - - I - - I - - I - .0014 - I - .00 - I - 2.00 - I - .00 - I - .37 - I - .013 - I - .00 .00 1- PIPE I 15.333 I 1504.649 1.866 I I 1506.516 I 8.70 2.85 I .13 I 1506.64 I .01 I 1.05 1.00 I 2.000 I I .000 .00 f 1 .0 HYDRAULIC JUMP I 15.333 I 1504.649 .551 I I 1505.201 I 8.70 12.36 I 2.37 I 1507.57 I .37 1.05 I 1.79 I 2.000 I I .000 .00 I 1 .0 - I - .967 - I - .2523 - f - - I - - I - - I - - I - .0504 - I - .05 - I - .92 - I - 3.47 - I - .37 - I - .013 - I - .00 .00 1- PIPE I 16.301 1504.893 I .570 I I 1505.464 I 8.70 11.78 I 2.16 I 1507.62 I .34 1.05 I 1.81 I 2.000 I I .000 .00 I 1 .0 - i - .845 - I - .2523 - I - - I - - I - - I - - I - .0441 - I - .04 - I - .91 - I - 3.25 - I - .37 - I - .013 - I - .00 .00 1- PIPE I 17.146 1505.107 I .590 I I 1505.697 I 8.70 11.23 1.96 I I 1507.66 I .31 1.05 I 1.82 I 2.000 I I .000 .00 I 1 .0 - i - .740 - I - .2523 - I - - I - - I - - I - - I - .0386 - I - .03 - I - .90 - I - 3.04 - I - .37 - I - .013 - I - .00 .00 1- PIPE 17.886 I 1505.293 I .610 I I 1505.903 I 8.70 10.71 1.78 I I 1507.68 I .28 1.05 I 1.84 I 2.000 I I .000 .00 I 1 .0 -I- .640 -I- .2523 -I- -I - I- -I- -I- .0338 -I .02 -I- .89 -I- 2.84 -I- .37 -I- .013 -I- .00 .00 1- PIPE 18.526 I 1505.455 I .632 I I 1506.087 I 8.70 10.21 1.62 I I 1507.71 I .26 1.05 I 1.86 I 2.000 I I .000 .00 I 1 .0 - I - .562 - I - .2523 - I - - I - - I - - I - - I - .0296 - I - .02 - I - .89 - I - 2.66 - I - .37 - I - .013 - I - .00 .00 1- PIPE 19.088 I 1505.597 I .654 I I 1506.251 I 8.70 9.74 1.47 I 1507.72 I .24 I 1.05 -I- I 1.88 -I- I 2.000 -I- I I .000 .00 I 1 .0 -I- .490 -I- .2523 -I- -I- -I- -I- -I- .0259 -I- .01 -I- .89 2.49 .37 .013 -I- .00 .00 1- PIPE 06/13/02 H -31 FILE: P: \126- 1466 \Drainage \B.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -13 -2002 Time: 7: 0:24 SUMMIT HEIGHTS COMMERCIAL SITE Q100 FINAL HYDRAULICS +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ LATERAL B + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.1 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 Dp -I- -I- I "N" -I- I X -Fall) -I ZR IType Ch 19.578 - I - I I 1505.720 - I - I .677 - I - I 1506.397 - I - I 8.70 9.28 I 1.34 I 1507.74 I .22 1.05 I 1.89 I 2.000 I I .000 .00 I 1 .0 .425 .2523 - I - - I - - I - .0227 - I - .01 - I - .90 - I - 2.33 .37 - I - - I - .013 - I - .00 .00 1- PIPE 20.004 I I 1505.828 I .701 I 1506.529 I 8.70 8.85 I 1.22 I 1507.75 I .20 1.05 I 1.91 I 2.000 I I .000 .00 I 1 .0 -I- .366 -i- .2523 -I- -I- -I- -I- -I- .0199 -I- .01 -I- .90 -I- 2.17 .37 -I- -I- .013 -I- .00 .00 1- PIPE 20.370 I I 1505.920 I .727 I 1506.646 I 8.70 8.44 I 1.11 I 1507.75 I .00 1.05 I 1.92 I 2.000 I I .000 .00 I 1 .0 - I - .049 - I - .2517 - I - - I - - I - - I - - I - .0184 - I - .00 - I - .73 - I - 2.03 .37 - I - - I - .013 - I - .00 .00 1- PIPE 20.419 I I 1505.932 .730 I I 1506.662 I 8.70 8.38 I 1.09 I 1507.75 I .00 1.05 I 1.93 I 2.000 I .000 I .00 1 1 .0 - I - .312 - I - .2517 - I - - I - - I - - I - - I - .0171 - I - .01 - I - .73 - I - 2.01 .37 - I - - I - .013 - I - .00 .00 1- PIPE 20.731 I I 1506.011 .756 I I 1506.767 I 8.70 7.99 I .99 I 1507.76 I .00 1.05 I 1.94 I 2.000 I .000 I .00 I 1 .0 - I - .267 - I - .2517 - I - - I - - I - - I - - I - .0150 - I - .00 - I - .76 - I - 1.88 .37 - I - - I - .013 - 1 - .00 .00 1- PIPE 20.997 I 1506.078 I .783 I I 1506.861 I 8.70 7.62 I .90 I 1507.76 I .00 1.05 I 1.95 I 2.000 I .000 I .00 I 1 .0 - I - .222 - I - .2517 - I - - I - - I - - I - - I - .0132 - I - .00 - I - .78 - I - 1.75 .37 - I - - I - .013 - I - .00 .00 1- PIPE 21.219 I 1506.134 I .812 I i 1506.946 I 8.70 7.26 I .82 I 1507.76 .00 I 1.05 I 1.96 I 2.000 t .000 I .00 I 1 .0 - I - .185 - I - .2517 - I - - I - - I - - I - - I - .0116 - I - .00 - I - .81 - I - 1.64 .37 - I - - I - .013 - I - .00 .00 1- PIPE 21.404 I 1506.180 I .842 I I 1507.022 I 8.70 6.92 I .74 I 1507.77 .00 - I - I 1.05 I 1.97 I 2.000 - I - I .000 I .00 I 1 .0 - I - .152 - I - .2517 - I - - I - - I - - I - - I - .0102 - I - .00 .84 - I - 1.53 .37 - I - .013 - I - .00 .00 1- PIPE 21.556 I 1506.219 i .873 I I 1507.092 8.70 I 6.60 I .68 I 1507.77 .00 I 1.05 I 1.98 I 2.000 I .000 I .00 I 1 .0 -I- .122 -I- .2517 -I- -I- -I- -I- -I- .0089 -I- .00 -I- .87 -I- 1.43 .37 -I- -I- .013 -I- .00 .00 1- PIPE 06/13/02 H -32 FILE: P: \126- 1466 \Drainage \B.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 6 -13 -2002 Time: 7: 0:24 SUMMIT HEIGHTS COMMERCIAL SITE Q100 FINAL HYDRAULICS LATERAL B I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIF10W 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- I Width -I- IDia. -FTlor -I- I.D.1 -I- ZL -I IPrs /Pip -I- L /Elem ICh -I- Slope I -I- -I- I I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude NINorm Dp I "N" I X -Fall1 ZR IType Ch I I I I I I I 21.678 I 1506.249 I I .905 1507.154 I 8.70 6.30 I .62 I 1507.77 - I - .00 - I - 1.05 - I - 1.99 - I - 2.000 - I - .000 - I - .00 1 .0 1 - I - .090 - I - .2517 - I - - I - - I - - I - - I - .0078 .00 .91 1.33 .37 .013 I .00 I .00 PIPE I I 21.768 1 1506.272 I I .939 1507.211 I 8.70 6.00 I .56 I 1507.77 - I - .00 - I - I 1.05 - I - I 2.00 - I - I 2.000 - I - .000 - I - .00 1 .0 1- - I - .065 - I - .2517 - I - - I - - I - - I - - I - .0069 .00 .94 1.24 .37 .013 I .00 I .00 PIPE I I 21.833 I 1506.288 I I .974 1507.262 I 8.70 5.72 I .51 I 1507.77 .00 - I - I 1.05 - I - I 2.00 - I - I 2.000 - I - .000 - I - .00 1 .0 1- - I - .038 - I - .2517 - I - - I - - I - - I - - I - .0061 - I - .00 .97 1.16 .37 I .013 I I .00 I .00 PIPE i I 21.870 I 1506.298 I I 1.011 1507.309 I 8.70 5.46 I .46 I 1507.77 - I - .00 - I - I 1.05 - I - 2.00 2.000 - I - - I - .000 - I - .00 1 .0 1- - I - .010 - I - .2517 - I - - I - - I - - I - - I - .0053 .00 1.01 1.08 .37 .013 I .00 I .00 I PIPE I 21.880 I I 1506.300 I I 1.052 1507.352 8.70 I 5.20 I .42 I 1507.77 .00 I 1.05 I 2.00 2.000 .000 .00 1 .0 WALL ENTRANCE I I I I I 21.880 -I- i I 1506.300 -I- I I 1.670 1507.970 -I- -I- 8.70 -I- I .27 -I- .00 -I- I I 1507.97 -I- .00 -I- I .19 -I- 19.00 4.400 -I- -I- 19.000 -I- .00 0 .0 I- 06/13/02 H -33 FILE: P: \126- 1466 \Drainage \G.WSW W S P G W - EDIT LISTING - Version 14.04 Date: 4 -22 -2002 Time: 8:23: 6 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 4.200 21.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS COMMERCIAL SITE HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LATERAL G 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 7.790 1512.030 1 1516.400 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 12.830 1513.030 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 30.500 1516.550 1 .013 22.498 - 45.000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 36.750 1518.000 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 36.750 1518.000 2 .500 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 36.750 1518.000 2 1518.000 05/13/02 H -34 05/13/02 H -35 FILE: P: \126- 1466 \Drainage \G.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 4 -22 -2002 Time: 8:23: 9 SUMMIT HEIGHTS COMMERCIAL SITE Q100 FINAL HYDRAULICS LATERAL G I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticalIFIow ToplHeight /IBase Wtl 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- I.D.I - I - ZL -I IPrs /Pip - I- -I- L /Elem ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE DpthlFroude NINorm Dp I "N" I X -Falll ZR IType Ch I I I I I I 7.790 I 1512.030 I 4.370 I 1516.400 I 9.40 2.99 I .14 I 1516.54 I .00 - I - 1.10 - I - .00 - I - 2.000 - I - .000 - I - .00 1 1- .0 - I - 5.040 - I - .1984 - I - - I - - I - - I - - I - .0017 - I - .01 4.37 .00 .41 .013 .00 I I .00 PIPE I I 12.830 I 1513.030 I 3.379 I 1516.409 i 9.40 2.99 .14 - I - I I 1516.55 - I - I .00 - I - I 1.10 - I - .00 - I - I 2.000 - I - .000 - I - .00 1 1- .0 - I - 5.946 - i - .1992 - I - - I - - I - - I - .0017 .01 .00 .00 .41 .013 I .00 I I .00 PIPE I I 18.776 I 1514.214 I 2.214 I 1516.428 I 9.40 2.99 .14 I I 1516.57 I .00 I 1.10 .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP I I I I 18.776 I 1514.214 .491 I I 1514.706 I 9.40 15.70 3.83 I I 1518.53 I .59 I 1.10 - I - 1.72 - I - I 2.000 - I - .000 - I - .00 1 1- .0 - I - 2.043 - I - .1992 - I - - I - - I - - I - - I - .0944 - I - .19 - I - 1.08 4.69 .41 .013 .00 I I .00 PIPE I I 20.819 i 1514.622 .502 I 1515.124 I I 9.40 15.19 3.58 I I 1518.70 I .55 - I - I 1.10 - I - 1.73 I 2.000 - I - - I - .000 - I - .00 1 1- .0 - I - 2.677 - I - .1992 - I - - I - - I - - I - - I - .0843 - I - .23 1.05 4.48 .41 .013 .00 I I .00 PIPE I I 23.496 I 1515.155 .520 I 1515.675 I I 9.40 14.48 3.26 I I 1518.93 i .51 I 1.10 1.75 I 2.000 .000 .00 1 .0 2.216 .1992 .0738 .16 1.03 4.19 .41 .013 .00 I I .00 PIPE I I 25.712 I 1515.596 .538 I 1516.134 I 9.40 I 13.80 2.96 I I 1519.09 I .47 - I - I 1.10 - I - 1.77 I 2.000 - I - - I - .000 - I - .00 1 1- .0 - I - 1.864 - I - .1992 - I - - I - - I - - I - - I - .0645 - I - .12 1.00 3.93 .41 .013 .00 I I .00 PIPE I I 27.576 I 1515.968 .556 I 1516.524 I 9.40 I 13.16 2.69 I I 1519.21 I .43 - I - I 1.10 - I - 1.79 I 2.000 - I - - I - .000 - I - .00 1 1- .0 - I - 1.573 - I - .1992 - I - - I - - I - - I - - I - .0565 - I - .09 .98 3.67 .41 .013 .00 I .00 PIPE I I 29.149 I 1516.281 .576 I 1516.857 I 9.40 I 12.55 2.45 I I 1519.30 I .39 I 1.10 - I - 1.81 I 2.000 - i - - I - I .000 - I - .00 1 1- .0 - I - 1.351 - I - .1992 - I - - I - - I - - I - - I - .0495 - I - .07 - I - .97 3.44 .41 .013 .00 .00 PIPE 05/13/02 H -35 FILE: P: \126 - 1466 \Drainage \G.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 4 -22 -2002 Time: 8:23: 9 SUMMIT HEIGHTS COMMERCIAL SITE Q100 FINAL HYDRAULICS LATERAL G 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 (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.1 ZL IPrs /Pip L /Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm -I- Dp - I- I "N" -I- I X -Fall) -I ZR IType Ch I I I 30.500 - I - I 1516.550 - I - I .596 - I - 1517.146 - I - 9.40 - I - 11.97 - I - I 2.22 I 1519.37 I .00 I 1.10 1.83 I 2.000 I I .000 .00 I 1 .0 .882 .2320 - I - .0435 - I - .04 - I - .60 - 1 - 3.22 - I - .40 - I - .013 - I - .00 .00 1- PIPE I 31.382 - I - I 1516.755 - i - I .615 - I - I 1517.370 - I - I 9.40 - I - 11.45 - I - I 2.04 - I - I 1519.41 I .00 I 1.10 1.85 I 2.000 I I .000 .00 I 1 .0 .848 .2320 .0383 - I - .03 - I - .62 - I - 3.03 - I - .40 - I - .013 - I - .00 .00 1- PIPE I 32.230 I 1516.951 - I - I .636 I 1517.587 I 9.40 10.92 I 1.85 I 1519.44 I .00 I 1.10 1.86 I 2.000 I I .000 .00 I 1 .0 - I - .732 .2320 - I - - I - - I - - I - - I - .0335 - I - .02 - I - .64 - I - 2.83 - I - .40 - I - .013 - I - .00 .00 1- PIPE I 32.962 - I - I 1517.121 I .659 I 1517.780 I 9.40 10.41 I 1.68 I 1519.46 I .00 1.10 I 1.88 I 2.000 I I .000 .00 I 1 .0 .642 - I - .2320 - I - - I - - I - - I - - I - .0294 - I - .02 - I - .66 - I - 2.65 - I - .40 - I - .013 - I - .00 .00 1- PIPE I 33.604 1517.270 I .682 I I 1517.952 I 9.40 9.93 1.53 1 I 1519.48 .00 I 1.10 I 1.90 I 2.000 I I .000 .00 I 1 .0 - I - .558 - I - .2320 - I - - I - - I - - I - - I - .0257 - I - .01 - I - .68 - I - 2.48 - I - .40 - I - .013 - I - .00 .00 1- PIPE I 34.162 1517.400 I .706 I I 1518.106 I 9.40 9.47 1.39 I I 1519.50 .00 I 1.10 I 1.91 I 2.000 I I .000 .00 I 1 .0 - I - .480 - I - .2320 - I - - I - - I - - I - - I - .0226 - I - .01 - I - .71 - I - 2.31 - I - .40 - I - .013 - I - .00 .00 1- PIPE 34.642 I 1517.511 I .732 I I 1518.243 I 9.40 9.02 1.26 I I 1519.51 .00 I 1.10 I 1.93 I 2.000 I I .000 .00 I 1 C - I - .419 - I - .2320 - I - - t - - I - - I - - I - .0198 - I - .01 - I - .73 - I - 2.16 - I - .40 - I - .013 - I - .00 .00 1- PIPE 35.061 I 1517.608 I .758 I 1518.366 I I 9.40 8.60 1.15 I I 1519.52 .00 I 1.10 I 1.94 I 2.000 I I .000 .00 I 1 .0 - I - .361 - I - .2320 - I - - I - - I - - I - - I - .0174 - I - .01 - I - .76 - I - 2.02 - I - .40 - I - .013 - I - .00 .00 1- PIPE 35.422 i 1517.692 I .785 I 1518.477 I I 9.40 8.20 1.05 I I 1519.52 .00 I 1.10 I 1.95 I 2.000 I I .000 .00 I 1 .0 - I - .305 - I - .2320 - I - - I - - I - - I - - I - .0152 - I - .00 - I - .79 - I - 1.89 - i - .40 - I - .013 - I - .00 .00 1- PIPE 05/13/02 H -36 FILE: P: \126 - 1466 \Drainage \G.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 4 -22 -2002 Time: 8:23: 9 SUMMIT HEIGHTS COMMERCIAL SITE Q100 FINAL HYDRAULICS LATERAL G 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 Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip L /Elem ICh 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 -Fall) -I ZR IType Ch I I I i I 35.727 - I - 1517.763 - I - .814 - I - 1518.577 - I - 9.40 - I - 7.82 - I - I .95 - I - I 1519.53 .00 I 1.10 I 1.97 I 2.000 I I .000 .00 1 1 .0 .258 .2320 .0134 - I - .00 - I - .81 - I - 1.76 .40 - I - - I - .013 - I - .00 .00 1- PIPE 35.985 - I - I I 1517.823 - I - I .844 I 1518.667 - I - I 9.40 7.46 I .86 I 1519.53 .00 I 1.10 I 1.98 I 2.000 I I .000 .00 I 1 .0 .216 .2320 - I - - I - - I - - I - .0117 - I - .00 - I - .84 - I - 1.65 .40 - I - - I - .013 - I - .00 .00 1- PIPE 36.201 I I 1517.873 - I - I .875 i 1518.748 - I - I 9.40 7.11 I .79 I 1519.53 .00 I 1.10 I 1.98 I 2.000 I I .000 .00 I 1 .0 - I - .178 .2320 - I - - I - - I - - I - .0103 - I - .00 - I - .88 - I - 1.54 .40 - I - - I - .013 - I - .00 .00 1- PIPE 36.378 I I 1517.914 I .907 I 1518.821 I 9.40 6.78 I .71 I 1519.53 .00 I 1.10 I 1.99 I 2.000 I I .000 .00 I 1 .0 - I - .139 - I - .2320 - I - - I - - I - - I - - I - .0091 - I - .00 - I - .91 - I - 1.43 .40 - I - - I - .013 - I - .00 .00 1- PIPE 36.517 I I 1517.946 I .941 I 1518.887 I 9.40 6.46 I .65 I 1519.54 .00 I 1.10 I 2.00 I 2.000 I I .000 .00 I 1 .0 - I - .103 - I - .2320 - I - - I - - I - - I - - I - .0080 - I - .00 - I - .94 - I - 1.34 .40 - I - - I - .013 - I - .00 .00 1- PIPE 36.620 I I 1517.970 .977 I I 1518.947 I 9.40 6.16 I .59 I 1519.54 .00 I 1.10 I 2.00 I 2.000 I I .000 .00 I 1 .0 - I - .074 - I - .2320 - I - - I - - I - - I - - I - .0070 - I - .00 - I - .98 - I - 1.24 .40 - I - - I - .013 - I - .00 .00 1- PIPE 36.693 - I - I 1517.987 I 1.014 I I 1519.001 - I - I 9.40 - I - 5.88 I .54 I 1519.54 .00 I 1.10 I 2.00 I 2.000 I I .000 .00 I 1 .0 .043 - I - .2320 - I - - I - - I - .0062 - I - .00 - I - 1.01 - I - 1.16 .40 - I - - I - .013 - I - .00 .00 1- PIPE 36.737 I 1517.997 I 1.053 I I 1519.050 I 9.40 5.60 I .49 I 1519.54 .00 I 1.10 I 2.00 I 2.000 I I .000 .00 I 1 .0 - I - .013 - I - .2320 - I - - I - - I - - I - - I - .0055 - I - .00 - I - 1.05 - I - 1.08 .40 - I - - I - .013 - I - .00 .00 1- PIPE 36.750 I 1518.000 I 1.095 I I 1519.095 I 9.40 5.34 .44 I I 1519.54 .00 I 1.10 I 1.99 I 2.000 I I .000 .00 I 1 .0 WALL ENTRANCE 05/13/02 H -37 FILE: P: \126- 1966 \Drainage \G.WSW W S P G W- CIVILDESIGN Version 19.04 PAGE 9 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 9 -22 -2002 Time: 8:23: 9 SUMMIT HEIGHTS COMMERCIAL SITE Q100 FINAL HYDRAULICS LATERAL G +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ 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 -Falls ZR IType Ch I I I I I I I I I I I I I 36.750 1518.000 1.750 1519.750 9.90 .26 .00 1519.75 .00 .18 21.00 9.200 21.000 .00 0 .0 -I- - I- -I- -I -I- -I -I -I- -I- -I- - I- - I - -I- 05/13/02 H-38 a :j l F 1 F =., .I ['71 U' l VA U..�. � 9 VA V1 71 FILE: P: \126- 1466 \Drainage \L.WSW W S P G W - EDIT LISTING - Version 14.04 Date: 4 -22 -2002 Time: 8:24: 1 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE I 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 4.600 14.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS COMMERCIAL SITE HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LATERAL L 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 7.490 1531.490 1 1530.400 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 22.470 1534.980 1 .013 22.504 - 38.140 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 25.550 1535.700 1 .013 .000 .000 .000 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 25.550 1535.700 2 .500 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 25.550 1535.700 2 1535.700 05/13/02 H -39 FILE: P: \126- 1466 \Drainage \L.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 4 -22 -2002 Time: 8:24: 4 SUMMIT HEIGHTS COMMERCIAL SITE Q100 FINAL HYDRAULICS LATERAL L I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I -I- Depth -I- I Width IDia. -FTIor I.D.1 -I- -I- -I- ZL -I IPrs /Pip -I- L /Elem [Ch -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 IType Ch I I I I I I 7.490 I 1531.490 I .342 I 1531.832 I 5.40 15.14 I 3.56 I 1535.39 I .48 - I - .82 - I - 1.51 2.000 - I - - I - .000 - i - .00 1 1- .0 - I - 1.935 - I - .2330 - I - - i - - I - - I - - I - .1358 - I - .26 .82 5.48 .30 .013 .00 I I .00 PIPE I I 9.425 I 1531.941 I .348 I 1532.289 I 5.40 14.72 I 3.37 I 1535.66 I .45 -I- .82 -I- I 1.52 I 2.000 -I- -I- .000 -I- .00 1 1- .0 -I 2.653 -I- .2330 -I- -I- -I- -I- -I- .1222 -I- .32 .80 5.28 .30 .013 .00 I I .00 PIPE I I 12.078 I 1532.559 I .360 I 1532.919 I 5.40 14.04 I 3.06 I 1535.98 - I - I .42 - I - .82 - I - I 1.54 I 2.000 - I - - I - .000 - I - .00 1 1- .0 - I - 2.109 - I - .2330 - I - - I - - I - - I - - I - .1067 .23 .78 4.95 .30 .013 .00 I I .00 PIPE I I 14.187 I 1533.050 .372 I I 1533.422 I 5.40 13.39 I 2.78 I 1536.20 .38 - I - I .82 - I - I 1.56 I 2.000 - I - - I - .000 - I - .00 1 1- .0 - I - 1.723 - i - .2330 - I - - I - - I - - I - - I - .0932 - I - .16 .76 4.63 .30 .013 I .00 I I .00 PIPE I I 15.910 1533.452 I .384 I 1533.836 I I 5.40 12.76 I 2.53 I 1536.36 .35 - I - I .82 - I - I 1.58 2.000 - I - .000 - I - - I - .00 1 1- .0 - I - 1.431 - I - .2330 - I - - I - - I - - I - - I - .0814 - I - .12 .74 4.34 .30 .013 I .00 I I .00 PIPE I 17.341 I 1533.785 I .397 I 1534.182 I I 5.40 12.17 I 2.30 I 1536.48 .33 I .82 I 1.60 2.000 - I - .000 - I - - I - .00 1 1- .0 - I - 1.205 - I - .2330 - I - - I - - I - - I - - I - .0711 - I - .09 - I - .72 - I - 4.07 .30 .013 .00 I .00 I PIPE I 18.546 I 1534.066 I .411 I 1534.477 i 5.40 I 11.60 I 2.09 I 1536.57 .30 I .82 I 1.62 I 2.000 - I - .000 - I - - I - .00 1 1- .0 - I - 1.031 - I - .2330 - I - - I - - I - - I - - I - .0622 - I - .06 - I - .71 - I - 3.81 .30 .013 I .00 I .00 I PIPE I 19.576 I 1534.306 I .425 I 1534.731 I 5.40 I 11.06 1.90 I I 1536.63 .28 -I- I .82 -I- I 1.64 2.000 -I- .000 -I- -I- .00 1 1- .0 -I- .889 -I- .2330 -I- -I- -I- -I- -I- .0543 -I- .05 .70 3.57 .30 .013 .00 I .00 I PIPE I 20.465 I 1534.513 I .439 I 1534.952 I 5.40 I 10.55 1.73 I I 1536.68 .25 - I - I .82 - I - I 1.66 I 2.000 - I - .000 - I - - I - .00 1 1- .0 - I - .766 - I - .2330 - I - - I - - I - - I - - I - .0475 - I - .04 .69 3.34 .30 .013 .00 .00 PIPE 05/13/02 H -40 FILE: P: \126- 1466 \Drainage \L.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 2 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 4 -22 -2002 Time: 8:24: 4 SUMMIT HEIGHTS COMMERCIAL SITE Q100 FINAL HYDRAULICS LATERAL L 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 -I- ZL -I IPrs /Pip -I- -I- L /Elem 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 X -Fall) ZR IType Ch I I I I I I I I 21.231 I 1534.691 I .454 I 1535.145 I 5.40 10.06 1.57 - I - I 1536.72 - I - .23 - I - .82 - I - 1.68 - I - 2.000 - I - .000 - I - .00 1 .0 - I - .662 - I - .2330 - I - - I - - I - - I - .0415 .03 .69 3.13 .30 .013 .00 .00 1- PIPE I 21.893 I 1534.845 .470 I I 1535.316 I 5.40 9.59 I 1.43 I 1536.74 .22 - 1 - I I .82 - I - 1.70 - I - I 2.000 - I - I I .000 - I - .00 I 1 .0 - I - .577 - I - .2330 - I - - I - - I - - I - - I - .0363 - I - .02 .69 2.93 .30 .013 .00 .00 1- PIPE I 22.470 1534.980 I .486 I I 1535.466 I 5.40 9.14 I 1.30 I 1536.76 .00 I I .82 - I - 1.72 - I - I 2.000 - I - I I .000 - I - .00 I 1 .0 - I - .030 - I - .2338 - i - - I - - I - - I - - I - .0338 - I - .00 - I - .49 2.75 .30 .013 .00 .00 1- PIPE I 22.500 1534.987 I .487 I I 1535.474 I 5.40 9.12 I 1.29 I 1536.77 .00 I I .82 - I - 1.72 - I - I 2.000 - I - I I .000 - I - .00 I 1 .0 - I - .501 - I - .2338 - I - - I - - I - - I - - I - .0315 - I - .02 - I - .49 2.74 .30 .013 .00 .00 1- PIPE I 23.001 1535.104 I .503 I I 1535.607 I 5.40 8.70 I 1.17 I 1536.78 .00 I .82 I 1.74 I 2.000 - I - I I .000 - I - .00 I 1 .0 - I - .430 - I - .2338 - I - - I - - I - - I - - I - .0276 - I - .01 - I - .50 - I - 2.56 - I - .30 .013 .00 .00 1- PIPE I 23.431 1535.204 I .521 I 1535.726 I I 5.40 8.29 I 1.07 I 1536.79 .00 I .82 I 1.76 I 2.000 -I- I I .000 -I- .00 I 1 .0 -I- .377 -I- .2338 -I- -I- -I- -I- -I- .0241 -I- .01 -I- .52 -I- 2.40 .30 -I- .013 .00 .00 1- PIPE I 23.808 1535.293 I .539 I 1535.832 I I 5.40 7.90 I .97 I 1536.80 .00 I .82 I 1.77 I 2.000 I .000 -I- -I- I .00 I 1 .0 -I- .330 -I- .2338 -I- -I- -I- -I- -I- .0211 - I- .01 -I- .54 -I- 2.25 .30 -I- .013 .00 .00 1- PIPE I 24.139 1535.370 I .557 I 1535.927 i I 5.40 7.54 I .88 I 1536.81 .00 I .82 I 1.79 I 2.000 I .000 - I - - I - I .00 I 1 1- .0 - I - .280 - I - .2338 - I - - I - - I - - I - - I - .0185 - I - .01 - I - .56 - I - 2.10 .30 - I - .013 .00 .00 PIPE I 24.418 1535.435 1 .577 I 1536.012 I I 5.40 7.19 .80 I I 1536.81 .00 I .82 I 1.81 I 2.000 I .000 - I - - I - I .00 I 1 .0 - I - .243 - I - .2338 - I - - I - - I - - I - - I - .0162 - I - .00 - I - .58 - I - 1.97 .30 - I - .013 .00 .00 1- PIPE 05/13/02 H -41 U l te a:;- :::,.,, V ) i FILE: P: \126- 1466 \Drainage \L.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 3 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 4 -22 -2002 Time: 8:24: 4 SUMMIT HEIGHTS COMMERCIAL SITE Q100 FINAL HYDRAULICS +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ LATERAL L + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor I.D.I ZL IPrs /Pip -I- L /Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I X -I- -Fall) -I ZR IType Ch I I I I I 24.661 I 1535.492 I .597 f 1536.089 I 5.40 6.85 I .73 I 1536.82 .00 .82 1.83 I 2.000 I .000 .00 1 .0 - I - .206 - I - .2338 - I - - I - - I - - I - - I - .0142 - I - .00 - I - .60 - I - 1.84 - I - .30 - I - .013 - I - .00 .00 1- PIPE I 24.867 I 1535.540 I .618 i 1536.158 I 5.40 6.53 I .66 - I - I 1536.82 - I - I .00 - I - .82 - I - I 1.85 - I - I I 2.000 - I - I .000 - I - .00 I 1 .0 - I - .173 - I - .2338 - I - - I - - I - - I - .0124 .00 .62 1.72 .30 .013 .00 .00 1- PIPE I 25.040 I 1535.581 I .640 I 1536.221 I 5.40 6.23 -I- I .60 -I- I 1536.82 -I- I .00 -I- .82 -I- I 1.87 -I- I I 2.000 -I- I .000 -I- .00 I 1 .0 -I- .147 -I- .2338 -I- -I- -I- .0109 .00 .64 1.61 .30 .013 .00 .00 1- PIPE t 25.187 I 1535.615 I .662 I 1536.277 I 5.40 5.94 I .55 I 1536.82 I .00 .82 I 1.88 I I 2.000 I .000 .00 I 1 .0 - I - .115 - I - .2338 - I - - I - - I - - I - - I - .0095 - I - .00 - I - .66 - I - 1.51 - I - .30 - I - .013 - I - .00 .00 1- PIPE 25.302 I I 1535.642 I .686 I 1536.328 I 5.40 5.66 I .50 I 1536.83 .00 I .82 - I - I 1.90 - I - I I 2.000 - I - .000 - I - I .00 I 1 .0 - I - .094 - I - .2338 - I - - I - - I - - I - - I - .0083 - I - .00 - I - .69 1.41 .30 .013 .00 .00 1- PIPE 25.396 I 1535.664 I .710 I I 1536.374 I 5.40 5.40 I .45 I 1536.83 .00 I .82 I 1.91 I I 2.000 .000 I .00 I 1 .0 .071 .2338 .0073 .00 .71 1.32 .30 !"013 .00 .00 PIPE 25.468 I 1535.681 I .735 I I 1536.416 I 5.40 5.15 .41 I I 1536.83 .00 - I - I .82 - I - I 1.93 - I - I I 2.000 - I - .000 - I - I .00 I 1 C - I - .046 - I - .2338 - I - - I - - I - - I - - I - .0064 - I - .00 .74 1.23 .30 .013 .00 .00 1- PIPE 25.514 I 1535.691 I .762 I I 1536.453 I 5.40 4.91 .37 1 1536.83 I .00 I .82 - I - I 1.94 - I - I I 2.000 - I - .000 - I - I .00 I 1 C - I - .031 - I - .2338 - I - - I - - I - - I - - I - .0056 - I - .00 - I - .76 1.15 .30 .013 I .00 .00 I 1- PIPE 25.544 I 1535.699 I .789 I I 1536.488 I 5.40 4.68 .34 I 1536.83 - I - I .00 - I - I .82 - I - I 1.96 - I - I 2.000 - I - .000 - I - .00 I 1 1- C - I - .006 - I - .2338 - I - - I - - I - - I - - I - .0049 .00 .79 1.07 .30 .013 .00 .00 PIPE 05/13/02 H -42 FILE: P: \126- 1466 \Drainage \L.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 4 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 4 -22 -2002 Time: 8:24: 4 SUMMIT HEIGHTS COMMERCIAL SITE Q100 FINAL HYDRAULICS LATERAL L +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + ++ I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 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 -Fa111 ZR IType Ch I I I I I I I I I I I I i 25.550 1535.700 .820 1536.520 5.40 4.45 .31 1536.83 .00 .82 1.97 2.000 .000 .00 1 .0 WALL ENTRANCE I I I I I I I I I I I I I 25.550 1535.700 1.268 1536.968 5.40 .30 .00 1536.97 .00 .17 14.00 4.600 14.000 .00 0 .0 -I- -I- - I - -I- -I- -I- -I- -I- -I- - I - -I- - I- -I- 05/13/02 H -43 FILE: P: \126- 1466 \Drainage \M.WSW W S P G W - EDIT LISTING - Version 14.04 Date: 5- 9 -2002 Time: 1:28: 3 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 5.200 7.000 .000 .000 .00 W S P G W PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - SUMMIT HEIGHTS COMMERCIAL SITE HEADING LINE NO 2 IS - Q100 FINAL HYDRAULICS HEADING LINE NO 3 IS - LATERAL M 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 7.790 1544.290 1 1548.340 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 11.890 1544.680 1 .013 .000 .000 .000 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 29.560 1546.380 1 .013 22.498 - 45.000 .000 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 35.240 1547.210 1 .013 .000 .000 .000 0 ELEMENT NO 5 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 35.240 1547.210 2 .500 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 35.240 1547.210 2 1547.210 05/13/02 H -44 FILE: P: \126- 1466 \Drainage \M.WSW W S P G W- CIVILDESIGN Version 14.04 PAGE 1 Program Package Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5- 9 -2002 Time: 1:28: 6 SUMMIT HEIGHTS COMMERCIAL SITE Q100 FINAL HYDRAULICS LATERAL M I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia. -FTIor -I- I.D.1 -I- ZL -I 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 X -Fall) ZR IType Ch I I I I I I I I 7.790 I 1544.290 I 4.050 I 1548.340 I 15.80 5.03 I .39 1548.73 .00 - I - 1.43 - I - .00 - I - 2.000 - I - .000 - I - .00 1 1- .0 - I - 4.100 - I - .0951 - I - - I - - I - - I - - I - .0049 - I - .02 4.05 .00 .65 .013 .00 I .00 PIPE I I 11.890 I 1544.680 I 3.680 I 1548.360 I 15.80 5.03 I .39 I 1548.75 I .00 - I - 1.43 - I - I .00 - I - I I 2.000 - I - .000 - I - .00 1 1 .0 - I - 17.637 - I - .0962 - I - - I - - I - - I - - I - .0049 - I - .09 .00 .00 .65 .013 I I .00 I .00 PIPE I I 29.527 I 1546.377 I 2.122 I 1548.499 I 15.80 5.03 I .39 I 1548.89 I .00 1.43 I .00 2.000 .000 .00 1 .0 HYDRAULIC JUMP I I I I 29.527 I 1546.377 I .927 I 1547.304 I 15.80 11.09 I 1.91 I 1549.21 I .34 -I- 1.43 -I- 1 1.99 I 2.000 -I- -I- .000 -I- .00 1 1- .0 -I- .033 -I- .0962 -I- -I- -I- -I- -I- .0253 -I- .00 1.27 2.31 .65 .013 .00 I .00 I PIPE I I 29.560 1546.380 I I .927 1547.307 I I 15.80 11.09 I 1.91 I 1549.22 .00 I 1.43 - I - I 1.99 I 2.000 - I - - I - .000 - I - .00 1 1- .0 - I - 1.120 - I - .1461 - I - - I - - I - - I - - I - .0238 - I - .03 - I - .93 2.31 .58 .013 I .00 I .00 I PIPE I I 30.680 1546.543 I I .961 1547.505 I I 15.80 10.57 I 1.74 I 1549.24 .00 - I - I 1.43 - I - I 2.00 2.000 - I - - I - .000 - I - .00 1 1- .0 - I - .965 - I - .1461 - I - - I - - I - - I - - I - .0209 - I - .02 .96 2.15 .58 .013 I .00 I .00 I PIPE I I 31.644 1546.684 I .998 I 1547.682 I I 15.80 10.08 1.58 I I 1549.26 .00 - I - I 1.43 I 2.00 - I - 2.000 - I - - I - .000 - I - .00 1 1- .0 - I - .826 - I - .1461 - I - - I - - I - - I - - I - .0184 - I - .02 1.00 2.01 .58 .013 I .00 I .00 I PIPE I I 32.470 1546.805 I 1.036 I 1547.841 I I 15.80 9.61 1.43 I I 1549.28 .00 -I- I 1.43 I 2.00 -I- 2.000 -I- -I- .000 -I- .00 1 1- .0 -I- .696 -I- .1461 -I- -I- -I -I- -I- .0163 -I- .01 1.04 1.87 .58 I .013 I .00 I .00 I PIPE I I 33.166 1546.907 I 1.076 I 1547.983 I I 15.80 9.16 1.30 I 1549.29 I .00 - I - I 1.43 1.99 - I - 2.000 - I - - I - .000 - I - .00 1 1- .0 - I - .573 - I - .1461 - I - - I - - I - - I - - I - .0143 - I - .01 1.08 1.74 .58 .013 .00 .00 PIPE 05/13/02 H -45 hvp r - F �� ` L � P 0 R 6 5 } - ..Y ,4.. _ .'�.� _ �� L, r��_ !. � '• ,{' <. -�.Y!i l... 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A A I SAN BERNARDINO COUNTY HYDROLOGY MANUAL INDEX MAP Ai ;L - — I . �-' .1 "61 N 2 A A r-11 Ll A 4 4 LIGENO SOII GROUP BOUNDARY A SOIL GROUP DESIGNATION SCALE 1-48,000 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 H y D Poi o G ir SOILS rpn"p MAC) FOR SOUTHWEST-A AREA SAN BE NARD NO COUNTY C INDEX MAP Ai ;L - — I . �-' .1 "61 N 2 A A r-11 Ll A 4 4 LIGENO SOII GROUP BOUNDARY A SOIL GROUP DESIGNATION SCALE 1-48,000 BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 H y D Poi o G ir SOILS rpn"p MAC) FOR SOUTHWEST-A AREA R8 I I R7W R6W r 4 - {' 1 c' - - _ T4N — ..... , •ao i t R5 I 4W , 4 — r -- t —T - L{ I —� — — — — I R2W R11w �� RIE R2E 1 1. — I I �• !- —; — — I/ - - r LI — +- T , - ' _ - I - - -- -- - - — I � i (. I I '�4N 1.2 _ t I I b 1 I OLS I I r .11 O yp - t - I— I t h-i-. \ e a t R +- -� _ ( I +` i " 1 I • I I � AT 4 AL _ T - - - - — — — — I e I oar. c•u - �— - ""'+ `� I �' 4 - - I - t. 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R R 6 W i �rwo.m w HYDROLOGY MANUAL C O 180LINES PRECIPITATION (INChn) olfi !xL !at 11a wa 114 UAMANK + - N -4 ii8w R7 R6 T4N _ R5W 4w liv 3 RI R2E T "rem-' �4 4.0 N ao r �i - 4 ' T T —,— I i — �1 ST T 4. .0 T_ I _T T 12.0 4. T r 29 - 000" 4 3• 3 L _J SAN ANT 16 -4- WIN L 1. 1RRO�M[AO t F 22. -if - Y) 4ee GPift low, 34*15T?N CRE Tll MWEASM L ac A. 16.0 4! Snow %-- Y — hL R.0 -MI'Mas I A- 1 .0 * IV I— �41 • A ........ U.0 -7 4— 'A L Ti I N 10.0 �•I_ • ,.,. m: — _ _ _� _ �r-- _ _ _ _ 1 \• IA. A.11, UPLAND Al �iou.. J � /I i T AI} / ��' I � -T � � –� I -- f —_ AL TA —A L01MA 7' l.N R LL T %0 IT FONTiNA- &o ......... TIS _4L 0 Ill R 170 1TON -7 �Is ir r REDLANU3 0.0 1 :1MOA �JT + e!o� OMAN E. I To I Caro rn CHINO T 1 43 SAN i SERMAimm )UNty— It R 0 ivignsloc Coun f 14*00 R IDE _T_ R 4 R .. .0 R W W 2 SAN BERNARDINO COUNTY Al 4.5 J FLOOD CONTROL DISTRICT 4.0 TROL W / REDUCED DRAW VALLEY AREA 1, ILZoo -R5 T3 — — — SAS.. fSOMYETALS SCALE 1 = 4 MILES X. - 100 YEAR 24 HOUR "7 ops U•sac, 2, W" ffL" w SAN BERNARIANO COUNTY L__ -4 C 4A App"mon By Ae FLQAQNTMX f C ill R6W V HYDROLOGY MANLJAI 8-14 1962 1".21A I Wool 6 of 91111 li FILE: P: \126 -1466 \1)rainage \M.WSW W S P G W CTVTLDESIGN Version 14.04 PACE 2 Program Packaqe Serial Number: 1296 WATER SURFACE PROFILE LISTING Date: 5- 9 -2002 Time: 1:28: 6 SUMMIT HEIGHTS COMMERCIAL SITE Q100 FINAL HYDRAULICS LATERAL M I Invert I Depth I Water I Q I Vel Vel I Energy I Super CriticallFlow ToplHeight /IBase Wt.I INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.Fl.l Elev I Depth I Width IDia. -FTIor I.D.I ZI, IPrs /Pi.p - I - L /Elem - I - ICh Slope I - I - - I - I I - I - I - I - - I - SF Avel H - I - - I - ISE DpthlFroude - I - 1411Iorm - I - Dp - I - I "N" I X - 1 - -Falll - 1 ZR IType Ch 33.739 I I 1546.990 1.119 I I 1548.110 I 15.80 8.74 I 1.19 1549.29 I .00 I I 1.43 1.99 - I - I I 2.000 - I - I .000 - I - .00 I 1 1 .0 - I - .478 - I - .1461 - I - - I - - I - - I - - I - .0127 .01 - I - - I - 1.12 - I - 1.61 .58 .013 .00 .00 PIPE I 34.216 I I 1547.060 1.163 I I 1548.223 I 15.80 8.33 I 1.08 1549.30 I .00 I I 1.43 1.97 - I - I I 2.000 - I - I .000 - I - .00 1 1- .0 - I - .378 - I - .1461 - I - - I - - I - - I - - I - .0112 .00 - I - - I - 1.16 - I - 1.50 .58 .013 .00 .00 PIPE 34.594 I I 1547.115 1.210 I I 1548.326 I 15.80 7.94 I .98 1549.31 .00 I I 1.43 1.96 - I - I I 2.000 - I - I .000 - I - .00 I 1 1 .0 - I - .287 - I - .1461 - I - - I - - I - - I - - I - .0099 .00 - I - - I - 1.21 - I - 1.39 .58 .013 .00 .00 PIPE. I 34.881 I I 1547.157 1.260 I I 1548.417 I 15.80 7.57 I .89 1549.31 I .00 I I 1.43 1.93 I I 2.000 - I - - I - I .000 - I - .00 1 1- .0 - I - .204 - I - .1461 - I - - I - - I - - I - - I - .0088 .00 - I - - I - 1.26 - I - 1.28 .58 .013 I .00 .00 PIPE I 35.084 I I 1547.187 1.313 I I 1548.500 I 15.80 7.22 I .81 1549.31 I .00 I I 1.43 1.90 I 2.000 - I - I .000 - I - .00 1 1- .0 - I - .120 - I - .1461 - I - - I - - I - - I - - I - .0078 .00 - I - - I - 1.31 - I - 1.19 .58 - I - .013 On I .00 PIPE I 35.204 I 1547.205 I 1.370 I I 1548.575 I 15.80 6.88 I .74 1549.31 I .00 I I 1.43 1.86 I I 2.000 - I - - I - .000 - I - .00 1 1 .0 - I - .036 - I - .1461 - I - - I - - I - - I - - I - .0070 .00 - I - - I - 1.37 - I - 1.09 .58 .013 .00 .00 PIPE I 35.240 I I 1547.210 1.433 I I 1548.643 I 15.80 6.56 I .67 1549.31 I .00 I I 1.43 1.80 I I 2.000 I .000 .00 1 .0 WALL ENTRANCE I I 35.240 -I I 1547.210 - I - I 2.487 - I - I I 1549.697 - I - I 15.80 - I - .91 - I - i .01 - I - 1549.71 I .00 - I- -I- I I .54 - I - 7.00 I I 5.200 - I - - I- 7.000 -I- .00 0 I- .0 05113102 H -46 V) z I� u 01 �3 10119 v 7 - 0224 ` 1 0124 r Olin 0120 R ` �\ 124 0 125 L X0132 ON. - -_ o12s 0126 0126 126 - -�- --- 3 —' 0127 �' 012 , 0127 ��...— CO YOTE CANYON 0214 � 0213 � j� 0523 0 134. 0521 j 0128 0 0526 05 - .� ..L. q52 I . 23 4 0129 0128 0527 13 aj 0130 \012 0528 0130 �- 0 8 0524 0135 0136 � 0530 0 0 ' +• - - - 05i 9 -- - - -- - - V fl 9 - -� i 07ni ,r 1 07161 ° j 1 10 14 0717 -I •, I I t I �I • �1 I Ip 0706 1 I 70E 0707 i f 70 B I 0 1 0 - I I vvv � 0409 0324 0323 0408 ._..._ I . 12 0331 • 0 — 4 _ 0502 . 0501 0622 I I I _ _ _ ✓ 622 03 .x 1 7 I I I i 0623 ¢�1 0603 0602 ....0603 o6oL 05 t 40 0603 04 , � 1 10630 1 1 OP2� 062 0624 05 ° c 04 , � ; I I 0630 62 628 I I o 6'2, 0605 0604 0604 �` 05 I 50 i i 1 02 r i 1 0510 ho I I I 1 1 1 0625' `` 0505 yy 11050 9 I I I I I 26 / 0605 1 0511 10510 0630 0629 0627 D625 / _ 0506 s13 os�" 0628 : 0 3 T 0 3 0606 0606 I I T►fkrE ruE[ CA 0506 3 - - - - -- /�� 1 I 0631 033 I 0607 A b617 Q 1 ' /� 1)514 0631 106371 0�3 b61 014 0607 05112 1 � 1 I I 106361 1 008 % 0517 1 515 0631 0637 1 1 0635 I I 1 06171 '0608 0512 — : 1 — — 0516 1 0515 �.. 0636 ; 0634 0518 0610 - - - - — - -- 0639 I' 0638 -- 0620 - 1 0619 1 osiz I 01 i - 0609 I 1 0518. 0639 I 0638 0620 _ i 0619 0612 1 06 I 0610 0609 i 0801 1 1 29 ; I I 0919 1`19. 7i 06 I 0902 `, 0901 SAN SEVAINE SUBAREAS + FLOW PATHS WORK MAP SHEET 1 OF 2 1 0925 — — 0922 —7 1 0508 — storm rai nag e- u cl y- icin y- !*,911 oq 1 1 I Wg, 9 ` 1 Ca m 0807 Wt 0806 i 0935 9934 9 - 3 1 ON. 80a 4-3 1 h j I 14 II i05 al w. Q934 0933 0804 nRn + 0932 093 SAN SEVAINE SUBAREAS + FLOW PATHS WORK MAP SHEET 1 OF 2 1 0925 — — 0922 —7 1 0508 — storm rai nag e- u cl y- icin y- !*,911 oq 1 1 I Wg, IHIS FLAN ACCURATE FOR DRAINAGE AND CONTOUR GRADING ONLY. o w > Ill W w w w 4 W 0 , j Z W U _j V) W .q w X a U it E w W X-- ZI ,I z u Wi 4 31 -1 0 (L F5! z $ W ;51 a si gL 1 0 UJI W uji LLI of i 0 cc CL Z wl DRAINAGE & CONTOUR GRADING PLAN SCALE:' D-34 FOR REDUCED PLANS : ORIGINAL SCALE IS IN INCHES I C c c 1c CU 08234 i EA 204301 DISTI COUNTYJ ROUTE 1 , POST MILES SHEET TOTAL TO T, L PRO A JECT NO. SHEETS 242 1184 15.30 1 1 08 SBd 0 R 3 3/25/97 of ESS� REGISTERED CIVIL ENGINEER MA RK r LANCASTER 8-4-97 C 4804 8 I PLANS APPROVAL DATE 12/3 1 I rot be reepwolbio CIVIL fe" of •1 1 01 C& =01"-f Ithi• plam I . al of DIST COUNTY ROUTE TOT DST PROJECT I SNE T SHEETS MATCH SHEET 0-37 THIS PLAN ACCURATE FOR DRAINAGE R/W 08 SBd 15.30 / 'I• 243 1184 L AND CONTOUR GRADING ONLY. \� �`_ i I .. / REGISTERED ClVll ENGINEER 97 °ILf 'O Vi� � -- --- -� ' r~•' ! M' MART( �s x + \ \ 8 -4 -97 - LANCASTER ° b -� \ PLANS APPROVAL DATE E+� 11/� t / �• The State of co l Ifamic or Its off lore ► ,r sw� ~I rot M CI IL ' - - "m osaraoy of ool0lsislWa of oisOtfv1 10 �' G► �t'� 001" of thIS Olen I i SINGLE o ST HDWL w w° I R/W I w > x w 31k, o m — - 4. 'L A j : % 1 F i r•...i.' ' c' c m LT. On Earth Dtch _.. _ o STA. 529 +85 TO -!' ' ;i �`' / I _j Z °w STA. 547 +70 LOL :)a u SB Exit Ramp f ?P�/ IS co w CONC. Check Dam a i o u at 200 Intervals ' l w cq ti . /oJ SINGLE w ST HDWL a cc co X w V 2 I SINGLE' I- Z 1 - +� ST HDMIC - f., r" h x•,. I ' _ Ex 2 X 5' a.�j J_ �! ,T'�>r , n - %� i', �' f 1 F Stone Channe I �. I cli ECJS i E C I I _ - - - - I : In 0 It ti -. ! B A !� , „$;; r �Ir % 1 %S =' - MM I T AVE _,.> _ -- - �� , W -' SUMMIT � —� p 5 30 h� 532 ,.. 4 7 . .. �, %;� zlr ' , „ „ - cc CL 536 7 iL DRAINAGE `& - CONTOUR I � �� •.� _ r GRADING "PLAN i YW MATCR•.,SHEET D-3I _-- - -_ SCALE: 111- 501 -35 o FOR REDUCED PLANS O 1 2 3 USERNAME _> trphlls � - _ - ORIGINAL SCALE Is IN INCr Ef 3 t I � � I 1 DGN F _� [ E SC- oE7820a30135. p si CU 08234 EA 204301 x i I I / r r W O w W IC to � - W > H W x O ^ O I- D] m H O Q W a In In J Z W I U aC U U - 1 VI W F 4 S W Ua U = h 2 _ U H Q CC W W W I.. x --- Z z� a WI W� a O J IL O T. .- W IL O J W E� W G H o U, O s 4 z E C�J x WI !1 � I� I I I DIST COUNTY ROUTE TOTAL T PROJECT SH. T 5 EETS 08T S8d 1 15.30 244 1184 THIS PLAN ACCURATE FOR DRAINAGE AND CONTOUR GRADING ONLY. �� L zs /9T REGISTERED CIVIL ENGINEER �e fPpE ESS �p MARK fy LANCASTER 8 -4 -97 08048 PLANS APPROVAL DATE x IZ/SI /99 . The Sfaf. a< Cal If mlo or Its *"low$ oeww" a an m► be rego lsl. few .f, CIVIL ur o.a Wy or ooWle$Wr a .IOVWMSo " f OF CALI _�._... .- -•'-`-' -. .. Mpl&oof th PIm t.M.f. FOR REDUCED PLANS 0 2 3 ORIGINAL SCALE IS IN INCHES I I USERNAME => trphiIs DGN FILE _> (ESC- OE7?20430136.psf N m 0 W ' I a DRAINAGE & CONTOUR GRADING PLAN vi rn SCALE, 1 " -50' D-36 o CU 08234 1 E 204301 MATCH SHEET D -33 x - x w x I . x x i a r I W m o w w i K W I � W Q rr O �r Oml m w DUI Y Ld U U J VI W QW: 2 UO� U I' W W� F w W z� fl = 0 J H �1 W �- IL 0 I W W 3 Ck a, 15 W 0 15 a Q z m L Ji n � P s� - _ 08 SBd 15 1 R • I/i 300 1 184 N8 EXI �cr 3/25/9 - - SUMMIT 'AYE. - - REGISTERED CIVIL ENGINEER 'a or LSS l +( STA 536 +50 - _ MARK LA CA T R T 8 - 48048 1550 - _ Ito _ . - PLANS APPROVAL DATE s 1 2/31/9 a ilr Sta» of it ro tITlo or Ytf loco fi r• CIVI _. - aealraoY or oaolofolroo SINGLE ST HOWL - - - _ or 1 r,. - -- - .. - oaolw of•tnl• Dion wheat. 1545 1554. 1I - -- - -- _ _ -- - - - - -- STD . - 1540 - - - -- ---------- - - - - -- _ - -- -... -24" ..1: fib' .. - - - .:..... : 5- I. 50'1. --'► _..... - FC =1539. 85 - -- _ L _.._ : - - - -- - - - - - - .... iN ET _.... _... :' -' - - _ _. ... FL � 1538. 86 � . - - OLtt et _.:...: _ .__ _ ..__.. .. __... .. _ _. .. -. _ ... .__ _ -' DRAINAGE SYSTEM NO ! Scale l-5' - - _ - - _ ... ... - to ¢,, � ¢ I w N c RI W.. - J DUNCAN CYN RD �' � u - -- E GN 1 _. w C) in cw f R ALl 4- C a : -. - ... - —. : GO inlet /SGD Inlet/ O -� C SGD °i � Go c H- 2.5 FL 1558.34 FL _._.. •1558.45 N N Std fE5 - - - - . --- - - _ - - - - - ------------- = - - - _ FG -- - - 8 P S I.O� - - - o 1 "X42' A � 18 "X'20'AP �- Cl NG RSP R: FL 1555.17 DRAINAGE SYSTEM - _._ . _ Scale 1 10 _ Ln ¢ - EE QCr � _ _- ..._ m CID x w L.0 X ' O GO" 1 n I et /FGO °' w N -- N W p - O In ® W H =3. 0' -- + U , } m ,n GO Inleti=G� BUT -- J - J In H� ... D - w - -- I . �p OJ 1,- a J� FL 1548. 85 FL 1 547 I c o Or 550 I .� F G 1 1 I I I OG- I -- I u p i S =O. 60% 18" x 138' AP l- 154 ,. 15.. ' Jf• C - - ` FL 1543.32 ��> - 6 _ `a,. F I 6 ------- ----- - - - - -- -- - - - -1/ - L` - -- I ECJS TYPE I 1523.601 i EL 1526-8F3 i Existing 10'x5' RCB I I { DRAINAGE SYSTEM N0. ScaIo : I " =10' DRAINAGE PROFILES SUMMIT AXENUE 9 122 Sc e I° C, Z AS Si OWN D-92 o+ W L 0 0 0 o, 0 o' FOR REDUCED PLANS ORIGINAL J`_Fr i r.� SCALE IS IN INCHES OG :1 = _. [ESC- OL7620430: 1 CU 08234 1 EA 204301 _ _ _ _ _ T TOTAL PROJECT N NO. S SHEET' __. - - 1 1 I I I OG- I -- I u p i S =O. 60% 18" x 138' AP l- 154 ,. 15.. ' Jf• C - - ` FL 1543.32 ��> - 6 _ `a,. F I 6 ------- ----- - - - - -- -- - - - -1/ - L` - -- I ECJS TYPE I 1523.601 i EL 1526-8F3 i Existing 10'x5' RCB I I { DRAINAGE SYSTEM N0. ScaIo : I " =10' DRAINAGE PROFILES SUMMIT AXENUE 9 122 Sc e I° C, Z AS Si OWN D-92 o+ W L 0 0 0 o, 0 o' FOR REDUCED PLANS ORIGINAL J`_Fr i r.� SCALE IS IN INCHES OG :1 = _. [ESC- OL7620430: 1 CU 08234 1 EA 204301 x LLL co n a > w Ld cr LA — W > x 1 11y I k. z K5: uj 1552.72 _j z w Z) " u - -j (n " U W I 54C x "1 0 00 u -1 Lu 153C ---------- > Lu OG - 1530 1520 z -------------------- z W LLI 1520 U W z 1 0 Existing IL IQ'x 5'RCB it aLJIVIMI 1. AVr- Ck < u GO . InI.et/SGD ° , ' Q E H =3. 5' V) :) FL 1556. 22 co 1560_ z K5: uj 1552.72 1550 x "1 0 -1 Lu 1540 ---------- > Lu OG - 1530 C=j -------------------- FL 1528. 08 LLI 1520 ECJS TYPE - 3 1 0 Existing IQ'x 5'RCB it UJI DRAINAGE SYSTEM NQ. a aLJIVIMI 1. AVr- Ck < u GO . InI.et/SGD ° , ' Q E H =3. 5' V) :) FL 1556. 22 co 1552.72 ---------- B OG --- -------------------- FL 1528. 08 (FL 1524.50 ECJS TYPE I Z Existing IQ'x 5'RCB DRAINAGE SYSTEM NQ. a CID II 1 (FL 1523.02)7,� Existing 10'X 5'RCB OG 36" X 92' AP ECJS TYPE I a DRAINAGE SYSTEM NO. 1 � 27 ) FL 1525.50 co E Check - Dams at co E 200' Intervals (Not Shown) Ln x'^ (See Dra I rIgge Plan) -- 9 C 1540 B OG 1530 A-: 12' X 12' X 0. 5' _1 520 CONC. PAD/CUTOFF WALL \(MINCR CONCR-MINOR STR)---- \-SINGLE ST HDWL DRAINAGE PROFILES SUMMIT AVENUE 1 204 It D27 ( D28 5 D-93 z c 6 FOR REDUCED PLANS ORIGINAL CU 08234 SCALE IS IN INCHES EA 204301 O � w m � o � w w VI w > r w < Cr o cr om } w m <w aw Ld JZ w Z) U Y U U J V1 w Qw S u0. U W w N Z f' x O z J �3 w 0 O a I � Z LU r 1� r IL O O d z J W LLI � I o W IZI Q � w 1 i 530 D °I W 1520 ! I � I 01 I� 1 j1-D _.. DIST COUNTY ROUTE TOTAL PROJECT NO. SHEETS - - 08 1 SBd 15, 30 � 1/i 1 1 302 1 1 1 64 o 3/25 of ES S REGISTERED C ENGINEER t o MAR IPh Prof. ol f? - - - - o - - -. .._ _ .. .. _ _. .. -�- -- - - � f MAR �s R/W ' I N SUMM I T . AVENUE - _ . - 8-4-97 48048 ` FID vi I REALIGNMENT I '�I O R/W PLANS APPROVAL DATE ,o. 1 Control Acce55 I - - - -- - -• -- - G _. _ - tlr sra» af.frallfarnm ac Its PtfIPK1 E , P I 2/ V t 3 /9 9 IL CL-7 Inlet /SGD J ¢I OL -7 Inle %SGD od Co ntro l Pr om a "II nat a r"muielu far a s� 4 C .. .. .. m ml fM accaoy w amp�MalNa of •laatranla ? or1 Cu H =3. 5' - n 1 I 1 x5 35.33 MI Flo of r Access- : owt"vf 1%1* Pin Alyd. -.... I T. C.. 3 . H-4.5' I i - --- - _ -.- v I1i:' X- Z6:.AP._ _ ...._ 1530 _.. _ I - - - -- - - --- ..__. -... -° .. ......... ....-- i I I I F F' I ' t . Lire c5 '3 lOw t - � ------ - --- -- 1520 SUMMIT AVENUE - laCOteO -. - - '- -- - - - .. _ .. ... _..... __ .. - -. _- . _. ---...-- .. _ . _... ._.- - - - ---- - ilk -- - - - - - - _. .. - - - - - - __ Turn tine ... -. - -- - - - -.._._ ..- --- -....._ _ ---- --._.._.__.._.._ - -- '-- -- -- "- -- -----' „ w � � D Ll m I T ^C; a _ _ - ._ - _ _ _ 1 _ J } o R/W Ir _. _ — c I - m vl 1 IB" x 90' Inlet.. -.. _... - _......._ Sag ADOve Lt. F, Outlet 60 �. S .12.0% - t -- - ------- -- -- ----------- - - - - -- _ 14'x10' RC& _ — 1520 ECJ` TYPF III -� 10 x` 1 - RCB - - - - -- t519.BO - _ Inlet FL 153. _ TURN LINE 1 - — �— mW - z N > N ? y < CT n z °a y o SUbMtT AVENUE _ �� >+ 1 N o 1540 _ ., L c L . � 0 F l ood j Control P f "' N w m .ni a Access Roca - 530 1. - - - - - -� ---- C - -Ex. 14' x 10' RCB. IS= 2.10%1 I 20 1 a j -- FL 1 t I9. CO i Li) ' I AG' 4 10 YCC _ -_ - - -_ -- ------ --- - - - - -- - - - -- - i 'r I Er. .0' x 5' RCS. 15 186%✓ .. x 144' x 10'x.5' RCB S= 1W - - - - - - ate________________ _____ __ p OG F _ - --- _ �151O '51 ?.00 {8; L 1515. CS a I C - - - -- } CX. OLt I'e� lJ r'!_ 1 5D9.50_ / .. � q C. `- - -- I � Conc -etec - GSP.T=a;' _ _ _ <1 See 5noetaD-liu i —� DRAINAGE PROFILES ° SCALE I =10' D -94 • . a 1 1 FOR REDUCED PLANS 0 z JSERNAME _: troing ORIGINAL SCALE ,5 IN INCME: I DGN rILE rESC- GEi3204'0i94.DEf C U 08234 1 EA 204 301 7 x In ...... 550 o 1540 CO Uj R/W w __LLM > W cr I a CL < 3/25/97 IQ x SUMMIT AVENUE 0 a3 fence col 1 Ld - u j J71 C) 0 LANCAS �1 -97 Ctlanne. 1 540 Typo OS with Stan dard G.tt. cc - ------ 1553.!0 w W i W z _ J�30 ; U) z or 094�1• Troll rot be for X, W Z W 0 cr the 000-oCy or D000loterms, Iploo�_ 0 of 1, CL 1 15501 X z ul IL a 0 1540 CE W I.- I- > o JU 1530 a l o (LI 0 -Cci = -- JI NI =1 E CJS TYP " 2 11 FL 1548.88 L ECJS TYPE 2 2 FL 1546.7 FL 1547.22 > Outlet in 0 a , < : Lffl> In ...... [550 q Lr) (D FG 01ST J COUNTY i ROUT C T SHEE TOTAL TOTAL 7P%7 SHEETS R/W 08 SBd 15, 30 1 'b "'A) Y. 1 1 303 1 1 8 4 81 ' 0 _j CL < 3/25/97 ! Exist. SUMMIT AVENUE REGISTERED CIVIL ENGINEER — fence CL Exist Concrete REALIGNED 0/2 MA R K R/W R 40 - u j & Channel OS Inlet LANCAS �1 -97 Ctlanne. Typo OS with Stan dard G.tt. PLANS APPROVAL DATE - ------ 1553.!0 Depress lon,:H=4', L=3.5' TIC 1 5 88 Th* Stat. of Cal If—lo or Ito offloo,m CIVI �L �4O or 094�1• Troll rot be for X, PC the 000-oCy or D000loterms, Iploo�_ 0 of 1, c4p Iss of this plat - – – – – – – – – – – – – – – – – – – – – --- – – – – – – – – – – – – Pavement C.Ist. P_ – – – – – – – - - - - - - - OG - - - - - - S =2.30'7 1 18" X 72' AP - E CJS TYP " 2 11 FL 1548.88 L ECJS TYPE 2 2 FL 1546.7 FL 1547.22 > Outlet in 0 a , < : Lffl> 3. 0' 00 + W - to In_ Sc a le: 7 �— DRAINAGE SYSTEM NO. e VE R T A 7 SUMIM I T A CO 3 in 10'x5' RCB OL- 7 I I et/SGD H =3.5 FL 1560. 32 56, is + in > PG:._ to 1 0' X 5'RCB +: FG 0 OG OG _____ 7 - - - - - - - - - - - - - - - - - - - - . LJ S=3.0% E , . . . . . . . r_ -- — - - - - - - - - - - - - OG ECJS-TYPE 1 2 1 8" x x 50' AP x FL: 1534.50 - ECJS TYPE- 1 R W z FL 1538.39 EL_1 530. 4 5 FL 1533.00 CO CD Co 14 VERT 1 '0'' OR 12 Z Z m DRA f NAGE . SYSTEM' NO-.- ++_ __ - W ._j SColez HOR1 0 DRAINAGE SYSTENT -NO. 429 VERT + 'D - . + C\J > > -T < . . - - - : - : __ < In V) In ...... [550 q Lr) (D FG V) _j to _j < L) 00 0/2 u' - u j 36" AD INLET 3. 0' 00 + W - to In_ Sc a le: 7 �— DRAINAGE SYSTEM NO. e VE R T A 7 SUMIM I T A CO 3 in 10'x5' RCB OL- 7 I I et/SGD H =3.5 FL 1560. 32 56, is + in > PG:._ to 1 0' X 5'RCB +: FG 0 OG OG _____ 7 - - - - - - - - - - - - - - - - - - - - . LJ S=3.0% E , . . . . . . . r_ -- — - - - - - - - - - - - - OG ECJS-TYPE 1 2 1 8" x x 50' AP x FL: 1534.50 - ECJS TYPE- 1 R W z FL 1538.39 EL_1 530. 4 5 FL 1533.00 CO CD Co 14 VERT 1 '0'' OR 12 Z Z m DRA f NAGE . SYSTEM' NO-.- ++_ __ - W ._j SColez HOR1 0 DRAINAGE SYSTENT -NO. 429 VERT + 'D - . + C\J > > -T < . . - - - : - : __ < In V) In ...... [550 q Lr) (D FG V) _j F - _j _j < L) 00 0/2 i Ctlanne. • - ------ �L �4O FOR REDUCED PLANS ORIGINAL 0 i 2 1 USERNAME trbing SCALE IS IN INCHES DGN FILE =i (ESC 1 CU 00000 EA 000000 7 I I I x 4 i d I I I i I W N W > I- i �w o x w W 2 0 < I J W m Q W O J Z W 0 ]L U— U J A W UO U - W W ? N za W V ►- Z W a oo J w d ' � H IZ 431 S W IL 4I �I O x W) e J W W f � I W o 1 1 CL I x WI H N I T 1�A - - LO N �— D + 12 ;A SEC A -A 2' PCC COLLAR O o Oo Oo O OB B 105 106 OB 117 OA O 2' 12' MAX. 10' MAX. 2' p o i D aD v a v D Q v 1 0'x5' RCB b. p. p 1 /4 TON CONCRET RSP DETAIL 126 0 FOR REDUCED PLANS ORIGINAL O I 2 3 SCALE IS IN INCHES I I I I r v D v D. p p� 4' CONCRETE I/4 TON RSP D 6. DISi COUNTY ROUTE TOTAL NO. SHEET' 08 SBd 15.30 710.1• 324 1184 ze�w �- 3/25/97 REGISTERED CIVIL ENGINEER `p aPat[SS�ah,( MARK LANCASTER - 8 -4 -97 48048 T PLANS APPROVAL DATE � ,,1 /31/9 TAe S1aI! Of Co/Ka/NO or qJ d /lets or • agars sAfll nal pe resportslOh lar !AS acaraq a C 1 V 1 or congra/axus of aharaNC modes or /NS 4 uL sroa. T T �a Ww ss as o� DRAINAGE DETAILS NO SCALE D -116 Q 0 CU 08234 EA 204301 .w l a. .a �I �r �I �r - `I �d .a. �r +M a� R/W C/L R/W PROPOSED SECTION — SUMMIT AVENUE RCB Ii.TS. MADOLE & ASSOCIATES, INC. MPSD B tt CONSULTING CIVIL ENGINEERS AND LAND PLANNERS ,o CHURCH STREET RAN TYPICAL SECTION CHO CUCAIdONGA. CA A 9 8173,30 0 (909) 948 -1311 J:\ 652 - 1452\ storm\ Drainage- Study- Vicinty- index.dwg, 03/20/2002 02:23:23 PM s yyy �vys _ AN - 07 iil �YS JOB 0 /06 f2� ;fit MADOLE AND ASSOCIATES, INC. ;• �. � �' f ep c' SHEET NO. , 10601 CHURCH STREET STE. 107 CALCULATED BY DATE rli RANCHO CUCAMONGA, CA 91730 PHONE (909) 948 -1311 CHECKED BY DATE SCALE L10 ca +ts � s A C s yyy �vys _ 1 4.4 c..v c, - 07 iil �YS l b 3 `33 0 /06 f2� ;fit � .' ;• �. � �' f �S �`� c' , J e a� 4' k!C C .r+ ar ,rr 1 AN ,. dig kL O�fl IL ic _ 07 cy 11 \ cl \ _ .O Lf�16l�Aw4lct f�k�i..r Kcer.( GE' Svrl e P yyy. (7- 4/v c-;T — j = 1 4.4 c..v c, - 07 iil �YS l b 3 `33 0 /06 f2� O /140 S5' `�J /034 - 7y ,Ua o r G2 vyyy L10 ca +ts � Kec_ � y as, r • �. P yyN. lSs — {r 36 " (4,J,,j Ze� — 3 c --s to —s j y r 4L�...r I Z5� ! 2 i 12, 7 yyy. (7- 4/v c-;T Mu4uo 0 /,rya -gyp - 07 iil �YS l b 3 `33 0 /06 f2� O /140 S5' `�J /034 - 7y O /o &fA/ -a ,w h F RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -94 Advanced Engineering Software (aes) Ver. 3.1B Release Date: 6/01/94 License ID 1395 Analysis prepared by: DESCRIPTION OF STUDY * San Sevaine Channel Hydrology - Ultimate Conditions * 100 -Year Return Frequency * Map #05 . FILE NAME: ss05.DAT TIME/DATE OF STUDY: 10:16 10/10/1994 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 _ .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 ,ow USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500' *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* UNIT - HYDROGRAPH DATA: WATERSHED LAG = .80 * Tc VALLEY(DEVELOPED) S -GRAPH USED. +» PRECIPITATION DATA ENTERED ON SUBAREA BASIS. SIERRA MADRE DEPTH -AREA FACTORS USED. *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR UNIT HYDROGRAPH METHOD FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 2.1 W 40 0 qm F_ TOTAL AREA(ACRES) = 990.33 PEAK FLOW RATE(CFS) = 1830.65 ar SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH): no 5M = .57; 30M = 1.17; 1 HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =10.99 ar rrwr: warrrwwwarwrrwwwwarrwrrrrrrrrawrrrraaaarawrwrwrrwrararrawrwrrrrrrrwrrra FLOW PROCESS FROM NODE 518.00 TO NODE 518.00 IS CODE = 11 » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY « «< ** MAIN STREAM CONFLUENCE DATA ** PEAK FLOW RATE(CFS) = 1830.65 Tc(MIN) = 28.41 AREA - AVERAGED Fm(INCH /HR) = .43 Ybar = .33 ^y TOTAL AREA(ACRES) = 990.33 a� LONGEST FLOWPATH FROM NODE 601.00 TO NODE 518.00 = 15398.50 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap. Ae SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 664.23 15.87 3.443 .89( .52) .59 233.0 501.00 2 664.26 15.89 3.439 .89( .52) .59 233.3 507.00 3 627.40 18.40 3.150 .89( .53) .59 246.8 513.00 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 518.00= 7566.50 FEET. 4 W COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: UNIT- HYDROGRAPH DATA: RAINFALL(INCH): 5M= .57;30M= 1.16;1H= 1.54;3H= 2.99;6H= 4.56;24H =10.53 S- GRAPH: VALLEY (DEV.) = 100.0 %;VALLEY(UNDEV.) /DESERT= .0% MOUNTAIN= .0 %;FOOTHILL= .0% Tc(HR) = .47; LAG(HR) = .38; Fm(INCH /HR) _ .42; Ybar = .32, USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. UNIT- INTERVAL(MIN) = 2.50 TOTAL AREA(ACRES) = 1237.18 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 518.00 = 15398.50 FEET. TIME OF PEAK FLOW(HR) = 16.42 RUNOFF VOLUME(AF) = 756.09 PEAK FLOW RATE(CFS) =. 2371.59 F << $, _C�J r 4e-v-i rrwrwwarar rrrrawrrarrrrrwwrrwwwrwwww wwrrw wrrrwrrwrwwrwwwrrwwwaawwwwrwwwwrrrw mo FLOW PROCESS FROM NODE 518.00 TO NODE 519.00 IS CODE = 5.1 sr » » >COMPUTE TRAPEZOIDAL CHANNEL FLOW « «< vo » » >TRAVELTIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION = 100.00 DOWNSTREAM NODE ELEVATION = 39.19 CHANNEL LENGTH THRU SUBAREA(FEET) = 3777.30 CHANNEL SLOPE= .0161 vim „6j 2G8 0 w At �#r idf .r �r r. qu 40 Am .N ar CHANNEL BASE(FEET) = 10.00 7" FACTOR = .000 MANNING'S FACTOR = .015 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2371.59 FLOW VELOCITY(FEET /SEC) = 27.18 FLOW DEPTH(FEET) = 8.73 P 6 C, TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 30.73 1ff## ffft# H# fff# ff# ff## f## N### fftffft### i# tf #f # #tt #tfff #i # ##fff ##f #f #t #fff FLOW PROCESS FROM NODE 519.00 TO NODE 519.00 IS CODE = 8.1 �r''' n ur a » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< -� - t. cdp l ---------------------------------------------------------------------- - - - - -- AJ d, S �8) MAINLINE Tc(MIN) = 30.73 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.316 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "34 DWELLINGS /ACRE" B 1.55 .75 .60 56 RESIDENTIAL "34 DWELLINGS /ACRE" A 138.66 .98 .60 32 RESIDENTIAL "1 DWELLING /ACRE" A .57 .98 .80 32 NATURAL FAIR COVER "MEADOWS" A 8.18 .81 1.00 51 COMMERCIAL A .20 .98 .10 32 APARTMENTS A 2.17 .98 .20 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .96 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .62 UNIT - HYDROGRAPH DATA: RAINFALL(INCH): 5M= .57;30M= 1.16;1 H= 1.54;3H= 3.00;6H= 4.58;24H =10.58 S- GRAPH: VALLEY (DEV.) = 100.0 %;VALLEY(UNDEV.) /DESERT= .0% MOUNTAIN= .0 %;FOOTHILL= .0% Tc(HR) _ .51; LAG(HR) _ .41; Fm(INCH /HR) _ .44; Ybar = .34 USED SIERRA MADRE DEPTH -AREA CURVES WITH AMC III CONDITION. UNIT- INTERVAL(MIN) = 5.00 TOTAL AREA(ACRES) = 1388.51 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 519.00 = 19175.80 FEET. TIME OF PEAK FLOW(HR) = 16.50 RUNOFF VOLUME(AF) = 736.82 TOTAL AREA(ACRES) = 1388.51 PEAK FLOW RATE(CFS) = 2371.59 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE SUBAREA AREA - AVERAGED RAINFALL DEPTH(INCH): 5M = .57; 30M = 1.17; 1HR = 1.55; 3HR = 3.08; 6HR = 4.75; 24HR =11.00 +++ t# ffffffffffft# f+ f#f# f#+++## r f# fffff tf# + + + #tt + ftt + + + + + + + + + ft + + #++tt + ++ �* FLOW PROCESS FROM NODE 519.00 TO NODE 519.00 IS CODE = 1 \ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 0 L:j �r sw AN idp air • .. rr TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: PEAK FLOW RATE(CFS) = 2371.59 Tc(MIN) = 30.73 AREA - AVERAGED Fm(INCH /HR) = .44 Ybar = .34 TOTAL AREA(ACRES) = 1388.51 S FROM NODE 520.00 TO NODE. 521.00 IS CODE = 2.1 » » >RA ONAL METHOD INITIAL SUBAREA ANALYSIS « «< >>USE TIM -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBDA: FLOW- LENGTH(FEET) = 884.90 ELEVATION UPSTREAM(FEET) = 100.00 DOWNSTREAM (FEET) = 71.68 Tc = K *((LENGTH ** .00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYST USED MINIMUM Tc(MIN.) = 14.090 * 100 YEAR RAINFALL TENSITY(INCH /HR) = 3.697 SUBAREA Tc AND LOS \NFALL ATA(AMC II): DEVELOPMENT TYPE/ CS OIL AREA Fp Ap SCS Tc LAND USE GCRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "1 DWELLING /ACRE" 6.88 .98 .80 32 14.09 SUBAREA AVERAGE P SS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE P A FRACTION, Ap = .80 SUBAREA RUNOFF(CF.06 TOTAL AREA(ACRES) PEAK LOW RATE(CFS) = 18.06 SUBAREA AREA - AVERINFALL D TH(INCH): 5M = .57; 30M = 1.17; 1 ; 3HR = 3.08,, HR = 4.75; 24HR =11.00 ------------------------------------------------ - - - - -- - FLOW PROCESS FROM NODE 521.0rO NODE 2.00 IS CODE = 5.1 » » >COMPUTE TRAPEZOIDAL C NNEL FLOW« «< » » >TRAVELTIME THRU SU B AR ««< Im UPSTREAM NODE ELEVATION 100.00 DOWNSTREAM NODE ELEVA ION = 87.53 CHANNEL LENGTH THRU S BAREA(FEET) = 997.50 •• CHANNEL SLOPE _ .0125 CHANNEL BASE(FEET) = 100.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = .040 MAXIMUM DEPTH(FEET) = 30.00 CHANNEL FLOW THR SUBAREA(CFS) = 18.06 �. FLOW VELOCITY(F T /SEC) = 1.20 FLOW DEPTH(FEET) = .15 TRAVEL TIME(MIN = 13.89 Tc(MIN.) = 27.98 wr 7 - L r-COWS_ F o -►i E.9-.r .f'(a c o PUL Ac. M I X W. 52 a 94A . �� . 17 ,4c. s 9 A-9 •q0 Ac. N Ac. 40 4c. 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