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Home My WebLink AboutCitrus Ave Widening Project Drainage Report - South Highland Ave to Baseline AveoDRAQ NAGE REPORT F O R CffRUS AVENUE FROM BASEL�NE AVENUE TO SOUTH H�G[ LAND AVENUE CITY OF FONTANA Boyle Engineering Corporation Project Manager DON BIERMAN Project Engineer BILL FLORES No. CO26491 n Job Number Exp. 3/31/06 OC -F60-400 `P�q C 1 V June 2004 lF OF 0?vyL/F 1131 West Sixth Street Ontario, CA 91762 Table of Contents PROJECT DESCRIPTION Purpose Description of Watershed Methodology Summary Vicinity Map — Figure No. 1 HYDROLOGY • Catch Basin Hydrology Calculations — 100 -Year Storm Event • Catch Basin Hydrology Map • Hydrologic Soils Group Map • Rainfall Intensity Forms o Rainfall Depth Versus Return Period for Partical Duration Series — Figure D-2 o Intensity Duration Curves — Figure D-3 o Isohyetals • 10 -Year 1 hour • 100 -Year 1 Hour Table of Contents HYDRAULIC CALCULATIONS • Street Capacity Calculations 0 Catch Basins Calcualtions • Hydraulic Calculations for Laterals REFERENCE MATERAIL • Allard Engineering Hydrology Calculations • Allard Engineering Hydraulic Calculations PROJECT DESCRIPTION Purpose The purpose of this study is to provide hydrology and hydraulic calculations to support the design of catch basins and laterals for the Citrus Avenue storm drain including the lateral continuing north on Citrus Avenue as the main line turns to the east on Walnut Avenue. This analysis was modeled for a 100 -year storm event. Hydraulic calculations are provided to size the laterals and catch basins. The hydrology calculations for the storm drain system in Citrus Avenue from Baseline to South Highland Avenue and hydraulic calculations for the mainline in Citrus Avenue from Baseline Avenue to Walnut Avenue are provided by a separate report prepared by Allard Engineering dated June 2004. See reference material for calculations Description of Watershed The watershed is located in the City of Fontana along Citrus Avenue (See Figure No 1). The watershed is bounded by 210 Freeway on the north, Baseline Avenue on the South, 180 feet west of Citrus Avenue, and Oleander Avenue on the east. For the Area south of Walnut Street, the east boundary is approximately 350 feet west of Oleander Avenue. The area to the north is tributary to South Highland Avenue and drains westerly to a sump located east of the intersection of Citrus Avenue and South Highland Avenue. Due to the sump conditions, the storm drain flows were computed for a 100 -year storm event. The watershed is located on an alluvial fan associated with drainage from Lytle Creek and the San Gabriel Mountains. The area is relatively flat with low relief. The ground surface generally slopes to the south and southwest at about 2 %. The existing roadway is generally lined by older residential neighborhoods to the north with scattered older homes, commercial structures, and empty fields to the south. There is a proposed residential subdivision (Mastercraft) on the east side of the roadway near the northern end of the project area. For the catch basin hydrology, the ultimate land use is Commercial. The entire watershed is Soil Group "A" per the Hydrologic Soils Group Map in the San Bernardino County Hydrology Manual. Soil Group "A" has a low storm runoff potential. These soils have a high infiltration rate even when thoroughly wetted and the soils consist Methodology chiefly of deep, well -drained sands or gravels. These soils have a high rate of water transmission. This rational method hydrology study was prepared based on the San Bernardino County Hydrology Manual and utilized software from Advanced Engineering Software (AES) version 8.0. The calculations were based on a 100 -year storm event with an Antecedent Moisture Condition of II (AMC II). AMC II is an indication of the saturation level of the soil and therefore the runoff potential with that soil condition. AMC II has a moderate runoff potential and is recommended for the 100 -year storm event calculations. Street capacity calculations and catch basin sizing calculations were performed using the computer software by Advanced Engineering Software (AES) and they were developed using design discharges for 100 -year storm events. Storm drain hydraulic calculations were determined using the computer program Water Surface Pressure Gradient (WSPG). Design Criteria: • 100 -Year Storm Event for the main line, due to sump conditions at the upstream end of the storm drain. Criteria would be 25 -Year event if not for the sump condition. • 100 -Year Storm Event for flow -by catch basins in Citrus Avenue • Soil Classification A • Antecedent Moisture Condition H (AMC II) • Commercial Development Land Use for roadway. • Catch Basins sized to intercept 100 -year flows for the roadway R/W only. It is assumed that future development will connect onsite storm flows directly to the storm drain pipe in the street rather than allow lot drainage to flow to the street as surface flow. • Catch Basins are sized and located to provide one lane open in each direction of traffic for a 100 -year storm event. Summary Results: • Laterals are a minimum of 18 -inches in diameter. • There are a total of ten (10) catch basins in the street. Catch basin widths are either 14 feet or 21 feet. One catch basin is in a sump at the northeast corner of Citrus Avenue and Walnut Street (Catch Basin 2). The emergency overflow route is to the south along the east side of Citrus Avenue. For the sump, the water will pond to a depth of .67 feet before crossing the crown of Walnut Street and flowing south on the east side of Citrus Avenue. Starting Water Surface Elevations for Mainline #2 and laterals 1-6 and 6A were taken from the Mainline #1 Hydraulic calcs provided by Allard Engineering included in the Appendix. Flows used for laterals were taken from Hydrology Report prepared by Allard Engineering included in the Appendix. • The storm drain mainline, laterals and catch basins are designed to provide protection to the point of having one lane open in each direction during a 100 -year storm event. The existing Master Plan of Drainage called for a 25 -year facility Citrus Avenue From Baseline Avenue to South Highland Avenue VICINITY MAP N.T.S. Project Site N Citrus Avenue From FIGURE Baseline Avenue to s cam South Highland Avenue Not HYDROLOGY Catch Basin Hydrology Calculations Catch Basin Hydrology Map Soil Group Map Rainfall Intensity Form t •� I t Il I:►•��Ig•�� •�I l �I� 1 �I► i1► � I •� I'� � I t�� I!' � 1 � I � I F30YL E Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: Boyle Engineering Corporation 1131 West Sixth Street, Ste 285 Ontario, CA 91762 phone (909) 933-5225 ************************** DESCRIPTION OF STUDY ************************** * CITRUS AVENUE WIDENING PROJECT * CITY OF FONTANA * 100 YEAR STORM EVENT - CATCH BASIN ANALYSIS REVISED (07/22/04) ************************************************************************** FILE NAME: 100YCB2.DAT TIME/DATE OF STUDY: 14:17 07/22/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 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) = 1502.00 DOWNSTREAM(FEET) = 1476.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.997 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.543 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.72 0.98 0.10 32 10.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 6.B8 TOTAL AREA(ACRES) = 1.72 PEAK FLOW RATE(CFS) = 6.88 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< Y:\F60\400\Calcs\Hydrology\CatchBasin\100 Year Storm Event\Revised Calcs 7-22-04\100YCB2RES.doc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event >>>>>(STANDARD CURB SECTION USED)<< <<< ----------------------------------------- - - - UPSTREAM ELEVATION(FEET) = 1476.00 DOWNSTREAM ELEVATION(FEET) = 1452.00 STREET LENGTH(FEET) = 1120.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.87 STREET FLOW TRAVEL TIME(MIN.) = 4.47 TC(MIN.) = 14.47 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.639 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.71 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.71 SUBAREA RUNOFF(CFS) = 5.45 EFFECTIVE AREA(ACRES) = 3.43 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.43 PEAK FLOW RATE(CFS) = 10.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.36 FLOW VELOCITY(FEET/SEC.) = 4.29 DEPTH*VELOCITY(FT*FT/SEC.) = 2.00 LONGEST FLOWPATH FROM NODE 101.00 TO NODE 103.00 = 2120.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1457.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.890 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.094 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.74 0.98 0.10 32 11.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.66 TOTAL AREA(ACRES) = 0.74 PEAK FLOW RATE(CFS) = 2.66 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 61 ---------------------------------------------------------------------------- Y:\F60W00\Calcs\Hydrology\CatchBasin\100 Year Storm Event\Revised Calcs 7-22-04\100YCB2RES.doc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1457.00 DOWNSTREAM ELEVATION(FEET) = 1452.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 25.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 4.78 Tc(MIN.) = 16.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.342 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.73 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 2.13 EFFECTIVE AREA(ACRES) = 1.47 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.47 PEAK FLOW RATE(CFS) = 4.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 12.85 FLOW VELOCITY(FEET/SEC.) = 2.33 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 104.00 TO NODE 106.00 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1459.00 DOWNSTREAM(FEET) = 1455.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.226 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.237 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.61 0.98 0.10 32 11.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 0.61 PEAK FLOW RATE(CFS) = 2.27 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 61 Y:\F60\400\Calcs\Hydrology\CatchBasin\100 Year Storm Event\Revised Calcs 7-22-04\100YCB2RES.doc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STANDARD CURB SECTION USED)<<<<< ------------------------------------------- UPSTREAM ELEVATION(FEET) = 1455.00 DOWNSTREAM ELEVATION(FEET) = 1451.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 5.26 TC(MIN.) = 16.49 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.365 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.90 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.65 EFFECTIVE AREA(ACRES) = 1.51 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.9B AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) = 4.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.72 FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 107.00 TO NODE 109.00 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------------------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 1451.00 DOWNSTREAM(FEET) = 1439.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.589 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.976 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.00 0.98 0.10 32 8.59 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.39 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 4.39 **************************************************************************** Y:\F60\400\Calcs\Hydrology\CatchBasin\100 Year Storm Event\Revised Calcs 7-22-04\1 OOYCB2RES.doc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1439.00 DOWNSTREAM ELEVATION(FEET) = 1425.00 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.47 STREET FLOW TRAVEL TIME(MIN.) = 3.20 Tc(MIN.) = 11.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.114 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.99 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(CFS) = 3.58 EFFECTIVE AREA(ACRES) = 1.99 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.99 PEAK FLOW RATE(CFS) = 7.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.10 FLOW VELOCITY(FEET/SEC.) = 3.78 DEPTH*VELOCITY(FT*FT/SEC.) = 1.59 LONGEST FLOWPATH FROM NODE 109.00 TO NODE 111.00 = 1300.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1425.00 DOWNSTREAM(FEET) = 1410.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.618 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.966 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 1.07 0.98 SUBAREA AVERAGE PERVIOUS LOSS!RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.69 TOTAL AREA(ACRES) = 1.07 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 32 8.62 0.98 4.69 Y:\F60\400\Calcs\Hydrology\CatchBasin\100 Year Storm Event\Revised Caics 7-22-04\100YCB2RES.doc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 640.00 ELEVATION DATA: UPSTREAM(FEET) = 1410.00 DOWNSTREAM(FEET) = 1398.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.928 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.862 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.03 0.98 0.10 32 8.93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 4.42 TOTAL AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) = 4.42 FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1501.00 DOWNSTREAM(FEET) = 1487.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.521 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.677 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.82 0.98 0.10 32 9.52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.38 TOTAL AREA(ACRES) = 0.82 PEAK FLOW RATE(CFS) = 3.38 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< »»>(STANDARD CURB SECTION USED)<<<<< ---------- UPSTREAM ELEVATION(FEET) = 1487.00 DOWNSTREAM ELEVATION(FEET) = 1469.00 STREET LENGTH(FEET) = 780.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Y:\F60\400\Calcs\Hydrology\CatchBasin\100 Year Storm Event\Revised Cales 7-22-04\100YCB2RES.doc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.37 STREET FLOW TRAVEL TIME(MIN.) = 3.54 Tc(MIN.) = 13.06 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.870 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.90 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.06 EFFECTIVE AREA(ACRES) = 1.72 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.72 PEAK FLOW RATE(CFS) = 5.84 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.60 FLOW VELOCITY(FEET/SEC.) = 3.81 DEPTH*VELOCITY(FT*FT/SEC.) = 1.49 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 1530.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 760.00 ELEVATION DATA: UPSTREAM(FEET) = 1469.00 DOWNSTREAM(FEET) = 1453.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.344 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.730 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.92 0.98 0.10 32 9.34 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.84 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 3.84 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -- ------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 640.00 ELEVATION DATA: UPSTREAM(FEET) = 1453.00 DOWNSTREAM(FEET) = 1438.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.596 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.973 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.72 0.98 0.10 32 8.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.16 TOTAL AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) = 3.16 Y:\F60\400\Calcs\Hydrology\CatchBasin\100 Year Storm Event\Revised Calcs 7-22-04\100YCB2RES.doc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<< ---------------------------------- UPSTREAM ELEVATION(FEET) = 1438.50 DOWNSTREAM ELEVATION(FEET) = 1424.00 STREET LENGTH(FEET) = 700.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.29 STREET FLOW TRAVEL TIME(MIN.) = 3.35 Tc(MIN.) = 11.95 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.081 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.80 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.87 EFFECTIVE AREA(ACRES) = 1.52 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.52 PEAK FLOW RATE(CFS) = 5.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.53 FLOW VELOCITY(FEET/SEC.) = 3.59 DEPTH*VELOCITY(FT*FT/SEC.) = 1.40 LONGEST FLOWPATH FROM NODE 203.00 TO NODE 205.00 = 1340.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -INITIAL SUBAREA FLOW-LENGTH(FEET) = 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1424.00 DOWNSTREAM(FEET) = 1411.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.868 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.881 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.82 0.98 0.10 32 8.87 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.53 Y:\F60\400\Calcs\Hydrology\CatchBasin\100 Year Storm Event\Revised Calcs 7-22-04\100YCB2RES.doc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event TOTAL AREA(ACRES) = 0.62 PEAK FLOW RATE(CFS) = 3.53 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< --------------------- ----- UPSTREAM ELEVATION(FEET) = 1411.00 DOWNSTREAM ELEVATION(FEET) = 1398.00 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 35.00 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 = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 10.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.33 STREET FLOW TRAVEL TIME(MIN.) = 2.94 Tc(MIN.) = 11.81 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.111 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.76 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 2.75 EFFECTIVE AREA(ACRES) = 1.58 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.58 PEAK FLOW RATE(CFS) = 5.71 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.73 FLOW VELOCITY(FEET/SEC.) = 3.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.43 LONGEST FLOWPATH FROM NODE 205.00 TO NODE 207.00 = 1270.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.58 TC(MIN.) = 11.81 EFFECTIVE AREA(ACRES) = 1.58 AREA -AVERAGED Fm(INCH/HR)= 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 5.71 END OF RATIONAL METHOD ANALYSIS 1 Y:\F60\400\Caics\Hydrology\CatchBasin\100 Year Storm Event\Revised Calcs 7-22-04\100YCB2RES.doc - - � , - - � ------------- -, --- 4 , I " - ZIn - - -, t . .- ::.f - � -..:,.,; , :",:-:!,'- , .01-- - , -• , - �-- . ,-, �� , %= -7� -. ,---.!;:,' " 10 - -;� , - � - .. --;,-, -: ��--,-,---- - - 1'. F- -, - - 5 . , - -,:;.: � 7-; -r--i---- - I I �1e_-lam'— -- ,, --.1 ..I" " -- '- - K _j �f -.1 . -.-P-- - f _-z- '�b -. -e�Z - I �r .. .-,�; ... Vi a+` j - . - -t;�- , ,}''t — ,- - - - 0� -- .��7;r--�7 - . --- -,-- Z.kx " -) �-ALIZX--%, - - -1 --.9-L , . .- - - . �� . . I _ - s Ya- - ,-- '. . - - -�--• - - - r ,- !Z. , . - .--- 4. -�,��, .;,,,��- -�---.-- -.-;��- -.-- - ..�--_- vr� �,- � I;- - - :'., , , - --� - -- ,..� - - . 1-1--e,.,.".-!. 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I •� i t t1► �� 100 YEAR STORM EVENT F3O4'L E Citrus Avenue Widening Project Street Capacity Calculations 100 Year Storm Event HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 9:15 7/22/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * City of Fontana - 100 Year Storm Event * Street Capacity Calculations - CB1 No 1 @ Node 103 ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) _ .021400 CONSTANT STREET FLOW(CFS) = 10.93 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.28 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .10670 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: --------------------------------------- ------------------------------------- STREET FLOW DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 15.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.38 PRODUCT OF DEPTH&VELOCITY = 1.85 Y:\F60\400\Calcs\Hydmulic\AES - Street Capacity Calculations -100 Yeai\Revised Calcs 7-22-04\CB 1 RES.doc Citrus Avenue Widening Project Street Capacity Calculations 100 Year Storm Event HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:21 7/29/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * City of Fontana — 100 Year Storm Event * Street Capacity Calculations — CB No 2 @ Node 106 »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = .004832 CONSTANT STREET FLOW(CFS) = 5.72 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ '.015000 CONSTANT SYMMETRICAL STREET HALF—WIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER—WIDTH(FEET) = 1.28 CONSTANT SYMMETRICAL GUTTER—LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER—HIKE(FEET) = .10670 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS -- STREET FLOW FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 16.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12 PRODUCT OF DEPTH&VELOCITY = .92 Y:\F60\400\Calcs\Hydraulic\AES - Street Capacity Calculations - 100 Year\Revised Cales 7-22-04\CB2RES.doc Citrus Avenue Widening Project Street Capacity Calculations 100 Year Storm Event HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License.ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:10 1/28/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * City of Fontana - 100 Year Storm Event * Street Capacity Calculations - CB No3 @ Node 109 ************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = .004832 CONSTANT STREET FLOW(CFS) = 4.44 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 27.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.28 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .10670 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS -------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 14.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.01 PRODUCT OF DEPTH&VELOCITY = .81 Y:\F60\400\Calcs\Hydmulic\AES - Street Capacity Calculations - 100 Year\CB3RES.doc Citrus Avenue Widening Project Street Capacity Calculations 100 Year Storm Event **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:34 7/29/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * City of Fontana - 100 Year Storm Event * Street Capacity Calculations - CB No4 @ Node 111 ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .024200 CONSTANT STREET FLOW(CFS) = 7.19 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF—WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .67 CONSTANT SYMMETRICAL GUTTER—WIDTH(FEET) = 1.28 CONSTANT SYMMETRICAL GUTTER—LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER—HIKE(FEET) _ .10670 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 13.08 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.99 PRODUCT OF DEPTH&VELOCITY = 1.49 YAF60\400\Ca1cs\Hydmulic\AES - Street Capacity Calculations -100 Year\Revised Calcs 7-22-04\CB4RES.doc Citrus Avenue Widening Project Street Capacity Calculations 100 Year Storm Event HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:45 7/29/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * City of Fontana - 100 Year Storm Event * Street Capacity Calculations - CB Nos @ Node 112 ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .030000 CONSTANT STREET FLOW(CFS) = 4.69 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL- GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.28 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .10670 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .33 HALFSTREET FLOOD WIDTH(FEET) = 10.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.82 PRODUCT OF DEPTH&VELOCITY = 1.24 Y:\F60\400\Calcs\HydraulicWES - Street Capacity Calculations - 100 Year\Revised Calcs 7-22-04\CB5RES.doc Citrus Avenue Widening Project Street Capacity Calculations 100 Year Storm Event HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:55 7/29/2004 ************************** DESCRIPTION OF STUDY ************************* * Citrus Avenue Widening Project * City of Fontana - 100 Year Storm Event * Street Capacity Calculations - CS No6 @ Node 113 **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) _ .004400 CONSTANT STREET FLOW(CFS) = 4.61 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.28 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .10670 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS --------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .42 HALFSTREET FLOOD WIDTH(FEET) = 15.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.85 PRODUCT OF DEPTH&VELOCITY = .78 Y:\F60\400\Ca1cs\Hydraulic\AES - Street Capacity Calculations - 100 Year\Revised Calcs 7-22-04\CB6RES.doc Citrus Avenue Widening Project Street Capacity Calculations 100 Year Storm Event **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:44 1/28/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * City of Fontana - 100 Year Storm Event * Street Capacity Calculations — CB No7 @ Node 202 ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« ------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .031200 CONSTANT STREET FLOW(CFS) = 5.84 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF—WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .67 CONSTANT SYMMETRICAL GUTTER—WIDTH(FEET) = 1.28 CONSTANT SYMMETRICAL GUTTER—LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER—HIKE(FEET) _ .10670 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 11.26 AVERAGE FLOW VELOCITY(FEET/SEC.') = 4.29 PRODUCT OF DEPTH&VELOCITY = 1.45 Y:\F60\400\Ca1cs\HydraWic\AES - Street Capacity CalcWations - 100 Year\CB7RES.doc Citrus Avenue Widening Project Street Capacity Calculations 100 Year Storm Event **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15: 9 7/22/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * City of Fontana - 100 Year Storm Event * Street Capacity Calculations - CB No7A @ Node 203 ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = .021400 CONSTANT STREET FLOW(CFS) = 4.68 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) = .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.28 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = .10670 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 11.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.44 PRODUCT OF DEPTH&VELOCITY = 1.16 Y:\F60\400\Calcs\Hydrauhc\AES - Street Capacity Calculations - 10 0 Year\Revised Calcs 7-22-04\CB7ARES.doe Citrus Avenue Widening Project Street Capacity Calculations 100 Year Storm Event **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:21 7/22/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * City of Fontana - 100 Year Storm Event * Street Capacity Calculations - CB No8 @ Node 205 ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .024200 CONSTANT STREET FLOW(CFS) = 5.53 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.28 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .10670 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS _ -- STREET FLOW FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 11.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.69 PRODUCT OF DEPTH&VELOCITY = 1.29 Y:\F60\400\Calcs\Hydraulic\AES - Street Capacity Calculations -100 Year\Revised Calcs 7-22-04\CB8RES.doc Citrus Avenue Widening Project Street Capacity Calculations 100 Year Storm Event **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 8:27 7/23/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * City of Fontana - 100 Year Storm Event * Street Capacity Calculations - CB No9 @ Node 207 ************************************************************************** **************************************************************************** »»STREETFLOW MODEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) _ .030000 CONSTANT STREET FLOW(CFS) = 5.71 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) _ .015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 38.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020000 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) _ .67 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.28 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) _ .03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) _ .10670 FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ------------------------ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 11.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.20 PRODUCT OF DEPTH&VELOCITY = 1.42 Y:T60\400\Ca1cs\Hydrau1ic\AES - Street Capacity Calculations - 100 Year\Revised Calcs 7-22-04\CB9RES.doc ( A\lt Ill:►��1 100 YEAR STORM EVENT f3c7vL E 100 Year Storm Event Catch Basins Summary Table Catch Catch Basin No Basin (CB) Location Q (cfs) Flow by Hydrology from Calcs. upstream O (cfs) Citrus Avenue Widening Project Q(cfs) at Q(cfs) j Q (cfs) Size Half Street Catch Intercepted flow by (feet) Flood Basin Spread CB Nol Citrus 10.93 0.00 10.93 9.50 1.43 21.00 15.50 @ Node Avenue to CB 2 103 East Side ; CB No2 I Walnut 4.29 1.43 5.72 � 5.72 0.00 14.00 16.15 @ Node , 1 Avenue 1 1 1 , , 106 1 North Side 1 ' 1 1 1 CB No3 Walnut 4.44 0.00 4.44 4.44 0.00 14.00 14.54 @Node Avenue , 109 South Side -------------; -----------------------------------i-- CB No4 Citrus 7.19 0.00 7.19 7.19 0.00 21.00 13.08 Node Avenue ' 111East Side CB No5 Citrus 4.69 0.00 4.69 4.50 0.19 1 14.00 10.66 @ Node 1 Avenueto 1 , CB 6 112 ---------- ; East Side - - ----------�----------------- ---------------- --------------1 ----------- --J----------J---------- --------------- CB No6 1 Citrus 4.42 0.19 4.61 4.61 0.00 14.00 15.50 @ Node Avenue 1 113 East Side , CB NO Citrus 5.84 0.00 5.84 5.00 0.84 14.00 11.26 @ Node Avenue to CB 7A 202 -----------; West Side ----------------- CB No7A Citrus 3.84 0.84 4.68 4.60 0.08 14.00 1126 @ Node Avenue to CB 8 203West -------------- ----------------- Side ----- -- ---- ---- ----,-------------- ----------------------------- ------------- --------- ----- CB Nob Citrus 5.45 0.08 5.53 5.53 0.00 21.00 11.87 @ Node Avenue 1 ' � 205 I West Side CB No9 Citrus i 5.71 0.00 5.71 5.71 0.00 21.00 11.26 Node Avenue 207 West Side Y:\F6014001Docs\Reports\Summary table 100y CB-rev-07-23-04.doe Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver-. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 9:28 7/22/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * Catch Basin Analysis - 100 Year Storm Event * Catch Basin Nol @ Node 103 - Citrus Avenue - East Side **************************************************************************** »»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) = 10.93 GUTTER FLOWDEPTH(FEET) = .42 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 21.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 27.1 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 9.5 ---- ------------------ Bypass Flow = 10.93 cfs - 9.5 cfs = 1.43 cfs = 1.43 cfs = 4.29 cfs from Lode 106 = 5.72 cfs @ CB No2 Catch Basin Nol size = 21.00 feet wide Y:\F60\400\Ca1cs\Hydrau1ic\AES - Catch Basin Calculations -100 Year\Revised Calcs 7-22-04\CB NoLdoc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:26 7/29/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * Catch Basin Analysis - 100 Year Storm Event * Catch Basin No2 @ Node 106 - Walnut Avenue- North Side ************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« I---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 5.72 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) _ .67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.38 Note: A 14.00 feet wide catch basin will be used. Catch Basin No2 size = 14.00 feet Y:\F60\400\CalcslHydraulic\AES - Catch Basin Calculations -100 Year\Revised Calcs 7-22-04\CB Noldoc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:42 5/ 5/2003 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * Catch Basin Analysis - 100 Year Storm Event * Catch Basin No3 @ Node 109- Walnut Avenue - South Side »» 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) = 4.44 GUTTER FLOWDEPTH(FEET) = .40 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 11.59 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 11.6 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.4 -- ------------------------ Note: A 11.6 feet wide catch basin intercepts all the water, therefore a 14.00 feet wide catch basin will be used. Catch Basin No3 size = 14.00 feet wide Y:\F60\400\Calcs\Hydraulic\AES - Catch Basin Calculations - 100 Year\CB No1doc 1 Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:37 7/29/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * Catch Basin Analysis - 100 Year Storm Event * Catch Basin No4 @ Node 111 - Citrus Avenue - East Side ************************************************************************** **************************************************************************** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.19 GUTTER FLOWDEPTH(FEET) _ .37 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 21.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 20.4 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 7.19 Note: A 21.00 feet wide catch basin has been designed. Catch Basin No4 size = 21.00 feet Y:\F60\400\Calcs\Hydraufic\AES - Catch Basin Calculations -100 Year\Revised Calcs 7-22-04\CB No4.doc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:49 7/29/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * Catch Basin Analysis - 100 Year Storm Event * Catch Basin Nos @ Node 112 - Citrus Avenue - East Side ************************************************************************** **************************************************************************** »»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) = 4.69 GUTTER FLOWDEPTH(FEET) = .33 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 14.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.0 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.5 Bypass Flow = 4.69 cfs - 4.5 cfs = 0.19 cfs = 0.19 cfs = 4.42 cfs from Node 113 4.61 cfs @ CB No6 Catch Basin Nos size = 14.00 feet wide Y:T60\400\Calcs\Hydraulic\AES - Catch Basin Calculations - 100 Year\Revised Calcs 7-22-04\CB No5.doc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver -4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 V ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 8:11 8/ 2/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * Catch Basin Analysis - 100 Year Storm Event * Catch Basin No6 @ Node 113 - Citrus Avenue - East Side ************************************************************************** **************************************************************************** »»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) = 4.61 GUTTER FLOWDEPTH(FEET) _ .42 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 14.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 11.4 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.61 Note: A 14.00 feet wide catch basin will be used. Catch Basin No6 size = 14.00 feet Y:\F60A00\Calcs\Hydraulic\AES - Catch Basin Calculations - 100 Year\Revised Calcs 7-22-04\CB No6.doc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 11: 6 5/ 6/2003 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * Catch Basin Analysis - 100 year Storm Event * Catch Basin No7 — Citrus Avenue — West Side ************************************************************************** **************************************************************************** »»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) = 5.84 GUTTER FLOWDEPTH(FEET) _ .34 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 14.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 18.1 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.0 Bypass Flow = 5.84 cfs - 5.00 cfs = 0.84 cfs = 0.84 cfs = 3.84 cfs from Node 205 4.68 cfs @ CB No7A Catch Basin Nos size = 14.00 feet wide Y:\F60\400\Calcs\Hydraulic\AES - Catch Basin Calculations - I00 Year\Revised Calcs 7-22-04\CB NoTdoc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 15:14 7/22/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * Catch Basin Analysis - 100 Year Storm Event * Catch Basin No7A @ Node 203 - Citrus Avenue - West Side ************************************************************************** **************************************************************************** »»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) = 4.68 GUTTER FLOWDEPTH(FEET) _ .34 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 14.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 14.5 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 4.6 Bypass Flow = 4.68 cfs - 4.6 cfs = 0.08 cfs = 0.08 cfs = 5.45 cfs from Node 205 = 5.53 cfs @ CB No8 Catch Basin No7A size = 14.00 feet wide Y:\F60\4001Calcs\Hydreuhc\AES - Catch Basion Calculations - 100 Year\Revised Calcs 7-22-04\CB No7A.doc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 16:48 7/22/2004 ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * Catch Basin Analysis - 100 Year Storm Event * Catch Basin Nob @ Node 205 - Citrus Avenue - West Side ************************************************************************** **************************************************************************** »»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) = 5.53 GUTTER FLOWDEPTH(FEET) _ .35 BASIN LOCAL DEPRESSION(FEET) _ .33 FLOWBY BASIN WIDTH(FEET) = 21.00 »»CALCULATED BASIN WIDTH FOR•TOTAL INTERCEPTION = 16.6 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.53 Note: A 21.00 feet wide catch basin has been designed and will therefore intercept all the flow. Catch Basin No8 size = 21.00 feet wide Y:\F60\400\Ca1cs\HydrauIicWES - Catch Basin Calculations - 100 Year\Revised Calcs 7-22-04\CB No8.doc Citrus Avenue Widening Project Catch Basin Analysis 100 Year Storm Event **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-94 Advanced Engineering Software (aes) Ver. 4.2A Release Date: 6/01/94 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION CORPORATE HEADQUARTERS 1501 QUAIL STREET NEWPORT BEACH, CALIFORNIA, PH 949-476-3300 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 8:17 8/ 2/2004 --------------------------------------------------------------------------- ---------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY ************************** * Citrus Avenue Widening Project * Catch Basin Analysis - 100 Year Storm Event * Catch Basin No9 @ Node 207 - Citrus Avenue - West Side ************************************************************************** »»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) = 5.71 GUTTER FLOWDEPTH(FEET) = .34 BASIN LOCAL DEPRESSION(FEET) = .33 FLOWBY BASIN WIDTH(FEET) = 21.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 17.7 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.71 Note: A 21.00 feet wide catch basin will be used for total interception. 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�z O H •.+ z N H S -i w a) W 1 > G1 m H I s H 0 zEl w u r H H z RO' h F H q w a) a :> Hu a� a Cx C9 A � C7 u Ha`� wU U o a W W W U N co cn z °a a s a o s4 3 * W N W FFi °�' 3W W H W H W H H o u Cl) w w O a x aaCl) 0 W A X01 00 W * F0* Eo Eo 'J 4 H a a)a x O a m P4 CO m co�a g H ro O H W �o W dr W W HkD �D F -IID W W Q F H 4Ja z w U N O U* H 0 o cC > w ro o* z0 0 z in 0 z to 0 a O w o w r) H F V) N N m O ca D E o JC u) U1 � w U) QO Q'00[1'�, CO a S4 >, a) EFo Ecc)OEo a H a a a H E u U W Q 3 3 0 4 a w x a �a wA wA xA H E u w - F �-- o-- >1 x wt:) a w m p z H W CA w a Ft a W H H H Cl) co d H N M H H H ul z ' oz z v H oz H z oz z OD U O c-, H H 4-)wz a a a r' z w w w z z (] w qHq qHq qHq E DI W W u u W A W W W W 0 EH Q W 00 v03 O O 9 REFERENCE MATERIAL IOCYVL �s Ar3®YL E **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 ************************** DESCRIPTION OF STUDY ************************** * Walnut Part 1 * modified by ei * * ************************************************************************** FILE NAME: WALSDI.DAT TIME/DATE OF STUDY: 11:21 8/ 4/2004 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5500 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --- ------------------------------- ------ ----- ------ ------------ --- ------------------------------- ------ ----- ------ ----- ------- 1 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 2 22.0 11.0 .020/ .020/ --- .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .24 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1517.80 DOWNSTREAM(FEET) = 1494.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.552 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.668 SUBAREA Tc AND LOSS RATE DATA(AMC II): AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.51 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.20 .98 .10 32 9.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 2.77 SUBAREA RUNOFF(CFS) = 4.94 .10 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.94 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED) <<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1494.00 DOWNSTREAM ELEVATION(FEET) = 1477.20 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 8.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.51 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 3.09 Tc(MIN.) = 12.64 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.946 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 2.77 EFFECTIVE AREA(ACRES) = 2.00 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) = 6.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .34 HALFSTREET FLOOD WIDTH(FEET) = 8.86 FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH*VELOCITY(FT*FT/SEC.) = 1.19 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 6.1 -------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CURB SECTION USED) <<<< UPSTREAM ELEVATION(FEET) = 1477.20 DOWNSTREAM ELEVATION(FEET) = 1462.30 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 10.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 3.08 TC(MIN.) = 15.72 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.463 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.03 EFFECTIVE AREA(ACRES) = 3.00 AREA-AVERAGED Fm(INCH/HR) _ .10 AREA-AVERAGED Fp(INCH/HR) _ .98 AREA-AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 9.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 10.33 FLOW VELOCITY(FEET/SEC.) = 3.61 DEPTH*VELOCITY(FT*FT/SEC.) = 1.32 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 40.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.72 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.463 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.94 EFFECTIVE AREA(ACRES) = 4.30 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 13.02 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.72 RAINFALL INTENSITY(INCH/HR) = 3.46 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 4.30 TOTAL STREAM AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.02 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 70.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 690.00 ELEVATION DATA: UPSTREAM(FEET) = 1517.50 DOWNSTREAM(FEET) = 1504.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.123 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.799 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.50 .98 .10 32 9.12 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 27.50 TOTAL AREA(ACRES) = 6.50 PEAK FLOW RATE(CFS) = 27.50 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 20.00 IS CODE = 4.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1495.00 DOWNSTREAM(FEET) = 1485.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.43 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.50 PIPE TRAVEL TIME(MIN.) = .54 Tc(MIN.) = 9.66 FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 9.66 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.637 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 6.00 .98 .85 32 PUBLIC PARK A 6.40 .98 .85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .85 SUBAREA AREA(ACRES) = 12.40 SUBAREA RUNOFF(CFS) = 42.50 EFFECTIVE AREA(ACRES) = 18.90 AREA -AVERAGED Fm(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .59 TOTAL AREA(ACRES) = 18.90 PEAK FLOW RATE(CFS) = 69.06 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1485.00 DOWNSTREAM(FEET) = 1468.20 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.61 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.06 PIPE TRAVEL TIME(MIN.) = .69 Tc(MIN.) = 10.35 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 10.35 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.448 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN SCHOOL A 18.60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 18.60 SUBAREA RUNOFF(CFS) = 64.67 EFFECTIVE AREA(ACRES) = 37.50 AREA -AVERAGED Fm(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 37.50 PEAK FLOW RATE(CFS) = 130.52 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1468.20 DOWNSTREAM(FEET) = 1453.30 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.41 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 130.52 PIPE TRAVEL TIME(MIN.) = .62 Tc(MIN.) = 10.98 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 10.98 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.295 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 17.90 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 17.90 SUBAREA RUNOFF(CFS) = 59.77 EFFECTIVE AREA(ACRES) = 55.40 AREA -AVERAGED Fm(INCH/HR) _ .58 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 TOTAL AREA(ACRES) = 55.40 PEAK FLOW RATE(CFS) = 185.12 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.98 RAINFALL INTENSITY(INCH/HR) = 4.30 AREA -AVERAGED Fm(INCH/HR) = .58 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 55.40 TOTAL STREAM AREA(ACRES) = 55.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 185.12 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.02 15.72 3.463 .98( .10) .10 4.30 10.00 2 185.12 10.98 4.295 .98( .58) .60 55.40 60.00 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 SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 156.6 15.72 3.463 .975( .547) .56 59.7 10.00 2 196.5 10.98 4.295 .975( .557) .57 58.4 60.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 196.46 Tc(MIN.) = 10.98 EFFECTIVE AREA(ACRES) = 58.40 AREA -AVERAGED Fm(INCH/HR) _ .56 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .57 TOTAL AREA(ACRES) = 59.70 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 80.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1462.30 DOWNSTREAM(FEET) = 1448.20 FLOW LENGTH(FEET) = 1235.00 MANNING'S N = .013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.66 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 196.46 PIPE TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 12.38 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< - -------------------- MAINLINE Tc(MIN) = 12.36 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.996 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 31.85 .98 .10 32 PUBLIC PARK A 11.25 .98 .85 32 COMMERCIAL A .90 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .29 SUBAREA AREA(ACRES) = 44.00 SUBAREA RUNOFF(CFS) = 146.97 EFFECTIVE AREA(ACRES) = 102.40 AREA -AVERAGED Fm(INCH/HR) _ .44 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .45 TOTAL AREA(ACRES) = 103.70 PEAK FLOW RATE(CFS) = 327.71 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.38 RAINFALL INTENSITY(INCH/HR) = 4.00 AREA -AVERAGED Fm(INCH/HR) _ .44 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .45 EFFECTIVE STREAM AREA(ACRES) = 102.40 TOTAL STREAM AREA(ACRES) = 103.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 327.71 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 150.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1517.80 DOWNSTREAM(FEET) = 1513.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.016 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.709 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.50 .98 .10 32 14.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.88 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 4.88 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 130.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ------------------------------- UPSTREAM ELEVATION(FEET) = 1513.00 DOWNSTREAM ELEVATION(FEET) = 1509.00 STREET LENGTH(FEET) = 320.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 12.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22 STREET FLOW TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 15.83 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.448 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .90 EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 5.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 12.79 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1509.00 DOWNSTREAM ELEVATION(FEET) = 1498.50 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .38 HALFSTREET FLOOD WIDTH(FEET) = 11.25 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.54 STREET FLOW TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 17.48 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.248 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .85 EFFECTIVE AREA(ACRES) = 2.10 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 5.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .39 HALFSTREET FLOOD WIDTH(FEET) = 11.39 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.55 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>(STANDARD CURB SECTION USED)<<<<< ------------------------------------ UPSTREAM ELEVATION(FEET) = 1498.50 DOWNSTREAM ELEVATION(FEET) = 1488.50 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 12.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.53 STREET FLOW TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 19.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.043 SUBAREA LOSS RATE DATA(AMC II) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) _ .80 EFFECTIVE AREA(ACRES) = 2.40 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 6.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 12.16 FLOW VELOCITY(FEET/SEC.) = 3.81 DEPTH*VELOCITY(FT*FT/SEC.) = 1.53 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 1488.50 DOWNSTREAM ELEVATION(FEET) = 1481.30 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.84 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.57 STREET FLOW TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 20.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.916 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) _ .76 EFFECTIVE AREA(ACRES) = 2.70 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) = 6.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.58 FLOW VELOCITY(FEET/SEC.) = 3.86 DEPTH*VELOCITY(FT*FT/SEC.) = 1.58 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>(STANDARD CURB SECTION USED)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1481.30 DOWNSTREAM ELEVATION(FEET) = 1469.30 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.68 STREET FLOW TRAVEL TIME(MIN.) = 1.95 Tc(MIN.) = 22.87 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.764 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) _ .72 EFFECTIVE AREA(ACRES) = 3.00 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 7.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.44 FLOW VELOCITY(FEET/SEC.) = 4.14 DEPTH*VELOCITY(FT*FT/SEC.) = 1.69 **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 6.1 --------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1469.30 DOWNSTREAM ELEVATION(FEET) = 1457.50 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.76 STREET FLOW TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 24.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.645 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .40 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) _ .92 EFFECTIVE AREA(ACRES) = 3.40 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 7.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 12.79 FLOW VELOCITY(FEET/SEC.) = 4.27 DEPTH*VELOCITY(FT*FT/SEC.) = 1.77 FLOW PROCESS FROM NODE 190.00 TO NODE 80.00 IS CODE = 3.1 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1448.50 DOWNSTREAM(FEET) = 1448.20 FLOW LENGTH(FEET) = 15.00 MANNING'S N = .015 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.48 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.79 PIPE TRAVEL TIME(MIN.) = .03 Tc(MIN.) = 24.66 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 24.66 RAINFALL INTENSITY(INCH/HR) = 2.64 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 3.40 TOTAL STREAM AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.79 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 265.61 17.19 3.282 .98( .44) .45 103.70 10.00 1 327.71 12.38 3.996 .97( .44) .45 102.40 60.00 2 7.79 24.66 2.642 .97( .10) .10 3.40 10.00 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 SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 333.7 12.38 3.996 .975( .435) .45 104.1 60.00 2 272.4 17.19 3.282 .975( .428) .44 106.1 10.00 3 213.7 24.66 2.642 .975( .425) .44 107.1 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 333.70 Tc(MIN.) = 12.38 EFFECTIVE AREA(ACRES) = 104.11 AREA -AVERAGED Fm(INCH/HR) _ .43 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .45 TOTAL AREA(ACRES) = 107.10 FLOW PROCESS FROM NODE 80.00 TO NODE 90.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1448.20 DOWNSTREAM(FEET) = 1447.90 FLOW LENGTH(FEET) = 40.00 MANNING'S N = .013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 55.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.36 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 333.70 PIPE TRAVEL TIME(MIN.) = .05 Tc(MIN.) = 12.43 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 780.00 ELEVATION DATA: UPSTREAM(FEET) = 1528.00 DOWNSTREAM(FEET) = 1517.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.229 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.480 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.80 .98 .10 32 10.23 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 26.82 TOTAL AREA(ACRES) = 6.80 PEAK FLOW RATE(CFS) = 26.82 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ------------------------------------------ UPSTREAM ELEVATION(FEET) = 1517.00 DOWNSTREAM ELEVATION(FEET) = 1510.10 STREET LENGTH(FEET) = 560.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .66 HALFSTREET FLOOD WIDTH(FEET) = 25.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.37 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.88 STREET FLOW TRAVEL TIME(MIN.) = 2.14 Tc(MIN.) = 12.37 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.999 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .80 SUBAREA RUNOFF(CFS) = 2.81 EFFECTIVE AREA(ACRES) = 7.60 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 26.82 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 65 HALFSTREET FLOOD WIDTH(FEET) = 24.57 FLOW VELOCITY(FEET/SEC.) = 4.31 DEPTH*VELOCITY(FT*FT/SEC.) = 2.80 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 12.37 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.999 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 6.60 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 23.17 EFFECTIVE AREA(ACRES) = 14.20 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 14.20 PEAK FLOW RATE(CFS) = 49.86 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 4.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1501.10 DOWNSTREAM(FEET) = 1500.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.98 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.86 PIPE TRAVEL TIME(MIN.) = .14 Tc(MIN.) = 12.50 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 4.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1500.00 DOWNSTREAM(FEET) = 1489.50 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.70 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.86 PIPE TRAVEL TIME(MIN.) = .45 Tc(MIN.) = 12.96 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ----------------------------- MAINLINE Tc(MIN) = 12.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.888 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 10.20 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 10.20 SUBAREA RUNOFF(CFS) = 34.80 EFFECTIVE AREA(ACRES) = 24.40 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 24.40 PEAK FLOW RATE(CFS) = 83.24 FLOW PROCESS FROM NODE 140.00 TO NODE 190.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ------------------- ELEVATION DATA: UPSTREAM(FEET) = 1489.50 DOWNSTREAM(FEET) = 1448.50 FLOW LENGTH(FEET) = 1700.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.95 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 83.24 PIPE TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 14.73 FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< - -------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.73 RAINFALL INTENSITY(INCH/HR) = 3.60 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .98 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 24.40 TOTAL STREAM AREA(ACRES) = 24.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 83.24 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1509.00 DOWNSTREAM(FEET) = 1498.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.916 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.666 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A .30 .98 .10 32 6.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) _ .30 PEAK FLOW RATE(CFS) = 1.50 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 160.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>(STANDARD CURB SECTION USED)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 1498.50 DOWNSTREAM ELEVATION(FEET) = 1488.50 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .30 HALFSTREET FLOOD WIDTH(FEET) = 7.17 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.02 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) _ .91 STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 9.45 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.697 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) = 1.24 EFFECTIVE AREA(ACRES) _ .60 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .60 PEAK FLOW RATE(CFS) = 2.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .31 HALFSTREET FLOOD WIDTH(FEET) = 7.80 FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTH*VELOCITY(FT*FT/SEC.) _ .98 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< ----- - -------- UPSTREAM ELEVATION(FEET) = 1488.50 DOWNSTREAM ELEVATION(FEET) = 1481.30 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .33 HALFSTREET FLOOD WIDTH(FEET) = 8.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 11.15 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.256 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) _ .90 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) _ .90 PEAK FLOW RATE(CFS) = 3.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .34 HALFSTREET FLOOD WIDTH(FEET) = 9.14 FLOW VELOCITY(FEET/SEC.) = 3.29 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1481.30 DOWNSTREAM ELEVATION(FEET) = 1469.30 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 9.42 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 2.23 TC(MIN.) = 13.37 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.815 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) = 1.00 EFFECTIVE AREA(ACRES) = 1.20 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 4.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .35 HALFSTREET FLOOD WIDTH(FEET) = 9.56 FLOW VELOCITY(FEET/SEC.) = 3.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27 **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 190.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 14G9.30 DOWNSTREAM ELEVATION(FEET) = 1457.50 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .36 HALFSTREET FLOOD WIDTH(FEET) = 10.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.38 STREET FLOW TRAVEL TIME(MIN.) = 1.97 Tc(MIN.) = 15.34 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.514 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A .40 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .40 SUBAREA RUNOFF(CFS) = 1.23 EFFECTIVE AREA(ACRES) = 1.60 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) = 4.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 10.40 FLOW VELOCITY(FEET/SEC.) = 3.87 DEPTH*VELOCITY(FT*FT/SEC.) = 1.42 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.34 RAINFALL INTENSITY(INCH/HR) = 3.51 AREA -AVERAGED Fm(INCH/HR) = .10 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 1.60 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.92 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 83.24 14.73 3.600 .98( .10) .10 24.40 100.00 2 4.92 15.34 3.514 .97( .10) .10 1.60 130.00 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 SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 88.1 14.73 3.600 .975( .098) .10 25.9 100.00 2 86.1 15.34 3.514 .975( .098) .10 26.0 130.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 88.09 Tc(MIN.) = 14.73 EFFECTIVE AREA(ACRES) = 25.94 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 26.00 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 90.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1448.50 DOWNSTREAM(FEET) = 1447.90 FLOW LENGTH(FEET) = 70.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.75 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 88.09 PIPE TRAVEL TIME(MIN.) = .11 Tc(MIN.) = 14.84 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 90.00 IS CODE = 11 --------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 88.09 14.84 3.584 .98( .10) .10 25.9 100.00 2 86.12 15.45 3.499 .98( .10) .10 26.0 130.00 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 3.584 (ACRES) NODE 1 333.70 12.43 3.987 .97( .43) .45 104.1 60.00 2 272.41 17.24 3.276 .98( .43) .44 106.1 10.00 3 213.74 24.71 2.639 .98( .43) .44 107.1 10.00 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 391.0 14.84 3.584 .975( .365) .37 131.0 100.00 2 381.3 15.45 3.499 .975( .365) .37 131.3 130.00 3 416.0 12.43 3.987 .975( .376) .39 125.8 60.00 4 352.9 17.24 3.276 .975( .363) .37 132.1 10.00 5 278.1 24.71 2.639 .975( .361) .37 133.1 10.00 TOTAL AREA(ACRES) = 133.10 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 415.98 Tc(MIN.) = 12.425 EFFECTIVE AREA(ACRES) = 125.83 AREA -AVERAGED Fm(INCH/HR) _ .38 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .39 TOTAL AREA(ACRES) = 133.10 **************************************************************************** FLOW PROCESS FROM NODE 90.00 TO NODE 210.00 IS CODE = 3.1 -------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1447.90 DOWNSTREAM(FEET) = 1446.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = .013 DEPTH OF FLOW IN 93.0 INCH PIPE IS 74.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.28 ESTIMATED PIPE DIAMETER(INCH) = 93.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 415.98 PIPE TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 13.56 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 13.56 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.783 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.90 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = 14.10 EFFECTIVE AREA(ACRES) = 130.73 AREA -AVERAGED Fm(INCH/HR) _ .38 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .39 TOTAL AREA(ACRES) = 138.00 PEAK FLOW RATE(CFS) = 415.98 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 4.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ELEVATION DATA: DATA: UPSTREAM(FEET) = 1447.90 DOWNSTREAM(FEET) = 1435.40 FLOW LENGTH(FEET) = 730.00 MANNING'S N = .013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 21.19 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 415.98 PIPE TRAVEL TIME(MIN.) _ .57 Tc(MIN.) = 14.13 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -------------------------------- MAINLINE Tc(MIN) = 14.13 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.690 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 5.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 15.37 EFFECTIVE AREA(ACRES) = 136.23 AREA -AVERAGED Fm(INCH/HR) _ .39 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .40 TOTAL AREA(ACRES) = 143.50 PEAK FLOW RATE(CFS) = 415.98 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 ELEVATION DATA: UPSTREAM(FEET) = 1519.00 DOWNSTREAM(FEET) = 1504.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.391 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.716 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.60 .98 .10 32 9.39 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 27.44 TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 27.44 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 250.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1504.50 DOWNSTREAM ELEVATION(FEET) = 1503.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 40.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .69 HALFSTREET FLOOD WIDTH(FEET) = 28.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.43 STREET FLOW TRAVEL TIME(MIN.) = 4.86 Tc(MIN.) = 14.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.673 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.79 EFFECTIVE AREA(ACRES) = 8.40 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 8.40 PEAK FLOW RATE(CFS) = 27.44 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .67 HALFSTREET FLOOD WIDTH(FEET) = 26.06 FLOW VELOCITY(FEET/SEC.) = 2.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.35 **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 260.00 IS CODE = 4.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1496.00 DOWNSTREAM(FEET) = 1495.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 16.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.15 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.44 PIPE TRAVEL TIME(MIN.) _ .40 Tc(MIN.) = 14.64 **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 260.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 14.64 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.613 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 8.30 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 26.26 EFFECTIVE AREA(ACRES) = 16.70 AREA -AVERAGED Fm(INCH/HR) _ .10 AREA -AVERAGED Fp(INCH/HR) _ .98 AREA -AVERAGED Ap = .10 TOTAL AREA(ACRES) = 16.70 PEAK FLOW RATE(CFS) = 52.83 **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 270.00 IS CODE = 4.1 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1495.00 DOWNSTREAM(FEET) = 1478.20 FLOW LENGTH(FEET) = 600.00 MANNING'S N = .013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 14.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.90 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.83 PIPE TRAVEL TIME(MIN.) _ .67 Tc(MIN.) = 15.32 **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 270.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 15.32 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.517 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 18.70 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 60 SUBAREA AREA(ACRES) = 18.70 SUBAREA RUNOFF(CFS) = 49.34 EFFECTIVE AREA(ACRES) = 35.40 AREA -AVERAGED Fm(INCH/HR) _ .36 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .36 TOTAL AREA(ACRES) = 35.40 PEAK FLOW RATE(CFS) = 100.73 **************************************************************************** FLOW PROCESS FROM NODE 270.00 TO NODE 280.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1478.20 DOWNSTREAM(FEET) = 1460.60 FLOW LENGTH(FEET) = 850.00 MANNING'S N = .013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.72 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 100.73 PIPE TRAVEL TIME(MIN.) _ .90 Tc(MIN.) = 16.22 **************************************************************************** FLOW PROCESS FROM NODE 280.00 TO NODE 290.00 IS CODE = 4.1 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1460.60 DOWNSTREAM(FEET) = 1450.90 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 22.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.01 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 100.73 PIPE TRAVEL TIME(MIN.) _ .39 Tc(MIN.) = 16.61 FLOW PROCESS FROM NODE 290.00 TO NODE 290.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 16.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.350 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 38.40 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 38.40 SUBAREA RUNOFF(CFS) = 95.55 EFFECTIVE AREA(ACRES) = 73.80 AREA -AVERAGED Fm(INCH/HR) _ .47 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .49 TOTAL AREA(ACRES) = 73.80 PEAK FLOW RATE(CFS) = 190.97 FLOW PROCESS FROM NODE 290.00 TO NODE 300.00 IS CODE = 4.1 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1450.90 DOWNSTREAM(FEET) = 1439.80 FLOW LENGTH(FEET) = 250.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 28.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.97 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 190.97 PIPE TRAVEL TIME(MIN.) _ .17 Tc(MIN.) = 16.78 FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 16.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.330 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.31 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 3.81 EFFECTIVE AREA(ACRES) = 75.11 AREA -AVERAGED Fm(INCH/HR) _ .47 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .48 TOTAL AREA(ACRES) = 75.11 PEAK FLOW RATE(CFS) = 193.45 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 220.00 IS CODE = 4.1 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1439.80 DOWNSTREAM(FEET) = 1435.40 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 28.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.95 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 193.45 PIPE TRAVEL TIME(MIN.) = .07 Tc(MIN.) = 16.84 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM CONFLUENCE DATA ** Fp(Fm) Ap Ae SOURCE STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 230.00 (ACRES) NODE 1 193.45 16.84 3.322 .97( .47) .48 75.1 230.00 ** MEMORY BANK # 1 CONFLUENCE DATA ** 215.4 100.00 4 STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 6 (ACRES) NODE 1 415.98 14.13 3.690 .98( .39) .40 136.2 60.00 2 391.02 16.59 3.352 .98( .38) .39 141.4 100.00 3 381.33 17.23 3.277 .98( .38) .39 141.7 130.00 4 352.89 19.10 3.081 .98( .38) .39 142.5 10.00 5 278.09 26.60 2.525 .98( .38) .39 143.5 10.00 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 580.7 16.84 3.322 .975( .411) .42 216.7 230.00 2 599.3 14.13 3.690 .975( .416) .43 199.3 60.00 3 583.6 16.59 3.352 .975( .411) .42 215.4 100.00 4 571.7 17.23 3.277 .975( .411) .42 216.9 130.00 5 530.0 19.10 3.081 .975( .410) .42 217.6 10.00 6 417.5 26.60 2.525 .975( .409) .42 218.6 10.00 TOTAL AREA(ACRES) = 218.61 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 599.28 Tc(MIN.) = 14.134 EFFECTIVE AREA(ACRES) = 199.26 AREA -AVERAGED Fm(INCH/HR) _ .42 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .43 TOTAL AREA(ACRES) = 218.61 **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 310.00 IS CODE = 4.1 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1435.40 DOWNSTREAM(FEET) = 1409.40 FLOW LENGTH(FEET) = 1300.00 MANNING'S N = .013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 25.22 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 599.28 PIPE TRAVEL TIME(MIN.) = .86 Tc(MIN.) = 14.99 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 14.99 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.562 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 34.60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 34.60 SUBAREA RUNOFF(CFS) = 92.70 EFFECTIVE AREA(ACRES) = 233.86 AREA -AVERAGED Fm(INCH/HR) _ .44 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .45 TOTAL AREA(ACRES) = 253.21 PEAK FLOW RATE(CFS) = 656.82 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 4.1 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< -------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1409.40 DOWNSTREAM(FEET) = 1396.50 FLOW LENGTH(FEET) = 650.00 MANNING'S N = .013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 33.45 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 656.82 PIPE TRAVEL TIME(MIN.) = .32 Tc(MIN.) = 15.32 FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------- MAINLINE Tc(MIN) = 15.32 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.517 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 17.44 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 17.44 SUBAREA RUNOFF(CFS) = 46.01 EFFECTIVE AREA(ACRES) = 251.30 AREA -AVERAGED Fm(INCH/HR) _ .45 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .46 TOTAL AREA(ACRES) = 270.65 PEAK FLOW RATE(CFS) = 693.29 FLOW PROCESS FROM NODE 320.00 TO NODE 330.00 IS CODE = 4.1 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1396.50 DOWNSTREAM(FEET) = 1383.90 FLOW LENGTH(FEET) = 630.00 MANNING'S N = .013 ASSUME FULL -FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET/SEC.) = 35.31 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 693.29 PIPE TRAVEL TIME(MIN.) = .30 Tc(MIN.) = 15.61 **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 15.61 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.476 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 8.34 .98 .10 32 PUBLIC PARK A 2.68 .98 .85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .28 SUBAREA AREA(ACRES) = 11.02 SUBAREA RUNOFF(CFS) = 31.75 EFFECTIVE AREA(ACRES) = 262.32 AREA -AVERAGED Fm(INCH/HR) _ .44 AREA -AVERAGED Fp(INCH/HR) = .97 AREA -AVERAGED Ap = .46 TOTAL AREA(ACRES) = 281.67 PEAK FLOW RATE(CFS) = 715.91 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 281.67 TC(MIN.) = 15.61 EFFECTIVE AREA(ACRES) = 262.32 AREA -AVERAGED Fm(INCH/HR)= .44 AREA -AVERAGED Fp(INCH/HR) _ .97 AREA -AVERAGED Ap = .46 PEAK FLOW RATE(CFS) = 715.91 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 715.9 15.61 3.476 .975( .444) .46 262.3 60.00 2 687.0 18.12 3.179 .975( .438) .45 278.5 100.00 3 683.3 18.38 3.152 .975( .438) .45 279.7 230.00 4 673.3 18.79 3.111 .975( .438) .45 279.9 130.00 5 629.4 20.77 2.929 .975( .437) .45 280.6 10.00 6 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 504.1 28.47 2.425 .975( .436) .45 281.7 10.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 31 ALLARD ARD 1 Nt,lti1 I "Itis, HYDRAULffC CALCULATIONS 100 YEAR R SI t1': l EVENT il%3®vL4E ri # P, 4# o o 0 0 0 0 a 0 o M #$\ N x W W W W w W W w cc N # m * al LL a a a, a a a a W H * O 74 ,+ * H H H H H H H H H H H H H H ri H H a1 * Z 4L — E x — a # # o 0 0 0 0 0 o O o 0 o o o O o 0 o c cl # a a* o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o c # N N x -rt # * 1 I 1 1 I 1 i 1 # J-) 1 H* o I o o I o o I o o I o o t o o t o o I o o I o o I c a x$ q ri * o o 0 o o o o o o o o o o o o o o c O * a3 rd * o o o o o o o o 0 fV x Id i1 x # >9 * m 0 1 # ------ — I x\ E 1 # I 1 1 I I I 1 I 1 O O O O o O O O O =# O M o M O M O Mo Mn M o M o M O K x O) 2 x u) H ul H U1 H In H N r1 In H In H to H In N * .,i td = x o 0 o 0 0 0 0 o c (d * X A I * I 1 1 I 1 I I I 1 A* --- — — — — — — — — — — — — — — — # (1, I * I i t I I I I I I * 0 a* x F A ❑# O m o O m o o o N o o a O W O ro * o m O O M O O H a Ul O O H O (d # O -r1 * W V1 M W N 3i * ri 3 0 * q x w 7-a * * -- — — — — — — — — — — — — — — — #1 1 I 1 i I 1 # Id # 0 0 0 0 0 0 O * U ,C N# 0 0 0 o m o m o m o m o m o m o m c L * I y 10 -g M M O N N N N N o N N c W # J-) a ;j # x -ri a) O * tD ID i#i U q 1 w Y 1I I I I I I I * ------ — — — — — — — — — — — — I o I I H I o 1 m 1 o I 1 H I M > # )-I > y* o o o N o r o o o N o O o m O .-i o m o a) U A, * o o m o o o . o o o o o cc V' H m RW q* ic N ri ri M H N H E:3 * to W* H H ri -- — — — — — — — — — — — — — — — O a -A i# 1 * I 1 I I I I I 1 I -ri U * >1 ri * M m ID M o ri N V1 H M V1 N In o in ri 10 rl m W x b) W * N in N H m m r N M W m N In H W V1 o rti si aro x >4 w N H G # W ro x* O ri M M 11 to ri m m H H H b >R4 Id x q Sa * o o o o o o H(.4 O * W U' * v v -41 V' V1 V1 dl VI VI 7., m Ix x # H H H H H H H H H U, M P, ai * I x 1 I I I I 1 1 1 U) a) # M 1 to M I H m In m 1 N m I U1 m I m m 1 In m I In m I 1D W U x 'd >* N m N m r r r r r r r r r r r r r W ❑ Fi1 k x H (d * H H 11 H H H H H ri H iJu++ 0 * � a]�* r o r o W o �D o ID o to o W o W o \0 0 co ixt 1 I 1 I I I 1 1 I =1(1r h * I x r I r I O I O 1 O 1 a 1 o I O 1 o 1 Z W * * to to m m m m m m m E * ri co O O O O O O (d $ d) * •> r. * N N N N N N N N N 1'n 0 * 1 * H t H I m 1 m I m 1 m I m 1 m I m 1 m r. * * m m w w to w �D w \o Q) ri x # $ O) H x w * In UI M M M M M M M b N # a r> * H Hi m m m m m m m a5 m # U * r r w w to %D ID 10 w as m x P4 x I x 1 1 1 1 1 1 I I 1 0 * ----- — — — — — — — — • w # 1 # O I o 1 m 1 M I r I M I O I m I d• I (d a) m * x a M H M N In w m r Id * O O O m to H r m N 0 Q (d * j > # O 4) # d a) * M a% r m H N o o m i -I ro Q) * (d 11 * m m m m O O O o O -I # * H H Hi H H H ri H H H O x 1 * I 1 I I 1 1 I 1 1 blH x i * ————— o I o I m r 1 M I M I O I m 1 `CI 1 o N O (N m 141 m o M 'y' # L .-. x r m r W N a O ri m x P, E- d) d) Cs, # H N M N M H M M N # q * H H H H Hi H H ri H * # x I # I1 I I 1 I I 1 I --- — — — — — — — — — — — — — — * I* O 1 O I a 1 O I O 1 O I o I o 1 O 1 # Q) x O V1 ri H v H M V` M H-1 O m m w v $ * ) P, x M ri ri r M r M r (14 O ri m ID M r co V1 W W * P> O x N r N Nm o N H m $ * O Q) ri * H o M N M O to O m o H o H H H o 1D H * > rici) x m m O m m m m m o m m o W * (-, W * M M M M M M M M M y) * H H H H H H H H H H o I o o i a•i o I O O I o o I o o I o o I D.' o o 1 O �. 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