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Home My WebLink AboutCT 03-01-01; LA COSTA RESORT & SPA MSTR PLAN; DRAINAGE SUTDY; 2003-05-02DRAINAGE STUDY FOR RECEIVED NOV 1 2 2003 CiTY OF CARLSBAD PLANNING DEPT. LA COSTA RESORT AND SPA - MASTER PLAN JOBNO. 14107-L MAY 2, 2003 REVISED: NOVEMBER 3, 2003 Roger L. B^l RCE 27678 Prepared By: Rick Engineering Company 5620 Friars Road San Diego, CaHfomia 92110 (619) 291-0707 TABLE OF CONTENTS VICINITY MAP 1 INTRODUCTION 2 RATIONAL METHOD DESIGN CRITERIA 4 EXPLANATION OF THE RATIONAL METHOD COMPUTER PROGRAM 5 INTENSITY - DURATION DESIGN CHART 6 1 OO-YEAR RAINFALL EVENT - 6-HOUR ISOPLUVIAL 7 1 OO-YEAR RAINFALL EVENT - 24-HOUR ISOPLUVIAL 8 APPENDICES A. 1 OO-YEAR RATIONAL METHOD ANALYSIS FOR THE EXISTING CONDITION OF THE INLET LOCATED IN EL CAMINO REAL - SYSTEM 10 B. 1 OO-YEAR RATIONAL METHOD ANALYSIS FOR THE EXISTING CONDITION OF THE INLET LOCATED IN EL CAMINO REAL - SYSTEM 20 C. 1 OO-YEAR RATIONAL METHOD ANALYSIS FOR THE EXISTING CONDITION OF THE DRAINAGE BASIN NORTH OF PROJECT SITE - SYSTEM 100 D. 1 OO-YEAR RATIONAL METHOD ANALYSIS FOR THE EXISTING CONDITION OF THE DRAINAGE BASIN NORTH OF PROJECT SITE - SYSTEM 200 E. 1 OO-YEAR RATIONAL METHOD ANALYSIS FOR THE EXISTING CONDITION OF THE EXISTING 36-INCH RCP DISCHARGING INTO SAN MARCOS CREEK - SYSTEM 300 F. 1 OO-YEAR RATIONAL METHOD ANALYSIS FOR THE EXISTING CONDITION OF THE EXISTING 36-INCH CMP CROSSING EL CAMINO REAL - SYSTEM 400 G. 1 OO-YEAR RATIONAL METHOD ANALYSIS FOR THE DEVELOPED CONDITION OF 36-INCH CMP CROSSING EL CAMINO REAL - SYSTEM 500 H. 1 OO-YEAR RATIONAL METHOD ANALYSIS FOR THE DEVELOPED CONDITION OF THE EXISTING 36-INCH RCP DISCHARGING INTO SAN MARCOS CREEK - SYSTEM 600 November 3,2003 BO:jf\14I07\Study\14107-LDrainage Study (002) I. 1 OO-YEAR RATIONAL METHOD ANALYSIS FOR THE DEVELOPED CONDITION OF THE INLET LOCATED IN EL CAMINO REAL - SYSTEM 700 J. CAPACITY OF EXISTING INLETS MAP POCKET 1. DRAINAGE MAP FOR THE EXISTING CONDITION OF THE DRAINAGE BASIN NORTH OF ARENAL ROAD 2. DRAINAGE MAP FOR THE EXISTING CONDITION OF THE LA COSTA RESORT AND SPA - MASTER PLAN 3. DRAINAGE MAP FOR THE DEVELOPED CONDITION OF THE LA COSTA RESORT AND SPA - MASTER PLAN November 3, 2003 BO:jA14107\Study\I4I07-L Drainage Study (002) MAP POCKET 1. DRAINAGE MAP FOR THE EXISTING CONDITION OF THE DRAINAGE BASIN NORTH OF ARENAL ROAD 2. DRAINAGE MAP FOR THE EXISTING CONDITION OF THE LA COSTA RESORT AND SPA - MASTER PLAN 3. DRAINAGE MAP FOR THE DEVELOPED CONDITION OF THE LA COSTA RESORT AND SPA - MASTER PLAN November 3,2003 BO:jf\14107\Study\14107-L Drainage Study (002) CITY OF OCEANSIDE HIGHWAY CITY OF VISTA CITY OF SAN MARCOS CITY OF ENCINITAS VICINITY MAP NOT TO SCALE November 3,2003 BO:jf\I4107\Study\14I07-L Drainage Study (002) INTRODUCTION This drainage report addresses the proposed La Costa Resort and Spa - Master Plan. The La Costa Resort and Spa is located in the City of Carlsbad. The Master Plan project will include the construction of resort villas, commercial buildings, a parking structure, a golf school, and various surface improvements around the existing resort. The project site is located east of El Camino Real, north of San Marcos Creek, and South of Arenal Road. Existing Condition The existing drainage from the Master Plan site is conveyed to Uvo different locations. The majority of runoff is conveyed to El Camino Real and Costa Del Mar Road. Runoff conveyed to El Camino Real is by surface flow through an existing swale flowing south and parallel to El Camino Real. The runoff conveyed through the swale is collected by an existing headwall, which discharges through an existing pubUc 36-inch CMP storm drain pipe, which crosses under El Camino Real. The 36-inch CMP storm drain pipe also collects surface flow from El Camino Real through two existing curb inlets. Runoff conveyed to Costa Del Mar Road is made by surface flow from Esfrella De Mar Road, which connects to Costa Del Mar Road, where the surface flow continues, ultimately heading towards the intersection of Costa Del Mar Road and El Camino Real. The surface flow is collected within three existing curb inlets in Costa Del Mar Road before it runs into El Camino Real. Runoff is discharged to San Marcos Creek through an existing 36-inch RCP storm drain pipe. Developed Condition For the developed condition, the majority of runoff will be collected by a proposed underground storm drain system. The storm drain system will consist of catch basins, curb inlets, and cleanouts which will collect surface flow from the project site. The storm drain system will eventually run parallel with El Camino Real down a private access road. Before discharging into the public system crossing El Camino Real, the runoff will be conveyed through a CDS Technologies Pollution Control Unit. From here, the runoff will be conveyed to a proposed diversion structure, where runoff November 3,2003 BO:jA14107\Study\14107-L Drainage Study (002) will be discharged to both the public 36-inch CMP storm drain pipe and 36-inch RCP storm drain pipe. The diversion structure is necessary so as not to impact the previously mentioned storm drain pipes beyond their existing conditions. The developed conditions for these two pipes are shown in the appendix as systems 500 and 600. Per the requirements ofthe City of Carlsbad, the existing 36- inch CMP storm drain pipes crossing under El Camino Real will be replaced by 36-inch RCP storm drain pipes. Also, a headwall and energy dissipator will be constructed at the discharge point on the west side of El Camino Real as part of this requirement. The golf school will be located within the existing driving range. This area will not be impacted beyond the existing condition because the proposed improvements include the demolition of a number of buildings, replacing them with landscaped areas. The proposed improvements will reduce the overall runoff coefficient so that the developed condition will produce less runoff than the existing condition. November 3,2003 BO:jf\14107\Study\14107-L Drainage Study (002) RATIONAL METHOD DESIGN CRTTERTA Design Storm: 1 OO-year Storm Event Land Use: General Commercial Runoff Coefficients: The runoff coefficients or "C" values used in this study were based on criteria presented in the San Diego County Hydrology Manual (2003). Rainfall Intensity: The rainfall intensity used in this analysis was based on criteria presented in the San Diego County Hydrology Manual (2003). November 3,2003 BO:jf\14107\Study\14107-L Drainage Study (002) EXPLANATION OF THE RATIONAL METHOD PROGRAM AND CODE The hydrologic analysis for this study employs a computerized version of the Rational Method prepared by Advanced Engineering Software (AES). The program allows the user to develop a node-link model ofthe watershed. The program can also estimate conduit sizes to accommodate design storm discharges. The node link model is developed by creating independent node-link models of individual interior watersheds and linking them together at various confluence points. The program allows up to five streams to be confluenced at any one time. Stream entries for the confluence must be made sequentially until all streams are entered. The program has the capability of performing calculations for fifteen hydrologic processes. These processes are assigned code numbers, which appear in the printed results. The code numbers and their meaning are as follows: CODE 1: CODE 2: CODE 3: CODE 4: CODE 5: CODE 6: CODE 7: CODE 8: CODE 9: CODE 10: CODE 11: CODE 12: CODE 13: CODE 14: CODE 15: CONFLUENCE ANALYSIS AT A NODE. INITL\L SUBAREA ANALYSIS. PIPEFLOW TRAVELTIME (COMPUTER ESTIMATED PPE SIZE). PIPEFLOW TRAVELTIME (USER SPECIFIED PIPE SIZE). TRAPEZODDAL CHANNEL TRAVELTIME. STREETFLOW ANALYSIS THROUGH SUBAREA. USER SPECIFIED INFORMATION AT A NODE. ADDITION OF SUBAREA RUNOFF TO MAINLINE. V-GUTTER FLOW THROUGH SUB AREA. COPY MAIN-STREAM DATA ONTO A MEMORY BANK. CONFLUENCE A MEMORY BANK WITH THE MAIN-STREAM MEMORY. CLEAR A MEMORY BANK. CLEAR A MAIN-STREAM MEMORY. COPY A MEMORY BANK ONTO THE MAIN-STREAM MEMORY. DEFINE A MEMORY BANK. November 3,2003 BO:jf\14107\Study\14107-L Drainage Study (002) I » 7.44 I •'6- 7 a 9 10 (-0.643 e-Hcurp|oclplfatton(in) Dursltlon |mln) , :!!M!!!»!»:!::s:::;:i!::::!:!!!!!!!!!!!!lM IS 20 30 Minutes l!!!!!!!!!>iiiiiiiiiii ^0 CO Duration HaxMuL..u,U>l|yU,u>;«ol08yM.nu.l/lnl_DurD»,gnCh.rt.fHT Directldns for Application: County Hydrology wSI'^t^^^^^P^^^^^ in the 'n th. Design «ndpSLre Manual) "'""'^ '"'^'^'^^ (2) Adiust 6 hr precipitation (If necessary) so that it Is.within %\Z:'^e%'S:il°nr' 24 hrpreclpltatlcn'Cnot: (3) Plot 6 hr precipitation on the right side of the chart. : ' ^ Sjga;Sl!"'^"=">'-^"^«"°n curve for the l.c3,ibn^ ; Application Form; v r ': I (a) Selected frequency Ai^O_ year fl.0 I (c) Adjusted Pg(2) « _2J^ ^4 " ; 6.0 I W«x" -?JL_mln. To^ w'-S£i5.in./hr. - " ^ S:^S;i^^|-:^^|"«-"ty-Ourat,on-Pre.uency 1.5 •1,0 .^ci— Buriiilon ••.5 11.«8J13J7 S.M iTd.60' 5.(34 3.79' f4?f3 Intenalty-Durallonbesfsn Chart. Template 3-1 Orang* County 4.«. N j'- ^ V..,,-' / ,' y '••-;»*- •v t E.liKle.*MM MmlMno./B.lK C.»<>ml« County of San Diego Hydrology Manual Raitt/all ttopUivMt lfl.0J.M.(LB.3llijj8lliyfj]LJ5jipjiir^_ '''V'' Isopluvlaldnches) M.?PJ!!.QJ{S. Sunplin* Pre(««on, Zonrt. NAOej WMBon Oal«: Jun« 22, JOOl NOT TO «E UStO FOR Of SION CALCUUTIONS APPENDIX A lOO-YEAR RATIONAL METHOD ANALYSIS FOR THE EXISTING CONDITION OF THE INLET LOCATED IN EL CAMINO REAL - SYSTEM 10 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2000 License ID 1261 Analysis prepared by: Rick Engineering Company 5620 Friars Road San Diego, CA 92110 (619) 291-0707 ************************** DESCRIPTION OF STUDY ************************** * Existing condition for inlet located on east side of El Camino * * Real Road and north of Costa Del Mar Road * * System 10 * *************************************************#*****^j^^^J^*J^^j^^^^J^.,^^J^^^^^ FILE NAME: A:EC10.DAT TIME/DATE OF STUDY: 09:05 04/08/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *******************************************************jt******^t*.^^^^^^.^^jt^^^ FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 110.70 DOWNSTREAM ELEVATION = 10 8.80 ELEVATION DIFFERENCE = 1.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.180 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 6.442 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.61 ******************************************************************j,*^^tjtj^^^^^ FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 110.80 DOWNSTREAM ELEVATION(FEET) = 86.00 STREET LENGTH(FEET) = 820.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 42.00 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) = 3.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 0 HALFSTREET FLOOD WIDTH(FEET) = 8.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 3.77 Tc(MIN.) = 9.77 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.703 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 4.91 TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 5.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) =11.07 FLOW VELOCITY(FEET/SEC.) = 4.11 DEPTH*VELOCITY(FT*FT/SEC.) = 1.43 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 920.00 FEET. ********** **********************************^..^.^^.^.^.^^^^.^^J^.^.l^.l^^.^.^^^.l^^J^.j^.^.^^.^^^^^^ FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 80.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 CHANNEL SLOPE = 0.0600 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5.53 FLOW VELOCITY(FEET/SEC) = 3.91 FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 10.20 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 1020.00 FEET. • A********************************************^^**.^.^^.^.^..^,^.^^^.^.^^^^.^^^.^^.^.^^^^^^ FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.575 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.2 0 SUBAREA RUNOFF(CFS) = 0.8 7 TOTAL AREA(ACRES) = 1.4 0 TOTAL RUNOFF(CFS) = 6.4 0 TC(MIN) = 10.20 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 80.00 DOWNSTREAM ELEVATION(FEET) = 16.00 STREET LENGTH(FEET) = 1750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) =42.00 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) = 9.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.4 0 HALFSTREET FLOOD WIDTH(FEET) = 13.47 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.09 PRODUCT OF DEPTH&VELOCITY{FT*FT/SEC.) = 2.01 STREET FLOW TRAVEL TIME(MIN.) = 5.73 Tc(MIN.) =15.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.432 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 6.85 TOTAL AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) = 13.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) =15.15 FLOW VELOCITY(FEET/SEC.) = 5.48 DEPTH*VELOCITY(FT*FT/SEC.) = 2.35 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 2770.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.50 TC{MIN.) = 15.93 PEAK FLOW RATE(CFS) = 13.24 END OF RATIONAL METHOD ANALYSIS APPENDIX B lOO-YEAR RATIONAL METHOD ANALYSIS FOR THE EXISTING CONDITION OF THE INLET LOCATED IN EL CAMINO REAL - SYSTEM 20 *******************************************************************^^^J,^^J^^^ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL.DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1261 Analysis prepared by: Rick Engineering Company 562 0 Friars Road San Diego, CA 92110 (619) 291-0707 ************************** DESCRIPTION OF STUDY ************************** * Existing condition for inlet located on west side of El Camino Real * * Road and north of Costa Del Mar Road * * System 2 0 * ************************************************************************** FILE NAME: A:EC2 0.DAT TIME/DATE OF STUDY: 16:56 10/29/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED •USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 2 0.00 TO NODE 21.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 5 0.30 DOWNSTREAM ELEVATION = 47.50 ELEVATION DIFFERENCE = 2.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 1.916 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.442 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.61 **********************************************************^^^^^^j,^^^^^^^.^^^^ FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 51.50 DOWNSTREAM ELEVATION(FEET) = 18.00 STREET LENGTH(FEET) = 670.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) =32.00 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) = 0.02 0 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) = 2.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.2 7 HALFSTREET FLOOD WIDTH(FEET) = ' 6.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =1.13 STREET FLOW TRAVEL TIME(MIN.) = 2.62 Tc(MIN.) = 8.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.097 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 3.87 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 4.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.0 9 FLOW VELOCITY(FEET/SEC.) = 4.75 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 770.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0.90 TC(MIN.) 4.49 = 8 . 62 II II II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1. II 1 II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II END OF RATIONAL METHOD ANALYSIS APPENDIX C lOO-YEAR RATIONAL METHOD ANALYSIS FOR THE EXISTING CONDITION OF THE DRAINAGE BASIN NORTH OF PROJECT SITE - SYSTEM 100 ***************************************************^^.^^^^^^^^J^^^^^^^^^^^^^^^ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1261 Analysis prepared by: Rick Engineering Company 5620 Friars Road San Diego, CA 92110 (619) 291-0707 ************************** DESCRIPTION OF STUDY ************************** * Existing condition for Basin 100 north of Arenal Road * * System 100 * * * ************************************************************************** FILE NAME: A:ARENALl.DAT TIME/DATE OF STUDY: 09:17 04/08/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) .(FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): •COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 112.00 DOWNSTREAM ELEVATION = 10 9.0 0 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.120 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.442 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 109.00 DOWNSTREAM ELEVATION(FEET) = 79.00 STREET LENGTH(FEET) = 950.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 2.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) ='7.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =0.93 STREET FLOW TRAVEL TIME(MIN.) = 4.62 Tc(MIN.) = 10.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.457 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.71 TOTAL AREA(ACRES) = 1.65 PEAK FLOW RATE(CFS) = 3.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.52 FLOW VELOCITY(FEET/SEC.) = 3.88 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 100 0 0 TO NODE 102.00 = 1050.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 1.65 3 . 98 TC(MIN.) = 10 . 62 END OF RATIONAL METHOD ANALYSIS APPENDIX D lOO-YEAR RATIONAL METHOD ANALYSIS FOR THE EXISTING CONDITION OF THE DRAINAGE BASIN NORTH OF PROJECT SITE - SYSTEM 200 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1261 Analysis prepared by: Rick Engineering Company 5620 Friars Road San Diego, CA 92110 (619) 291-0707 ************************** DESCRIPTION OF STUDY ************************** * Existing condition for Basin 200 north of Arenal Road * * System 200 * * * ************************************************************************** FILE NAME: A:ARENAL2.DAT TIME/DATE OF STUDY: 09:30 04/08/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 107.00 DOWNSTREAM ELEVATION = 105.00 ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.64 6 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =4.742 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** 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) = 105.00 DOWNSTREAM ELEVATION(FEET) = 95.00 STREET LENGTH(FEET) = 385.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 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) = 1.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 11.73 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.180 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.39 TOTAL AREA(ACRES) = 1.4 0 PEAK FLOW RATE(CFS) = 3.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.30 HALFSTREET FLOOD WIDTH(FEET) =8.91 FLOW VELOCITY(FEET/SEC.) = 3.43 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 2 00.00 TO NODE 202.00 = 505.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 95.00 DOWNSTREAM ELEVATION(FEET) = 78.00 STREET LENGTH(FEET) = 4 00.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) =18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.0 0 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) = 4.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.60 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.45 STREET FLOW TRAVEL TIME(MIN.) = 1.4 6 Tc{MIN.) = 13.19 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.875 *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.22 TOTAL AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) = 6.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.93 FLOW VELOCITY(FEET/SEC.) = 4.84 DEPTH*VELOCITY(FT*FT/SEC.) = 1.67 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 905.00 FEET. END-OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 3 6 00 TC(MIN.) = 35 13 . 19 END OF RATIONAL METHOD ANALYSIS APPENDIX E lOO-YEAR RATIONAL METHOD ANALYSIS FOR THE EXISTING CONDITION OF THE EXISTING 36-INCH DISCHARGING INTO SAN MARCOS CREEK - SYSTEM 300 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1261 Analysis prepared by: Rick Engineering Company 5620 Friars Road San Diego, CA 92110 (619) 291-0707 ************************** DESCRIPTION OF STUDY ************************** * Existing condition for 36" RCP discharging into San Marcos Creek * * System 3 00 * * * ************************************************************************** FILE NAME: A:EXIST.DAT TIME/DATE OF STUDY: 07:53 11/04/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) =8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.62 RAIN INTENSITY(INCH/HOUR) =4.46 TOTAL AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 3.98 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 300.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 79.00 DOWNSTREAM ELEVATION(FEET) = 65.60 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 4.7 8 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 2 HALFSTREET FLOOD WIDTH(FEET) = 9.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.48 STREET FLOW TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 11.66 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.197 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 1.59 TOTAL AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) = 5.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.15 FLOW VELOCITY(FEET/SEC.) = 4.86 DEPTH*VELOCITY(FT*FT/SEC.) = 1.60 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 300.00 = 290.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 11.66 RAINFALL INTENSITY(INCH/HR) = 4.20 TOTAL STREAM AREA(ACRES) = 2.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.57 **************************************************************************** FLOW PROCESS FROM NODE 3 01.00 TO NODE 302.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 76.0 0 DOWNSTREAM ELEVATION = 7 0.00 ELEVATION DIFFERENCE = 6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.613 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.442 SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.90 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 69.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 185.00 CHANNEL SLOPE = 0.0049 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.90 FLOW VELOCITY(FEET/SEC) = 0.98 FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 3.15 Tc(MIN.) = 9.15 LONGEST FLOWPATH FROM NODE 3 01.00 TO NODE 303.00 = 305.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 303.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.906 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT'RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.40 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 3.31 TC(MIN) = 9.15 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 300.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 69.10 DOWNSTREAM(FEET) = 65.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 70.00 CHANNEL SLOPE = 0.0500 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 3.31 FLOW VELOCITY(FEET/SEC) = 3.47 FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 9.49 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 300.00 = 375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.793 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 2.2 8 TOTAL AREA(ACRES) = 1.4 0 TOTAL RUNOFF(CFS) = 5.5 8 TC(MIN) = 9.49 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 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.) = 9.4 9 RAINFALL INTENSITY(INCH/HR) = 4.79 TOTAL STREAM AREA(ACRES) =1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.5 8 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.57 11.66 4.197 2.05 2 5.58 9.49 4.793 1.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.46 9.49 4.793 2 10.46 11.66 4.197 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.46 Tc(MIN.) = 9.49 TOTAL AREA(ACRES) = 3.45 LONGEST FLOWPATH FROM NODE 3 01.00 TO NODE 300.00 = 375.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 65.60 DOWNSTREAM ELEVATION(FEET) = 61.20 STREET LENGTH(FEET) = 140.00 CURB HEIGHT{INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 14.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.45 HALFSTREET FLOOD WIDTH(FEET) =16.0 9 AVERAGE FLOW VELOCITY(FEET/SEC.) =5.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.35 STREET FLOW TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 9.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.654 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 7.52 TOTAL AREA(ACRES) = 5.15 PEAK FLOW RATE(CFS) = 17.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.48 HALFSTREET FLOOD WIDTH(FEET) =17.65 FLOW VELOCITY(FEET/SEC.) = 5.56 DEPTH*VELOCITY(FT*FT/SEC.) = 2.67 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 310.00 = 515.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 61.20 DOWNSTREAM ELEVATION(FEET) = 51.10 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) =0.02 0 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) = 19.13 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.4 9 FLOOD WIDTH(FEET) = 18.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 4.81 SPLIT DEPTH(FEET) = 0.31 SPLIT FLOOD WIDTH(FEET) = 8.98 SPLIT FLOW(CFS) = 2.98 SPLIT VELOCITY(FEET/SEC.) = 3.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.4 9 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.34 STREET FLOW TRAVEL TIME(MIN.) = 1.53 Tc(MIN.) = 11.46 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.244 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.2 9 TOTAL AREA(ACRES) = 5.75 PEAK FLOW RATE(CFS) = 2 0.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.4 9 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.81 DEPTH*VELOCITY(FT*FT/SEC.) = 2.34 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 311.00 = 955.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 51.10 DOWNSTREAM ELEVATION(FEET) = 45.2 0 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 21.75 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.4 9 FLOOD WIDTH(FEET) = 18.00 FULL HALF-STREET VELOCITY(FEET/SEC.) =4.61 SPLIT DEPTH(FEET) = 0.3 8 SPLIT FLOOD WIDTH(FEET) = 12.57 SPLIT FLOW(CFS) = 6.29 SPLIT VELOCITY(FEET/SEC.) = 3.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.61 PRODUCT OF DEPTH&VELOCITY{FT*FT/SEC.) = 2.24 STREET FLOW TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 12.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.018 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.97 TOTAL AREA(ACRES) = 6.65 PEAK FLOW RATE(CFS) = 23.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) =18.00 FLOW VELOCITY(FEET/SEC.) = 4.61 DEPTH*VELOCITY(FT*FT/SEC.) = 2.24 LONGEST FLOWPATH FROM NODE 3 01.00 TO NODE 312.00 = 1235.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 2 03.00 TO NODE 203.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.19 RAIN INTENSITY(INCH/HOUR) = 3.88 TOTAL AREA(ACRES) = 3.0 0 TOTAL RUNOFF(CFS) = 6.35 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 320.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 78.00 DOWNSTREAM ELEVATION(FEET) = 67.00 STREET LENGTH(FEET) = 24 0.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 6.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 5 HALFSTREET FLOOD WIDTH(FEET) =11.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.77 STREET FLOW TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 13.98 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.734 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) = 7.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.40 FLOW VELOCITY(FEET/SEC.) = 5.19 DEPTH*VELOCITY(FT*FT/SEC.) = 1.84 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 320.00 = 1475.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 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.) = 13.98 RAINFALL INTENSITY(INCH/HR) = 3.73 TOTAL STREAM AREA(ACRES) = 3.3 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.3 6 **************************************************************************** FLOW PROCESS FROM NODE 330.00 TO NODE ,331.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 72.60 DOWNSTREAM ELEVATION = 71.40 ELEVATION DIFFERENCE =1.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.436 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.249 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 331.00 TO NODE 320.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 70.90 DOWNSTREAM ELEVATION(FEET) = 67.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH (FEET) == 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 2.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 0 HALFSTREET FLOOD WIDTH(FEET) = 8.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 2.09 Tc(MIN.) = 13.53 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 3.812 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.97 TOTAL AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) = 3.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.93 FLOW VELOCITY(FEET/SEC.) = 2.69 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 3 3 0.00 TO NODE 320.00 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.53 RAINFALL INTENSITY(INCH/HR) =3.81 TOTAL STREAM AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.53 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.36 13.98 3.734 3.30 2 3.53 13.53 3.812 1.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.73 13.53 3.812 2 10.81 13.98 3.734 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.81 Tc(MIN.) = 13.98 TOTAL AREA(ACRES) = 5.05 LONGEST FLOWPATH FROM NODE 3 01.00 TO NODE 320.00 = 1475.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 340.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 67.00 DOWNSTREAM(FEET) = 65.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 40.00 CHANNEL SLOPE = 0.0400 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 10.81 FLOW VELOCITY(FEET/SEC) = 4.22 FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 0.16 Tc{MIN.) = 14.13 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 340.00 = 1515.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 340.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.707 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.7 0 TOTAL AREA(ACRES) = 6.45 TOTAL RUNOFF(CFS) = 13.51 TC(MIN) = 14.13 **************************************************************************** FLOW PROCESS FROM NODE 340.00 TO NODE 341.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 65.40 DOWNSTREAM ELEVATION(FEET) = 56.30 STREET LENGTH(FEET) = 3 60.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 14.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.87 AVERAGE FLOW VELOCITY(FEET/SEC.) =4.84 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.2 5 STREET FLOW TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 15.37 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.511 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.8 0 SUBAREA RUNOFF(CFS) = 1.69 TOTAL AREA(ACRES) = 7.25 PEAK FLOW RATE(CFS) = 15.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.26 FLOW VELOCITY(FEET/SEC.) = 4.91 DEPTH*VELOCITY(FT*FT/SEC.) = 2.31 LONGEST FLOWPATH FROM NODE 3 01.00 TO NODE 341.00 = 1875.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 341.00 TO NODE 342.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 56.30 DOWNSTREAM ELEVATION(FEET) = 48.00 STREET LENGTH(FEET) = 33 0.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 16.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.43 STREET FLOW TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 16.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.358 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.85 TOTAL AREA(ACRES) = 8.25 PEAK FLOW RATE(CFS) = 18.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 5.03 DEPTH*VELOCITY(FT*FT/SEC.) = 2.45 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 342.00 = 2205.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 342.00 TO NODE 343.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 48.00 DOWNSTREAM ELEVATION(FEET) = 46.00 STREET LENGTH(FEET) = 120.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) =18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR fpr 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) = 18.13 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.49 FLOOD WIDTH(FEET) = 18.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 4.10 SPLIT DEPTH(FEET) = 0.35 SPLIT FLOOD WIDTH(FEET) = 11.32 SPLIT FLOW(CFS) = 4.37 SPLIT VELOCITY(FEET/SEC.) = 3.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) =4.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.99 STREET FLOW TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 16.96 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.296 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ..9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 8.3 0 PEAK FLOW RATE(CFS) = 18.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.4 9 HALFSTREET FLOOD WIDTH(FEET) = 18.00 FLOW VELOCITY(FEET/SEC.) = 4.10 DEPTH*VELOCITY(FT*FT/SEC.) = 1.99 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 343.00 = 2325.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 343.00 TO NODE 343.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.296 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 11.21 TOTAL AREA(ACRES) = 12.30 TOTAL RUNOFF(CFS) = 29.41 TC(MIN) = 16.96 **************************************************************************** FLOW PROCESS FROM NODE 343.00 TO NODE 312.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 46.00 DOWNSTREAM(FEET) = 45.20 CHANNEL LENGTH THRU SUBAREA(FEET)' = 36.00 CHANNEL SLOPE = 0.0222 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) =5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 2 9.41 FLOW VELOCITY(FEET/SEC) = 4.35 FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 17.10 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 312.00 = 2361.00 FEET. **************************************************************************** FLOW PROCESS FROM NQDE 312.00 TO NODE 312.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.41 17.10 3.279 12.30 LONGEST FLOWPATH FROM NODE 3 01.00 TO NODE 312.00= 2361.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 23.24 12.47 4.018 6.65 LONGEST FLOWPATH FROM NODE 3 01.00 TO NODE 312.00 = 1235.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 47.23 12.47 4.018 2 48.37 17.10 3.279 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 48.37 Tc(MIN.) =17.10 TOTAL AREA(ACRES) = 18.95 **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 350.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 45.20 DOWNSTREAM ELEVATION(FEET) = 28.00 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 34.00 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) = 52.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 32.83 AVERAGE FLOW VELOCITY(FEET/SEC.) =7.20 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 4.62 STREET FLOW TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 18.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.148 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7900 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 7.71 TOTAL AREA(ACRES) = 22.05 PEAK FLOW RATE(CFS) = 56.08 END OF SXIBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 34.08 FLOW VELOCITY(FEET/SEC.) = 7.31 DEPTH*VELOCITY(FT*FT/SEC.) = 4.78 LONGEST FLOWPATH FROM NODE 3 01.00 TO NODE 350.00 = 2841.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 350.00 TO NODE 351.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 28.00 DOWNSTREAM ELEVATION(FEET) = 12.60 STREET LENGTH(FEET) = 615.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 34.00 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) = 59,52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 3 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.3 5 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) =4.45 STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 19.82 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.980 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 6.88 TOTAL AREA(ACRES) = 25.35 PEAK FLOW RATE(CFS) = 62.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 3 9.86 FLOW VELOCITY(FEET/SEC.) = 6.42 DEPTH*VELOCITY(FT*FT/SEC.) = 4.57 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 351.00 = 3456.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3 51.00 TO NODE 351.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.82 RAINFALL INTENSITY(INCH/HR) = 2.98 TOTAL STREAM AREA(ACRES) = 2 5.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 62.97 **************************************************************************** FLOW PROCESS FROM NODE 351.00 TO NODE 351.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.93 RAIN INTENSITY(INCH/HOUR) = 3.43 TOTAL AREA(ACRES) = 3.5 0 TOTAL RUNOFF(CFS) = 5.24 + -- + THE ABOVE CODE 7 REPRESENTS THE AMOUNT OF RUNOFF THAT BYPASSES THE EXISTING INLET LOCATED IN EL CAMINO REAL AT NODE 14. + -- + **************************************************************************** FLOW PROCESS FROM NODE 351.00 TO NODE 351.00 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.) = 15.93 RAINFALL INTENSITY(INCH/HR) =3.43 TOTAL STREAM AREA(ACRES) = 3.5 0 PEAK FLOW RATE(CFS) AT CONFLUENCE =5.24 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 62.97 19.82 2.980 25.35 2 5.24 15.93 3.431 3.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 59.92 15.93 3.431 2 67.52 19.82 2.980 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 67.52 Tc(MIN.) = 19.82 TOTAL AREA(ACRES) = 2 8.85 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 351.00 = 3456.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 351.00 TO NODE 352.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 6.72 DOWNSTREAM(FEET) = 5.97 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 12.09 GIVEN PIPE DIAMETER(INCH) = 32.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 67.52 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 19.93 LONGEST FLOWPATH FROM NODE 301.00 TO NODE 352.00 = 3536.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 352.00 TO NODE 352.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.970 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 5.4 0 TOTAL AREA(ACRES) = 31.45 TOTAL RUNOFF(CFS) = 72.92 TC(MIN) =19.93 **************************************************************************** FLOW PROCESS FROM NODE 352.00 TO NODE 353.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM{FEET) = 5.97 DOWNSTREAM(FEET) = 3.00 FLOW LENGTH(FEET) = 415.0 0 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC;) = 10.32 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.92 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 2 0.60 LONGEST FLOWPATH FROM NODE 3 01.00 TO NODE 353.00 = 3951.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 31.45 TC(MIN.) = 20.60 PEAK FLOW RATE(CFS) = 72.92 END OF RATIONAL METHOD ANALYSIS APPENDIX F lOO-YEAR RATIONAL METHOD ANALYSIS FOR THE EXISTING CONDITION OF THE EXISTING 36-INCH CMP CROSSING EL CAMINO REAL - SYSTEM 400 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1261 Analysis prepared by: Rick Engineering Company 5620 Friars Road San Diego, CA 92110 (619) 291-0707 ************************** DESCRIPTION OF STUDY ************************** * Existing condition for 36-inch CMP crossing El Camino Real * * System 400 * * * ************************************************************************** FILE NAME: A:ELCAMINO.DAT TIME/DATE OF STUDY: 07:45 11/04/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C'-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5200 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 76.00 DOWNSTREAM ELEVATION = 7 0.00 ELEVATION DIFFERENCE =6.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.746 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.442 SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = 0.4 0 TOTAL RUNOFF(CFS) = 1.34 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.10 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM{FEET) = 36.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 910.00 CHANNEL SLOPE = 0.0374 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1.34 FLOW VELOCITY(FEET/SEC) = 1.53 FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 9.92 Tc(MIN.) = 15.92 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 401.10 = 1010.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.10 TO NODE 401.10 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.433 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 6.90 SUBAREA RUNOFF(CFS) =17.05 TOTAL AREA(ACRES) = 7.30 TOTAL RUNOFF(CFS) = 18.39 TC(MIN) = 15.92 **************************************************************************** FLOW PROCESS FROM NODE 401.10 TO NODE 402.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 36.00 DOWNSTREAM(FEET) = 11.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHAJINEL SLOPE = 0.0354 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 18.39 FLOW VELOCITY(FEET/SEC) = 3.55 FLOW DEPTH(FEET) = 0.38 TRAVEL TIME(MIN.) = 3.2 9 Tc(MIN.) = 19.21 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.00 = 1710.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 402.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.041 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 5.40 SUBAREA RUNOFF(CFS) = 11.82 TOTAL AREA(ACRES) = 12.70 TOTAL RUNOFF(CFS) = 30.22 TC(MIN) =19.21 **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 11.20 DOWNSTREAM(FEET) = 10.81 FLOW LENGTH(FEET) = 15.30 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 6.0 INCH PIPE IS 13.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.48 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.22 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 19.23 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 403.00 = 1725.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.23 RAINFALL INTENSITY(INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 12.70 PEAK FLOW RATE(CFS) AT CONFLUENCE =30.22 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.93 RAIN INTENSITY(INCH/HOUR) = 3.4 3 TOTAL AREA(ACRES) = 3.50 TOTAL RUNOFF(CFS) = 8.0 0 + + I THE ABOVE CODE 7 REPRESENTS THE AMOUNT OF RUNOFF COLLECTED AT THIS | I NODE FROM THE EXISTING INLET LOCATED IN EL CAMINO REAL. j I I + + **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 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.) = 15.93 RAINFALL INTENSITY(INCH/HR) = 3.43 TOTAL STREAM AREA(ACRES) = 3.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.0 0 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 30.22 19.23 3.039 12.70 2 8.00 15.93 3.431 3.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 34.76 15.93 3.431 2 37.30 19.23 3.039 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.30- Tc(MIN.) = 19.23 TOTAL AREA(ACRES) = 16.2 0 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 403.00 = 1725.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 10.71 DOWNSTREAM(FEET) = 10.26 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.024 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 5.28 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 37.30 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 19.4 0 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 404.00 = 1780.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.40 RAINFALL INTENSITY{INCH/HR) = 3.02 TOTAL STREAM AREA(ACRES) = 16.2 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 7.30 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.62 RAIN INTENSITY(INCH/HOUR) = 5.10 TOTAL AREA{ACRES) = 0.90 TOTAL RUNOFF(CFS) = 4.49 + + I THE ABOVE CODE 7 REPRESENTS THE AMOUNT OF RUNOFF COLLECTED AT THIS | I NODE FROM THE EXISTING INLET LOCATED IN EL CAMINO REAL. j 4. + **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 404.00 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.) = 8.62 RAINFALL INTENSITY(INCH/HR) = 5.10 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.4 9 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 37.30 19.40 3.022 16.20 2 4.49 8.62 5.099 0.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 26.59 8.62 5.099 2 39.96 17.10 3.278 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.96 Tc(MIN.) = 19.40 TOTAL AREA(ACRES) =17.10 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 404.00 = 1780.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 405.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 10.26 DOWNSTREAM(FEET) = 9.53 FLOW LENGTH(FEET) = 78.00 MANNING'S N = 0.024 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 5.65 GIVEN PIPE DIAMETER(INCH) = 3 6.00 PIPE-FLOW(CFS) = 39.96 PIPE TRAVEL TIME(MIN.) = 0 LONGEST FLOWPATH FROM NODE NUMBER OF PIPES 23 Tc(MIN.) = 19.63 400.00 TO NODE 405.00 = 18 5 8.30 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 17 . 10 39 . 96 TC(MIN.) 19.63 END OF RATIONAL METHOD ANALYSIS APPENDIX G lOO-YEAR RATIONAL METHOD ANALYSIS FOR THE DEVELOPED CONDITION OF 36-INCH CMP CROSSING EL CAMINO REAL - SYSTEM 500 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1261 Analysis prepared by: Rick Engineering Company 5620 Friars Road San Diego, CA 92110 (619) 291-0707 ************************** DESCRIPTION OF STUDY ************************** * DRAINAGE STUDY FOR THE LA COSTA RESORT AND SPA - MASTER PLAN * * J-14107L * * System 500 * ************************************************************************** FILE NAME: A:DEV500.DAT TIME/DATE OF STUDY: 07:22 11/04/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 10.62 RAIN INTENSITY(INCH/HOUR) = 4.46 TOTAL AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 3.98 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 500.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 79.00 DOWNSTREAM ELEVATION(FEET) =' 60.70 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 5.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.86 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.57 STREET FLOW TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 11.96 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.129 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA{ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.60 TOTAL AREA(ACRES) = 2.3 5 PEAK FLOW RATE(CFS) = 6.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.85 FLOW VELOCITY(FEET/SEC.) = 5.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.74 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 390.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 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.) = 11.96 RAINFALL INTENSITY(INCH/HR) = 4.13 TOTAL STREAM AREA(ACRES) =2.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.5 8 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.19 RAIN INTENSITY(INCH/HOUR) = 3.88 TOTAL AREA(ACRES) = 3.00 TOTAL RUNOFF(CFS) = 6.35 **************************************************************************** - FLOW PROCESS FROM NODE 203.00 TO NODE 510.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 78.00 DOWNSTREAM ELEVATION(FEET) = 66.00 STREET LENGTH(FEET) = 270.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 6.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.74 STREET FLOW TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 14.09 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.715 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) = 7.02 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 5 HALFSTREET FLOOD WIDTH(FEET) = 11.24 FLOW VELOCITY(FEET/SEC.) = 5.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.78 LONGEST FLOWPATH FROM NODE 0.0 0 TO NODE 510.00 = 270.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.715 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.2 0 SUBAREA RUNOFF(CFS) = 6.7 0 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 13.72 TC(MIN) = 14.09 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 60.00 DOWNSTREAM(FEET) = 56.83 FLOW LENGTH(FEET) = 126.90 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS .13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.04 GIVEN PIPE DIAMETER(INCH) = 18.0 0 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.72 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 14.30 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 511.00 = 396.90 FEET. **************************************************************^j^^^^.^.i^^^^.j.^^.^ FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 0 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.680 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.2 0 SUBAREA RUNOFF(CFS) = 6.64 TOTAL AREA(ACRES) = 7.60 TOTAL RUNOFF(CFS) = 2 0.36 TC(MIN) = 14.30 *******************************************************************^.i^^^^^^^^ FLOW PROCESS FROM NODE 511.00 TO NODE 500.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 56.50 DOWNSTREAM(FEET) = 52.33 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.07 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =20.36 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 14.32 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 424.90 FEET. ****************************************************************.j^.^..^.i^^j.^.^^^^^j^ FLOW PROCESS FROM NODE 500.00 TO NODE 500.00 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.) = 14.3 2 RAINFALL INTENSITY(INCH/HR) = 3.68 TOTAL STREAM AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2 0.36 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.58 11.96 4.129 2.35 2 20.36 14.32 3.676 7.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 24.71 11.96 4.129 2 26.22 14.32 3.676 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.22 Tc(MIN.) = 14.32 TOTAL AREA(ACRES) = 9.95 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 500.00 = 424.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 520.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 52.00 DOWNSTREAM(FEET) = 48.91 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.012 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 14.84 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.22 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 14.46 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 520.00 = 549.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 520.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.653 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.40 TOTAL AREA(ACRES) = 10.75 TOTAL RUNOFF(CFS) = 28.61 TC(MIN) = 14.46 **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 521.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 4 8.41 DOWNSTREAM(FEET) = 46.93 FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.012 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 9.11 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.61 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 14.68 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 521.00 = 671.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 522.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 46.27 DOWNSTREAM(FEET) = 43.42 FLOW LENGTH(FEET) = 13 6.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.03 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.61 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 14.87 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 522.00 = 807.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 522.00 TO NODE 523.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM{FEET) = 43.33 DOWNSTREAM(FEET) = 39.95 FLOW LENGTH(FEET) = 154.60 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.24 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.61 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 15.08 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 523.00 = 962.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 523.00 TO NODE 524.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 39.62 DOWNSTREAM(FEET) = 37.39 FLOW LENGTH(FEET) = 169.40 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.26 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.61 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 15.35 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 524.00 = 1131.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 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.) = 15.3 5 RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 10.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2 8.61 **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.84 RAIN INTENSITY(INCH/HOUR) = 3.44 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 8.0 9 **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 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.) = 15.84 RAINFALL INTENSITY(INCH/HR) = 3.44 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.09 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 28.61 15.35 3.514 10.75 2 8.09 15.84 3.444 2.70 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 36.54 13.45 3.827 2 36.14 15.84 3.444 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.54 Tc(MIN.) = 15.35 TOTAL AREA(ACRES) = 13.45 LONGEST FLOWPATH FROM NODE 0.0 0 TO NODE 524.00 = 1131.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.514 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 7.4 9 TOTAL AREA(ACRES) = 16.05 TOTAL RUNOFF(CFS) = 44.03 TC(MIN) = 15.35 **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 530.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 37.06 DOWNSTREAM(FEET) = 35.33 FLOW LENGTH(FEET) = 86.30 MANNING'S N = 0.012 DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 19.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.30 GIVEN PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.03 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 15.46 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 530.00 = 1218.20 FEET. **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 0 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.4 98 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.3 0 SUBAREA RUNOFF(CFS) = 4.09 TOTAL AREA(ACRES) = 17.35 TOTAL RUNOFF(CFS) = 48.13 TC(MIN) = 15.46 **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 531.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 35.00 DOWNSTREAM(FEET) = 33.68 FLOW LENGTH(FEET) = 65.70 MANNING'S N = 0.012 DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 2 0.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.54 GIVEN PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.13 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 15.54 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 531.00 = 1283.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 531.00 TO NODE 540.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 33.35 DOWNSTREAM(FEET) = 29.27 FLOW LENGTH(FEET) = 204.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 2 0.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.51 GIVEN PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.13 PIPE TRAVEL TIME(MIN.) = 0.2 5 Tc(MIN.) = 15.8 0 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 540.00 = 1487.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 540.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.450 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.4 0 SUBAREA RUNOFF(CFS) = 3.96 TOTAL AREA(ACRES) = 18.75 TOTAL RUNOFF(CFS) = 52.09 TC(MIN) = 15.80 **************************************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 541.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 28.77 DOWNSTREAM(FEET) = 23.00 FLOW LENGTH(FEET) = 251.60 MANNING'S N = 0.012 DEPTH OF FLOW IN 36.0 INCH PIPE IS 18.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.70 GIVEN PIPE DIAMETER(INCH) = 3 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.09 PIPE TRAVEL TIME(MIN.) = 0.2 9 Tc(MIN.) = 16.0 8 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 541.00 = 1739.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 541.00 TO NODE 541.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =3.411 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 4.4 7 TOTAL AREA(ACRES) = 2 0.35 TOTAL RUNOFF(CFS) = 56.56 TC{MIN) = 16.08 **************************************************************************** FLOW PROCESS FROM NODE 541.00 TO NODE 542.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 22.67 DOWNSTREAM(FEET) = 18.43 FLOW LENGTH(FEET) = 212.30 MANNING'S N = 0.012 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.23 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.56 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 16.33 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 542.00 = 1951.80 FEET. **************************************************************************** FLOW PROCESS FROM NODE 542.00 TO NODE 543.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 18.10 DOWNSTREAM(FEET) = 12.86 FLOW LENGTH(FEET) = 17 6.3 0 MANNING'S N = 0.012 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.54 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.56 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 16.51 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 543.00 = 2128.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 543.00 TO NODE 543.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.354 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA (ACRES) = 2.0 0 S'UBAREA RUNOFF (CFS) = 5.5 0 TOTAL AREA(ACRES) = 22.35 TOTAL RUNOFF(CFS) = 62.06 TC(MIN) = 16.51 **************************************************************************** FLOW PROCESS FROM NODE 543.00 TO NODE 544.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 12.53 DOWNSTREAM(FEET) = 12.23 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 3 6.0 INCH PIPE IS 2 0.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.55 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 62.06 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 16.52 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 544.00 = 2143.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 544.00 TO NODE 545.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 11.90 DOWNSTREAM(FEET) = 11.53 FLOW LENGTH(FEET) = 18.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 3 6.0 INCH PIPE IS 2 0.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.55 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =62.06 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 16.55 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 545.00 = 2161.60 FEET. + + I PLEASE SEE THE FOLLOWING PAGES FOR THE CONTINUATION OF THIS SYSTEM. IT | I WAS STOPPED HERE TO ANALYZE THE SYSTEM THAT IS BEING CONSTRUCTED TO j I DIVERT RUNOFF FROM EL CAMINO REAL SO AS NOT TO IMPACT THE EXIST. COND. | + + END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 22.35 TC{MIN.) = 16.55 PEAK FLOW RATE(CFS) = 62.06 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/2000 License ID 1261 Analysis prepared by: Rick Engineering Company 5620 Friars Road San Diego, CA 92110 (619) 291-0707 ************************** DESCRIPTION OF STUDY ************************** * DEVELOPED CONDITION FOR PROPOSED 36" RCP IN EL CAMINO REAL. * * SYSTEM 5 00 * * * ************************************************************************** FILE NAME: A:DEV500B.DAT TIME/DATE OF STUDY: 07:56 11/04/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.75 0 SPECIFIED MINIMUM PIPE SIZE(INCH) =8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C'-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.55 RAIN INTENSITY(INCH/HOUR) = 3.35 TOTAL AREA(ACRES) = 10.44 TOTAL RUNOFF(CFS) = 29.00 + + I THE ABOVE CODE 7 REPRESENTS THE AMOUNT OF RUNOFF ALLOWED IN THIS SYSTEM | I FROM THE DIVERSION STRUCTURE. THE AREA IS BASED ON THE PERCENTAGE OF j I TOTAL AREA THAT IS ALLOWED TO ENTER THIS SYSTEM. j + + **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 546.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 11.20 DOWNSTREAM(FEET) = 10.81 FLOW LENGTH(FEET) = 10.90 MANNING'S N = 0.012 DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.78 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.00 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 16.56 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 546.00 = 10.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 546.00 TO NODE 546.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.56 RAINFALL INTENSITY(INCH/HR) = 3.35 TOTAL STREAM AREA(ACRES) = 10.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2 9.00 **************************************************************************** FLOW PROCESS FROM NODE 546.00 TO NODE 546.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.72 RAIN INTENSITY(INCH/HOUR) = 3.46 TOTAL AREA(ACRES) = 4.80 TOTAL RUNOFF(CFS) = 8.90 + + - + THE ABOVE CODE 7 REPRESENTS THE AMOUNT OF RUNOFF INTERCEPTED BY THE | EXISTING INLET LOCATED AT THIS NODE. | **************************************************************************** FLOW PROCESS FROM NODE 546.00 TO NODE 546.00 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.) =15.72 RAINFALL INTENSITY(INCH/HR) = 3.46 TOTAL STREAM AREA(ACRES) = 4.8 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.00 16.56 3.346 10.44 2 8.90 15.72 3.461 4.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 36.94 15.72 3.461 2 37.61 16.56 3.346 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 37.61 Tc(MIN.) = 16.56 TOTAL AREA(ACRES) = 15.24 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 546.00 = 10.90 FEET. **************************************************************************** FLOW PROCESS FROM NODE 546.00 TO NODE 547.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 10.71 DOWNSTREAM(FEET) = 10.26 FLOW LENGTH(FEET) = 53.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 6.0 INCH PIPE IS 21.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.74 GIVEN PIPE DIAMETER(INCH) = 3 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =37.61 PIPE TRAVEL TIME(MIN.) = 0.10 Tc{MIN.) = 16.66 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 547.00 = 64.30 FEET. **************************************************************************** FLOW PROCESS FROM NODE 547.00 TO NODE 547.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.66 RAINFALL INTENSITY(INCH/HR) = 3.33 TOTAL STREAM AREA(ACRES) = 15.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.61 **************************************************************************** FLOW PROCESS FROM NODE 547.00 TO NODE 547.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.62 RAIN INTENSITY(INCH/HOUR) = 5, TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 10 4.49 THE ABOVE CODE 7 REPRESENTS THE AMOUNT OF RUNOFF COLLECTED BY THE EXISTING INLET LOCATED AT THIS NODE. **************************************************************************** FLOW PROCESS FROM NODE 547.00 TO NODE 547.00 IS CODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 8.62 RAINFALL INTENSITY(INCH/HR) = 5.10 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.4 9 2 ARE: ** CONFLUENCE DATA ** STREAM NUMBER 1 2 RUNOFF (CFS) 37 . 61 4.49 Tc (MIN.) 16.66 8 . 62 INTENSITY (INCH/HOUR) 3 .333 5.099 AREA (ACRE) 15 .24 0.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 29 . 07 40 . 54 Tc (MIN.) 8 . 62 16 . 14 INTENSITY (INCH/HOUR) 5.099 3 .403 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.54 Tc(MIN.) = 16.66 TOTAL AREA(ACRES) = 16.14 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 54 7.00 64.3 0 FEET. **************************************************************************** FLOW PROCESS FROM NODE 547 . 00 TO NODE 548.00 IS CODE 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 10.26 DOWNSTREAM(FEET) = 9.53 FLOW LENGTH(FEET) = 76.60 MANNING'S N = 0.013 DEPTH OF FLOW IN 3 6.0 INCH PIPE IS 21.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.3 2 GIVEN PIPE DIAMETER(INCH) = 3 6.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.54 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 16.80 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 548.00 = 140.90 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 16.14 TC(MIN.) = 16.80 PEAK FLOW RATE(CFS) = 4 0.54 END OF RATIONAL METHOD ANALYSIS I I APPENDIX H lOO-YEAR RATIONAL METHOD ANALYSIS FOR THE DEVELOPED CONDITION OF THE EXISTING 36-INCH RCP DISCHARGING INTO SAN MARCOS CREEK - SYSTEM 600 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1261 Analysis prepared by: Rick Engineering Company 5620 Friars Road San Diego, CA 92110 (619) 291-0707 ************************** DESCRIPTION OF STUDY ************************** * Proposed conditions for 36-inch pipe discharging from Costa Del Mar Road * * J-14107L * * SYSTEM 60 0 * ************************************************************************** FILE NAME: A:PRCOSTA.DAT TIME/DATE OF STUDY: 08:02 11/04/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 600.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 60.10 DOWNSTREAM ELEVATION = 57.00 ELEVATION DIFFERENCE = 3.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.037 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.442 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 56.50 DOWNSTREAM ELEVATION(FEET) = 45.20 STREET LENGTH(FEET) = 5 05.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 3.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.45 AVERAGE FLOW VELOCITY(FEET/SEC.) =3.27 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03 STREET FLOW TRAVEL TIME(MIN.) = 2.58 Tc{MIN.) = 8.58 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.116 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 5.45 TOTAL AREA(ACRES) = 1.4 0 PEAK FLOW RATE(CFS) = 6.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.3 7 HALFSTREET FLOOD WIDTH(FEET) = 12.18 FLOW VELOCITY(FEET/SEC.) = 3.75 DEPTH*VELOCITY(FT*FT/SEC.) = 1.39 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 601.00 = 685.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 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.) = 8.58 RAINFALL INTENSITY(INCH/HR) = 5.12 TOTAL STREAM AREA(ACRES) = 1.4 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.00 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 8.4 6 RAIN INTENSITY(INCH/HOUR) = 5.16 TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.87 THE ABOVE CODE 7 REPRESENTS RUNOFF GENERATED FROM THE LA COSTA SPA, DWG. NO. 402-2B, SEE THE SPA DRAINAGE STUDY, DATED OCTOBER 31, 2002. **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 601.00 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.) = 8.46 RAINFALL INTENSITY(INCH/HR) = 5.16 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.87 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.00 8.58 5.116 1.40 2 2.87 8.46 5.161 0.60 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS). (MIN.) (INCH/HOUR) 1 8.82 8.46 5.161 2 8.85 8.58 5.116 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.85 Tc(MIN.) = 8.58 TOTAL AREA(ACRES) = 2.0 0 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 601.00 = 685.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 610.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 45.2 0' DOWNSTREAM ELEVATION(FEET) = 2 8.00 STREET LENGTH(FEET) = 4 8 0.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) =41.00 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) = 15.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.5 9 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.50 STREET FLOW TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 10.01 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.631 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) = 12.53 TOTAL AREA(ACRES) = 5.30 PEAK FLOW RATE(CFS) = 21.38 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.45 FLOW VELOCITY(FEET/SEC.) = 6.07 DEPTH*VELOCITY{FT*FT/SEC.) = 3.01 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 610.00 = 1165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 610.00 TO NODE 620.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STANDARD CtTRB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 28.00 DOWNSTREAM ELEVATION(FEET) = 12.60 STREET LENGTH(FEET) = 615.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 41.00 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) = 2 6.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.55 HALFSTREET FLOOD WIDTH(FEET) = 24.17 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.07 STREET FLOW TRAVEL TIME(MIN.) = 1.85 Tc(MIN.) = 11.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.151 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8200 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 10.21 TOTAL AREA(ACRES) = 8.3 0 PEAK FLOW RATE(CFS) = 31.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.58 HALFSTREET FLOOD WIDTH(FEET) = 26.98 FLOW VELOCITY(FEET/SEC.) = 5.74 DEPTH*VELOCITY(FT*FT/SEC.) = 3.35 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 620.00 = 1780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.86 RAINFALL INTENSITY(INCH/HR) = 4.15 TOTAL STREAM AREA(ACRES) = 8.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.59 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.72 RAIN INTENSITY(INCH/HOUR) = 3.46 TOTAL AREA(ACRES) = 4.80 TOTAL RUNOFF(CFS) = 8.08 + - THE ABOVE CODE REPRESENTS THE AMOUNT OF RUNOFF THAT BYPASSES THE EXISTING INLET LOCTAED IN EL CAMINO REAL AT NODE 54 6. + - • + - + **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.72 RAINFALL INTENSITY(INCH/HR) = 3.46 TOTAL STREAM AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.08 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 16.55 RAIN INTENSITY(INCH/HOUR) = 3.35 TOTAL AREA(ACRES) = 11.91 TOTAL RUNOFF(CFS) = 33 . 06 + + I THE ABOVE CODE 7 REPRESENTS THE AMOUNT OF RUNOFF DIVERTED FROM SYSTEM | j 500. THE AREA USED IS A PERCENTAGE OF THE TOTAL AREA AT THIS NODE BASED | I ON THE DIVERTED RUNOFF AND THE TOTAL RUNOFF AT THIS NODE. j + + **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 10.81 DOWNSTREAM(FEET) = 7.05 FLOW LENGTH(FEET) = 156.40 MANNING'S N = 0.012 DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.35 GIVEN PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.06 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 16.75 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 620.00 = 156.40 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62 0.0 0 TO NODE 620.00 IS CODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 16.75 RAINFALL INTENSITY(INCH/HR) = 3.32 TOTAL STREAM AREA(ACRES) = 11.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 3.06 3 ARE: ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 31.59 8 . 08 33 . 06 Tc (MIN.) 11. 86 15.72 16 . 75 INTENSITY (INCH/HOUR) 4 . 151 3 .461 3.323 AREA (ACRE) 8.30 4 . 80 11. 91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 66.16 66 . 10 64 .79 Tc (MIN.) 15 . 72 16.75 25 . 01 INTENSITY (INCH/HOUR) 3 .461 3.323 2 .565 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 66.16 Tc(MIN.) = 15.72 TOTAL AREA(ACRES) = 2 5.01 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 620.00 = 1780.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 621.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 6.72 DOWNSTREAM(FEET) = 5.97 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 11.85 GIVEN PIPE DIAMETER(INCH) = 32.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 66.16 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 15.83 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 621.00 = 1860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 621.00 TO NODE 621.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.445 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 6.27 TOTAL AREA(ACRES) = 27.61 TOTAL RUNOFF(CFS) = 72.43 TC(MIN) = 15.83 **************************************************************************** FLOW PROCESS FROM NODE 621.00 TO NODE 622.00 IS CODE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 5.97 DOWNSTREAM(FEET) = 3.00 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOCITY(FEET/SEC.) = 10.25 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.43 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 16.51 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 622.00 = 2275.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 27 72 61 TC(MIN.) = 16.51 43 II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 END OF RATIONAL METHOD ANALYSIS 1 APPENDIX I lOO-YEAR RATIONAL METHOD ANALYSIS FOR THE DEVELOPED CONDITION OF THE INLET LOCATED IN EL CAMINO REAL - SYSTEM 700 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2000 License ID 1261 Analysis prepared by: Rick Engineering Company 5620 Friars Road San Diego, CA 92110 (619) 291-0707 ************************** DESCRIPTION OF STUDY ************************** * Developed condition for inlet located on east side of El Camino * * Real and north of Costa Del Mar Road * * System 700 * ************************************************************************** FILE NAME: A:EC700.DAT TIME/DATE OF STUDY: 07:11 11/04/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN,TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 110.70 DOWNSTREAM ELEVATION = 108.80 ELEVATION DIFFERENCE = 1.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.180 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.442 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.61 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 110.80 DOWNSTREAM ELEVATION(FEET) = 86.00 STREET LENGTH(FEET) = 820.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 42.00 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) = 3.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 0 HALFSTREET FLOOD WIDTH(FEET) = 8.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 3.77 Tc(MIN.) =9.77 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =4.703 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 4.91 TOTAL AREA(ACRES) = 1.2 0 PEAK FLOW RATE(CFS) = 5.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.07 FLOW VELOCITY(FEET/SEC.) = 4.11 DEPTH*VELOCITY(FT*FT/SEC.) = 1.43 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 920.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 700.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 86.00 DOWNSTREAM(FEET) = 80.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 10 0.00 CHANNEL SLOPE = 0.0600 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 67.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 5.53 FLOW VELOCITY(FEET/SEC) = 3.91 FLOW DEPTH(FEET) =0.09 TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) =10.20 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 700.00 = 1020.00 FEET. *************************************************** * * *********************** FLOW PROCESS FROM NODE 700.00 TO NODE 700.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.575 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.2 0 SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 1.4 0 TOTAL RUNOFF(CFS) = 6.4 0 TC(MIN) = 10.20 **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< . UPSTREAM ELEVATION(FEET) = 80.00 DOWNSTREAM ELEVATION(FEET) = 16.00 STREET LENGTH(FEET) = 1750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 42.00 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) = 11.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.20 STREET FLOW TRAVEL TIME(MIN.) = 5.52 Tc(MIN.) = 15.72 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.460 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9000 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 10.59 TOTAL AREA(ACRES) = 4.80 PEAK FLOW RATE(CFS) = 16.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.75 FLOW VELOCITY(FEET/SEC.) = 5.81 DEPTH*VELOCITY(FT*FT/SEC.) = 2.68 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 701.00 = 2770.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.80 TC(MIN.) = 15.72 PEAK FLOW RATE(CFS) = 16.98 END OF RATIONAL METHOD ANALYSIS APPENDIX J CAPACITY OF EXISTING INLETS LOCATED IN EL CAMINO REAL AND COSTA DEL MAR ROAD I ! -1 %, -tltl/. i^. V 1 • 36 .1 ;t.V' Sit— INSERT DRAWINGS HERE