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Home My WebLink AboutCT 07-10; Walnut Avenue Condominiums; Hydrology and Hydraulic Report Walnut Avenue Condos; 2008-01-31HYDROLOGY AND HYDRAULIC REPORT WALNUT AVENUE CONDOMINIUMS City of Carlsbad CT 07-10 Prepared for: James Schmitz Baron Investment Group, LLC 1135CaminoDel Mar Del Mar, CA 92014 'ifI '" i<" ~" ! v. RECEIVED FEB 1 3 2008 CITY OF CARLSBAD PLANr « DEPT Prepared by: briA, Inc. land planning, civil engineering, surveying 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 July 10,2007 Revised December 12,2007 Revised January 31, 2008 W.O. 842-1131-400/AH TABLE OF CONTENTS I. Discussion II. Calculations A. Runoff Coefficients B. Existing Hydrology C. Developed Hydrology III. Exhibits A. Existing Hydrology Maps B. Developed Hydrology Maps IV. References I. DISCUSSION DISCUSSION: This is a Hydrology Report for the proposed Tentative Map for the Walnut Avenue Condominiums project in the City of Carlsbad. The site is bounded by Walnut Avenue to the north, Garfield Street to the west, and Lincoln Street to the east( APN 204-131-01,02, and 03). This Project proposes the development of a 15-unit multi-family residential condominium project on 0.79 gross acre of land. Existing Condition In the existing condition, the project site consist of three lots, two of which are rough graded and undeveloped, and the other with a single-family structure (25% impervious area). Runoff in the vicinity is conveyed in street gutters of Garfield Street, Lincoln Street, and Walnut Avenue into an existing curb inlet approximately 220 feet east of project on Walnut Avenue. Developed Condition The proposed developed condition will consists of a 15-unit multi-family residential condominium and street improvements for Walnut Avenue , Lincoln Street, and Garfield Street. The proposed on-site runoff will be captured by a series of yard drains that will discharge into a 10-foot wide by 69-foot long and 2.5-foot deep concrete detention facility on- site to reduce the effect of the increased runoff due to the development of Walnut Avenue Condominiums. A 4-inch PVC pipe at the bottom of the detention facility will allow the "first flush" stormwater runoff to be treated by a dry well stormfilter before being discharged into a curb outlet into Lincoln Street. The remaining runoff will be discharged by another 4-inch PVC pipe into a second curb outlet into Lincoln Street. Downstream runoff will then be intercepted by the previously mentioned existing curb inlet on Walnut Avenue. STUDY METHOD: The method of analysis is based on the Rational Method according to the San Diego County Hydrology Manual. The Hydrology and Hydraulic Analysis were done on HydroSoft by Advanced Engineering Software. Drainage basin areas were determined from the topography, existing street improvement plans and proposed grades shown on the Tentative Map. The Modified Rational Method provided the following variable coefficients: Soil group "B" will be used for runoff coefficients calculation for the existing and proposed hydrology analyses. ( See the calculation section and attached drawing for runoff coefficient calculation.) The runoff coefficients of 0.58 for off-site, existing and developed conditions (15 Du/Ac) will be used to reflect a composite value of open space, landscaping, roof and street runoff per County of San Diego Hydrology Manual County. Initial Time of concentration is based on Fig 3-3 and Table 3-2 per San Diego County Hydrology Manual, June 2003. Rainfall Intensity = I = 7.44x(P6)x(D)-°645 User Specified Storm Event (Year) = 100/10/2 6-Hour Duration Precipitation (Inches) = 2.5/1.7/1.2 The exhibits show the proposed on-site drainage system, subarea, acreage, and nodal points. The summary of existing and developed runoff is in Table 1-1 below. Table 1-1 Summary of Existing and Developed Runoff for 100-year, 10-year, and 2-year storm events. Year Node/ (Existing) Developed Time of Concentration (min) Area (acres) Q (cfs) 7.2' ^ iliioiil^etention Facility"«»^^>»f-i '?-,-. i —"tl „---/-•' - - , , ,-;i;lOOYr4|60/Developed ",SViV'Hf ";- "XWC --f ,'',Ar-.tf ,1' -^WitK Detention Facility lOYr - (60/Existing)12.1 3.4 4.7 lOYr - 60 Developed Without Detention Facility 13.0 3.4 5.4 lOYr - 60 Developed With Detention Facility 13.0 3.4 4.7 " 14', v , ^ -3.5 - Withouit Detention Facility -- 60/Developed / "- With Detention Facility ;•,, « , r J.J CONCLUSION: Development of Walnut Avenue Condominiums with the on-site detention facility will have no adverse affect on the hydrology or hydraulics downstream of the project. m II. CALCULATIONS II. CALCULATIONS A. RUNOFF COEFFICIENTS Existing Condition: Node 10-20 20-21 21-30 24-25 25-30 30-60 40-50 50-60 Runoff Coefficient Value 0.58 0.58 0.41 0.58 0.58 0.58 0.58 0.58 Comment Off-site subarea /15 DU/AC Soil Type B Off-site subarea /15 DU/AC Soil Type B 25% impervious includes half streets Off-site subarea /15 DU/AC Soil Type 15 DU/A- 50% impervious Soil Type B Off-site subarea /15 DU/AC Soil Type B Off-site subarea /15 DU/AC Soil Type B Off-site subarea /15 DU/AC Soil Type B Developed Condition: Node 10-20 20-21 21-30 24-25 25-30 26-27 27-30 30-60 40-50 50-60 Runoff Coefficient Value 0.58 0.58 0.824 0.58 0.58 0.25 0.80 0.58 0.58 0.58 Comment Off-site subarea /15 DU/AC Soil Type B Off-site subarea /15 DU/AC Soil Type B 12% pervious - 88% impervious, Soil B Off-site subarea /15 DU/AC Soil Type Off-site subarea /15 DU/AC Soil Type B Planter, 0% impervious Soil Type B 15% pervious - 85% impervious Soil B Off-site subarea /IS DU/AC Soil Type B Off-site subarea /15 DU/AC Soil Type B Off-site subarea /15 DU/AC Soil Type B DEVELOPED ON-SITEPER VIOUS/IMPER VIOUS AREAS WALNUT A VENUE CONDOMIMIUMS NOT TO SCALE WALNUT A VENUE 0.033 AC PERVIOUSaax IMPERVIOUSO0.824 I 15 OU/AC | 0=0.58I I SEE DEVELOPED HYDROLOGY MAP s ;s DU/AC C-0.5B <335> Qa; 1 auncCMUBM). CA. B200B~U07 (7M) t LEGENDS SURFACE NODE BASN AREA (ACRES} PfftVtOUS AKEA CONCKCIE DEVELOPED ON-SITE PERVIOUS/IMPERVIOUS AREAS WALNUT A VENUE CONDOMIMIUMS II. CALCULATIONS B. EXISTING HYDROLOGY 100 YEAR STORM EVENT **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR EXISTING HYDROLOGY * WALNUT AVENUE CONDOMINIUMS * 842-1131-400 ********************************************************** FILE NAME: K:\HYDRO\1131\1131EX2.DAT TIME/DATE OF STUDY: 10:05 01/28/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.020/0.020/0.020 £#f^5- 1-50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH (FEET) = £-0>"00 UPSTREAM ELEVATION (FEET) = 62.00 DOWNSTREAM ELEVATION (FEET) = 60.10 ELEVATION DIFFERENCE (FEET) = 1.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.275 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.689 SUBAREA RUNOFF (CFS) = 0.33 TOTAL AREA (ACRES) = 0.10 TOTAL RUNOFF (CFS) = 0.33 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION (FEET) = Jef$\-§ DOWNSTREAM ELEVATION (FEET) = 58.08 STREET LENGTH (FEET) = g£&^&6 CURB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30'. 00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK ( FEET ) = 18.00 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) = 0.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0.26 HALFSTREET FLOOD WIDTH (FEET) = 6.63 AVERAGE FLOW VELOCITY (FEET/ SEC .) = 1.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = 8.65 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.624 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA (ACRES) = 0.45 SUBAREA RUNOFF (CFS) = 1.21 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE (CFS) = 1.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.29 HALFSTREET FLOOD WIDTH (FEET) = 8.19 FLOW VELOCITY (FEET/ SEC.) = 1.87 DEPTH*VELOCITY (FT*FT/SEC . ) = 0.54 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 320.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 30.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION (FEET) = 58.08 DOWNSTREAM ELEVATION (FEET) = 50.30 STREET LENGTH (FEET) = 350.00 CURB HEIGHT ( INCHES ) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 1.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) = 10.66 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.042 RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = SOIL CLASSIFICATION IS "B" "^ X"" S.C.S. CURVE NUMBER (AMC II) = 70 AREA-AVERAGE RUNOFF COEFFICIENT = 0.493 SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 2.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.96 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00= 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 10.66 RAINFALL INTENSITY(INCH/HR) = 4.04 TOTAL STREAM AREA(ACRES) = 1.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.23 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = (97.00 UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 57.50 ELEVATION DIFFERENCE(FEET) = 4.50 SUBAREA OVERLAND TIME OF FLOW{MIN.) = 5.528 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.174 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.43 ******************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»»( STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION (FEET) =,.— 57.50 DOWNSTREAM ELEVATION (FEET) = 50.30 STREET LENGTH (FEET) = /3WTTJS) CURB HEIGHT ( INCHES) = 6.0 STREET HALFWIDTH(FEET) =— 2t DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 15.00 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) = 1.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0.28 HALFSTREET FLOOD WIDTH (FEET) = 7.72 AVERAGE FLOW VELOCITY (FEET/ SEC. ) = 2.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC. ) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 2.43 Tc(MIN.) = 7.95 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.882 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF (CFS) = 2.95 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE (CFS) = 3.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.32 HALFSTREET FLOOD WIDTH (FEET) = 9.83 FLOW VELOCITY (FEET/ SEC.) = 3.03 DEPTH* VELOCITY (FT*FT/SEC . ) = 0.98 LONGEST FLOWPATH FROM NODE 24.00 TO NODE 30.00= 487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 7.95 RAINFALL INTENSITY(INCH/HR) = 4.88 TOTAL STREAM AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.23 10.66 4.042 1.12 2 3.28 7.95 4.882 1.16 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 4.95 7.95 4.882 2 4.95 10.66 4.042 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.95 Tc(MIN.) = 10.66 TOTAL AREA(ACRES) = 2.3 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00= 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 60.00 IS CODE = 61 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»»( STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION(FEET) = 53.00 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 5.76 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 11.74 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.799 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.548 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 1.61 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 6.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.32 FLOW VELOCITY(FEET/SEC.) = 3.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 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-) = 11.74 RAINFALL INTENSITY(INCH/HR) = 3.80 TOTAL STREAM AREA(ACRES) = 3.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.26 **************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 ^~~>^ , INITIAL SUBAREA FLOW-LENGTH (FEET) = (88.00/ ~C UPSTREAM ELEVATION(FEET) = 57.90 x—^ DOWNSTREAM ELEVATION(FEET) = 53.49 ELEVATION DIFFERENCE(FEET) = 4.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.131 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.478 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»»( STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION(FEET) = 53.49 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 6.18 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.748 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.05 FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 60.00 = 248.00 FEET. ******************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 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.) = 6.18 RAINFALL INTENSITY(INCH/HR) = 5.75 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.33 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.26 11.74 3.799 3.01 2 1.33 6.18 5.748 0.40 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 5.47 6.18 5.748 2 7.15 11.74 3.799 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.15 Tc(MIN.) = 11.74 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00= 880.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.4 TC(MIN.) = 11.74 PEAK FLOW RATE(CFS) = 7.15 END OF RATIONAL METHOD ANALYSIS 10 YEAR STORM EVENT **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 ******* DESCRIPTION OF STUDY ************************** * 10 YEAR EXISTING HYDROLOGY * * WALNUT AVENUE CONDOMINIUMS * * 842-1131-400 * ************************************************************************** FILE NAME: K:\HYDRO\1131\1131EX2.DAT TIME/DATE OF STUDY: 09:17 01/31/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 60.10 ELEVATION DIFFERENCE(FEET) = 1.90 SUBAREA OVERLAND TIME OF FLOW(MIN-) = 6.275 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.869 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.22 ********************************************************* FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 60.10 DOWNSTREAM ELEVATION(FEET) = 58.08 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 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) = 0.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.31 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.37 STREET FLOW TRAVEL TIMEfMIN.) = 2.54 Tc(MIN.) = 8.81 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.107 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 0.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.79 FLOW VELOCITY(FEET/SEC.) = 1.71 DEPTH*VELOCITY(FT*FT/SEC.) = 0.45 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 320.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 30.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 58.08 DOWNSTREAM ELEVATION(FEET) = 50.30 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 1.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.08 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIMEfMIN.) = 2.18 Tc(MIN.) = 10.99 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.695 RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 70 AREA-AVERAGE RUNOFF COEFFICIENT = 0.493 SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 1.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.55 FLOW VELOCITY(FEET/SEC.) = 2.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 10.99 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 1.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.49 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 57.50 ELEVATION DIFFERENCE(FEET) = 4.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.528 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.198 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.29 ******************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »»> (STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION(FEET) = 52.50 DOWNSTREAM ELEVATION(FEET) = 50.30 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 1.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.13 AVERAGE FLOW VELOCITY(FEET/SEC.) =1.52 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 4.29 Tc(MIN.) = 9.81 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.899 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 1.75 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 1.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.13 FLOW VELOCITY(FEET/SEC.) = 1.71 DEPTH*VELOCITY(FT*FT/SEC.) = 0.56 LONGEST FLOWPATH FROM NODE 24.00 TO NODE 30.00 = 487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 9.81 RAINFALL INTENSITY(INCH/HR) = 2.90 TOTAL STREAM AREA(ACRES) =1.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.95 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.49 10.99 2.695 1.12 2 1.95 9.81 2.899 1.16 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 3.28 9.81 2.899 2 3.30 10.99 2.695 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.30 TcfMIN.) = 10.99 TOTAL AREA(ACRES) = 2.3 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 670.00 FEET. ********************************************************* FLOW PROCESS FROM NODE 30.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »>» (STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION(FEET) = 53.00 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 3.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.90 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.94 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 12.18 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.522 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.548 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 4.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.29 FLOW VELOCITY(FEET/SEC.) = 2.99 DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 880.00 FEET. t***************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.18 RAINFALL INTENSITY(INCH/HR) = 2.52 TOTAL STREAM AREA(ACRES) = 3.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.16 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 88.00 UPSTREAM ELEVATION(FEET) = 57.90 DOWNSTREAM ELEVATION(FEET) = 53.49 ELEVATION DIFFERENCE(FEET) = 4.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.131 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.405 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.31 FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION(FEET) = 53.49 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 6.21 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.895 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.85 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 0.57 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 60.00 = 248.00 FEET. ********************************************************* FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 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.) = 6.21 RAINFALL INTENSITY(INCH/HR) = 3.89 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.16 12.18 2.522 3.01 2 0.90 6.21 3.895 0.40 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 3.60 6.21 3.895 2 4.74 12.18 2.522 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.74 Tc(MIN.) = 12.18 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 880.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.4 TC(MIN.) = 12.18 PEAK FLOW RATE(CFS) = 4.74 END OF RATIONAL METHOD ANALYSIS 2 YEAR STORM EVENT **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * 2 YEAR EXISTING HYDROLOGY v * WALNUT AVENUE CONDOMINIUMS i * 842-1131-400 v ************************************************************************** FILE NAME: K:\HYDRO\1131\1131EX2.DAT TIME/DATE OF STUDY: 09:32 01/31/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 60.10 ELEVATION DIFFERENCE(FEET) = 1.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.275 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.731 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.16 t*********************************************************:i FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 60.10 DOWNSTREAM ELEVATION(FEET) = 58.08 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 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) = 0.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.25 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.31 STREET FLOW TRAVEL TIME(MIN-) = 2.69 Tc(MIN.) = 8.97 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.169 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 0.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.64 FLOW VELOCITY(FEET/SEC.) = 1.58 DEPTH*VELOCITY(FT*FT/SEC.) = 0.38 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 320.00 FEET. FLOW PROCESS FROM NODE 21.00 TO NODE 30.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 58.08 DOWNSTREAM ELEVATION(FEET) = 50.30 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 4.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.56 STREET FLOW TRAVEL TIME(MIN.) = 2.34 Tc(MIN.) = 11.31 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.868 RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 70 AREA-AVERAGE RUNOFF COEFFICIENT = 0.493 SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 1.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.32 FLOW VELOCITY(FEET/SEC.) = 2.57 DEPTH*VELOCITY(FT*FT/SEC.) = 0.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 11.31 RAINFALL INTENSITY(INCH/HR) = 1.87 TOTAL STREAM AREA(ACRES) = 1.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 57.50 ELEVATION DIFFERENCE(FEET) = 4.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.528 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.964 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.21 ******************************************************* FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 52.50 DOWNSTREAM ELEVATION(FEET) = 50.30 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.37 STREET FLOW TRAVEL TIME(MIN-) = 4.64 Tc(MIN.) = 10.17 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.000 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 1.04 SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 1.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.60 FLOW VELOCITY(FEET/SEC.) = 1.57 DEPTH*VELOCITY(FT*FT/SEC.) = 0.47 LONGEST FLOWPATH FROM NODE 24.00 TO NODE 30.00 = 487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.17 RAINFALL INTENSITY(INCH/HR) = 2.00 TOTAL STREAM AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.35 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.03 11.31 1.868 1.12 2 1.35 10.17 2.000 1.16 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 2.27 10.17 2.000 2 2.29 11.31 1.868 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.29 TcfMIN.) = 11.31 TOTAL AREA(ACRES) = 2.3 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 670.00 FEET. ********************************************************* FLOW PROCESS FROM NODE 30.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »»> (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 53.00 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 2.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84 STREET FLOW TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 12.60 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.741 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.548 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 2.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.63 FLOW VELOCITY(FEET/SEC.) = 2.74 DEPTH*VELOCITY(FT*FT/SEC.) = 0.88 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.60 RAINFALL INTENSITY(INCH/HR) = 1.74 TOTAL STREAM AREA(ACRES) = 3.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.87 ************************************************************* FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 88.00 UPSTREAM ELEVATION(FEET) = 57.90 DOWNSTREAM ELEVATION(FEET) = 53.49 ELEVATION DIFFERENCE(FEET) = 4.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.131 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.109 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION(FEET) = 53.49 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.17 HALFSTREET FLOOD WIDTH(FEET) = 2.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 6.18 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.759 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.79 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC.) = 0.49 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 60.00 = 248.00 FEET. ********************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 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.) = 6.18 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.87 12.60 1.741 3.01 2 0.64 6.18 2.759 0.40 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 2.45 6.18 2.759 2 3.28 12.60 1.741 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.28 TcfMIN.) = 12.60 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00= 880.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.4 TC(MIN.) = 12.60 PEAK FLOW RATE(CFS) = 3.28 END OF RATIONAL METHOD ANALYSIS II. CALCULATIONS C. DEVELOPED HYDROLOGY 100 YEAR STORM EVENT t******************************************************1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 ************* DESCRIPTION OF STUDY ************************** * 100 YEAR DEVELOPED HYDROLOGY WITHOUT DETENTION BASIN FACILITY * * WALNUT AVENUE CONDOMINUMS * * 842-1131-400 * ************************************************************************** FILE NAME: K:\HYDRO\1131\1131PRl.DAT TIME/DATE OF STUDY: 16:36 01/29/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5/00 SOIL CLASSIFICATION IS "B" ' S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH (FEET) = 80.00 UPSTREAM ELEVATION (FEET) = 62.00 DOWNSTREAM ELEVATION (FEET) = 60.10 ELEVATION DIFFERENCE (FEET) = 1.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.275 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.689 SUBAREA RUNOFF (CFS) = 0.33 TOTAL AREA (ACRES) = 0.10 TOTAL RUNOFF (CFS) = 0.33 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION ( FEET ')^-^6 0.10 DOWNSTREAM ELEVATION (FEET) = 58.08 STREET LENGTH (FEET) = <^240k CURB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) ^ " 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) = 0.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0.26 HALFSTREET FLOOD WIDTH (FEET) = 6.58 AVERAGE FLOW VELOCITY (FEET/ SEC. ) = 1.70 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC. ) = 0.44 STREET FLOW TRAVEL TIME(MIN-) = 2.35 Tc(MIN.) = 8.63 100 YEAR RAINFALL INTENSITY ( INCH/HOUR) = 4.633 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = . 5800/' SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA (ACRES) = 0.45 SUBAREA RUNOFF (CFS) = 1.21 TOTAL AREA (ACRES) = 0.6 PEAK FLOW RATE (CFS) = 1.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.29 HALFSTREET FLOOD WIDTH (FEET) = 8.24 FLOW VELOCITY (FEET/ SEC. ) = 1.85 DEPTH*VELOCITY (FT*FT/SEC . ) = 0.54 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 320.00 FEET. **************************************************************************! FLOW PROCESS FROM NODE 21.00 TO NODE 30.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET)^=_^_58.08 DOWNSTREAM ELEVATION(FEET) = 50.30 STREET LENGTH (FEET) = (SsoTtDO) CURB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = 25.00 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) = 1.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0.27 HALFSTREET FLOOD WIDTH (FEET) = 7.39 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN-) = 2.03 Tc(MIN.) = 10.66 100 YEAR RAINFALL INTENSITY ( INCH/HOUR) = 4.043 *USER SPECIFIED(SUBAREA) : RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = (8£4t> S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.658 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF (CFS) = 0.87 TOTAL AREA (ACRES) = 0.8 PEAK FLOW RATE (CFS) = 2.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.28 HALFSTREET FLOOD WIDTH (FEET) = 7.78 FLOW VELOCITY (FEET/ SEC. ) = 2.98 DEPTH*VELOCITY (FT*FT/SEC . ) = 0.84 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 670.00 FEET. FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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. ) = 10.66 RAINFALL INTENSITY (INCH/HR) = 4.04 TOTAL STREAM AREA (ACRES) = 0.81 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.16 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW- LENGTH (FEET) = 97.00 UPSTREAM ELEVATION (FEET) = 62.00 DOWNSTREAM ELEVATION (FEET) = 57.50 ELEVATION DIFFERENCE (FEET) = 4.50 SUBAREA OVERLAND TIME OF FLOW (MIN.) = 5.528 100 YEAR RAINFALL INTENSITY ( INCH/HOUR) = 6.174 SUBAREA RUNOFF (CFS) = 0.43 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.43 ***************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»»( STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION(FEET) = 57.50 DOWNSTREAM ELEVATION(FEET) = 50.30 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 1.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.44 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN-) = 2.66 Tc(MIN.) = 8.19 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = .4.793 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.58 FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 24.00 TO NODE 30.00 = 487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 8.19 RAINFALL INTENSITY(INCH/HR) = 4.79 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 77 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 61.40 DOWNSTREAM ELEVATION(FEET) = 60.70 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 12.034 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.738 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.02 ********************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.738 *USER SPECIFIED(SUBAREA): RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 77 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7864 SUBAREA AREA(ACRES) = 0.79 SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 2.38 TC(MIN.) = 12.03 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 60.00 DOWNSTREAM(FEET) = 54.00 FLOW LENGTH(FEET) = 212.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 8.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.18 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.38 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 12.47 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 30.00 = 277.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.47 RAINFALL INTENSITY(INCH/HR) = 3.65 TOTAL STREAM AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.38 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER 1 2 3 (CFS) 2.16 1.83 2.38 (MIN.) 10.66 8.19 12.47 (INCH/HOUR) 4.043 4.793 3.654 (ACRE) 0.81 0.66 0.81 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 5.05 5.74 5.73 Tc (MIN. ) 8.19 10.66 12.47 INTENSITY (INCH/HOUR) 4.793 4.043 3.654 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.74 Tc(MIN.) = 10.66 TOTAL AREA(ACRES) = 2.3 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 50.51 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 49.70 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.85 6.51 1.97 0.95 Tc(MIN.) = = 3.661 COEFFICIENT 12.43 = .5800 AVERAGE FLOW VELOCITY(FEET/SEC.) = PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 1.78 100 YEAR RAINFALL INTENSITY(INCH/HOUR) RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.657 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) 1.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.63 FLOW VELOCITY(FEET/SEC.) = 2.02 DEPTH*VELOCITY(FT*FT/SEC.) = 7.23 1.01 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 880.00 FEET. ************************************************************************ FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.43 RAINFALL INTENSITY(INCH/HR) = 3.66 TOTAL STREAM AREA(ACRES) = 3.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.23 *********************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 88.00 UPSTREAM ELEVATION(FEET) = 57.90 DOWNSTREAM ELEVATION(FEET) = 53.49 ELEVATION DIFFERENCE(FEET) = 4.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.131 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.478 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 53.49 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 6.18 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.748 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.05 FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 60.00= 248.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 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.) = 6.18 RAINFALL INTENSITY(INCH/HR) = 5.75 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.33 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.23 12.43 3.661 3.01 2 1.33 6.18 5.748 0.40 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 5.94 6.18 5.748 2 8.08 12.43 3.661 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.08 Tc(MIN.) = 12.43 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 880.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.4 TCfMIN.) = 12.43 PEAK FLOW RATE(CFS) = 8.08 END OF RATIONAL METHOD ANALYSIS Detention Basin Depth/Outflow For 4-Inch pipe @ 53.0 ft(bottom of the detention basin) Q outflow=Cd A(2gh)1/2 Cd=0.62 g=32.2ft/s A4"=0.087sf Depth (ft) Head (ft) Outflow (cfs) 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 0.00 0.09 0.34 0.59 0.84 1.09 1.34 1.59 1.84 2.09 2.34 0.00 0.13 0.25 0.33 0.39 0.45 0.50 0.54 0.59 0.62 0.66 Detention Basin Depth/Outflow For 4-Inch pipe @ 53.5 ft(0.5 ft from bottom of the detention basin) Q outfiow=Cd A(2gh)y2 Cd=0.62 g=32.2ft/s A4"=0.087sf Depth (ft) 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 Head (ft) 0.00 0.00 0.00 0.09 0.34 0.59 0.84 1.09 1.34 1.59 1.84 Outflow (cfs) 0.00 0.00 0.00 0.13 0.25 0.33 0.40 0.45 0.50 0.54 0.58 Detention Basin Depth/Storage/Outflow Information Depth(ft) 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 Storage(Acre-ft)* 0.0000 0.0013 0.0052 0.0092 0.0131 0.0171 0.0211 0.0250 0.0290 0.0329 0.0369 Qout4"@ 53.0fl (cf S) 0.00 0.13 0.25 0.33 0.39 0.45 0.50 0.54 0.59 0.62 0.66 Qout4"@ 53.5fl (Cfs) 0.00 0.00 0.00 0.13 0.25 0.33 0.40 0.45 0.50 0.54 0.58 Total Outflow (cfs) 0.00 0.13 0.25 0.46 0.64 0.78 0.90 0.99 1.09 1.16 1.24 * In detention basin storage calculation, the 0.5% slope of the basin is considered and the slope volume is subtracted from the storage volume. Detention Basin Size: 69 x lOx 2.5 cf (0.5)(69)/(100)=0.345 ft Bottom slope volume = 1/2(69)(0.345)(10)=0.0027 cf RATIONAL METHOD HYDROGRAPH PROGRAM ' "iPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY I*,13NDATE 1/29/2008 HYDROGRAPH FILE NAME Textl Tw/IE OF CONCENTRATION 12 MIN. I OJR RAINFALL 2.5 INCHES *i<SIN AREA 0.8 ACRES RUNOFF COEFFICIENT 0.8 (?EAK DISCHARGE 2.38 CFS (MIN) = 0 E (MIN) = 12 TIME (MIN) = 24 '"•VIE (MIN) = 36 ' VIE (MIN) = 48 m/IE (MIN) = 60 TIME (MIN) = 72 HUE (MIN) = 84 ./IE (MIN) = 96 ••/IE (MIN) = 108 TIME (MIN) = 120 TIME (MIN) = 132 "**VlE (MIN) = 144 >;iE(MIN) = 156 TIME (MIN) = 168 TIME (MIN) = 180:«VIE(MIN)= 192 </IE (MIN) = 204 «ME(MIN)= 216 TIME (MIN) = 228 TJ/IE (MIN) = 240 \AE (MIN) = 252 ^E (MIN) = 264 TIME (MIN) = 276 TIME (MIN) = 288 ""ME (MIN) = 300 VIE (MIN) = 312 «ME(MIN) = 324 TIME (MIN) = 336 :*JME(MIN) = 348 VIE (MIN) = 360 ,-VIE(MIN)= 372 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.3 DISCHARGE (CFS) = 0.3 DISCHARGE (CFS) = 0.5 DISCHARGE (CFS) = 0.7 DISCHARGE (CFS) = 2.38 DISCHARGE (CFS) = 0.4 DISCHARGE (CFS) = 0.3 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0 **************************************************************** HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL**************************************************************************** (c) Copyright 1983-2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR DETENTION BASIN CALCULATION * WALNUT AVENUE CONDOMINUMS * 842-1131-400 ************************************************************************** FILE NAME: 1131DET1.DAT TIME/DATE OF STUDY: 15:37 01/30/2008 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 32 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 12.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES (CFS) : * INTERVAL FLOW * INTERVAL FLOW * INTERVAL FLOW * NUMBER * * * * * * * * * * * 1: 4: 7: 10: 13: 16: 19: 22: 25: 28: 31: (CFS) * NUMBER 0 0 0 0 0 0 0 2 0 0 0 DEPTH-VS . -STORAGE TOTAL NUMBER *BASIN-DEPTH * * * * * * (FEET) 0.000 0.500 1.000 1.500 2.000 .00* .10* .10* .10* .20* .20* .30* .38* .20* .10* .10* 2 5 8 11 14 17 20 23 26 29 32 : : : : : ; ; ; : : AND DEPTH-VS. (CFS) * 0 0 0 0 0 0 0 0 0 0 0 .10* .10* .10* .10* .20* .20* .50* .40* .20* .10* .00* -DISCHARGE NUMBER (CFS) 3: 6: 9: 12: 15: 18: 21: 24: 27: 30: 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. * * 10* 10* 10* 20* 20* 30* 70* 30* 10* 10* INFORMATION: OF BASIN DEPTH INFORMATION ENTRIES STORAGE OUTFLOW **BASIN-DEPTH (ACRE-FEET) 0.000 0.005 0.013 0.021 0.029 (CFS) 0. 0. 0. 0. 1. ** 000** 250** 640** 900** 090** (FEET) 0.250 0.750 1.250 1.750 2.250 = 11 STORAGE (ACRE-FEET) 0.001 0.009 0.017 0.025 0.033 OUTFLOW (CFS) 0.130 0.460 0.780 0.990 1.160 * * * * * * * * 2.500 0.037 1.240** ************************************************************************ INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-0*DT/2} {S+0*DT/2} NUMBER (ACRE-FEET) (ACRE-FEET) 1 2 3 4 5 6 7 8 9 10 11 0.00000 0.00023 0.00313 0.00540 0.00781 0.01065 0.01366 0.01682 0.01999 0.02331 0.02665 WHERE S = STORAGE ( AF ); 0.00000 0.00237 0.00727 0.01300 0.01839 0.02355 0.02854 0.03318 0.03801 0.04249 0.04715 0=OUTFLOW(AF/MIN. ) ;DT=UNIT (MIN. ) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "0"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) 0 0 0 0 1 1 1 1 1 2 .20 [BASIN .40 [BASIN .60 [BASIN .80 [BASIN .00 [BASIN .20 [BASIN .40 [BASIN .60 [BASIN .80 [BASIN .00 0.00 DEPTH 0.10 DEPTH 0.10 (CFS) 0. (FEET) 0. (FEET) 0. STORAGE (ACRE-FT) 0. 1. 1. 2. 2. 00 = 09 = 10 DEPTH (FEET) = 0.10 DEPTH 0.10 DEPTH 0.10 0. (FEET) 0. (FEET) 0. 10 = 10 = 10 DEPTH (FEET) = 0.10 0.10 DEPTH (FEET) = 0.10 DEPTH 0.10 DEPTH 0.10 0. (FEET) 0. (FEET) 0. 10 = 10 = 10 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 00] 0. 17] 0. 19] 0. 19] 0. 19] 0. 19] 0. 19] 0. 19] 0. 19] 0. 000 001 001 001 001 001 001 001 001 001 0 .... .0 .... .0 .... .0 .... .0 .... .0 .... .0 .... .0 .... .0 .... .0 .... [BASIN DEPTH(FEET) = 2.20 0.10 0.10 [BASIN DEPTH(FEET) = 2.40 0.20 0.16 [BASIN DEPTH(FEET) = 2.60 0.20 0.17 [BASIN DEPTH(FEET) = 2.80 0.20 0.18 [BASIN DEPTH(FEET) = 3.00 0.20 0.19 [BASIN DEPTH(FEET) = 3.20 0.20 0.19 [BASIN DEPTH(FEET) = 3.40 0.20 0.20 [BASIN DEPTH(FEET) = 3.60 0.30 0.24 [BASIN DEPTH(FEET) = 3.80 0.30 0.27 [BASIN DEPTH(FEET) = 4.00 0.50 0.41 [BASIN DEPTH(FEET) = 4.20 0.70 0.57 [BASIN DEPTH(FEET) = 4.40 2.38 1.22 [BASIN DEPTH(FEET) = 4.60 0.40 0.98 [BASIN DEPTH(FEET) = 4.80 0.30 0.72 [BASIN DEPTH(FEET) = 5.00 0.20 0.45 [BASIN DEPTH(FEET) = 5.20 0.20 0.30 [BASIN DEPTH(FEET) = 5.40 0.10 0.20 [BASIN DEPTH(FEET) = 5.60 0.10 0.16 [BASIN DEPTH(FEET) = 5.80 0.10 0.14 [BASIN DEPTH(FEET) = 6.00 0.10 0.11 [BASIN DEPTH(FEET) = 6.20 0.10 0.10 [BASIN DEPTH(FEET) = 6.40 0.00 0.01 [BASIN DEPTH(FEET) = 6.60 0.00 0.00 [BASIN DEPTH(FEET) = 6.80 0.00 0.00 [BASIN DEPTH(FEET) = 7.00 0.00 0.00 [BASIN DEPTH(FEET) = 7.20 0.00 0.00 [BASIN DEPTH(FEET) = 7.40 0.00 0.00 [BASIN DEPTH(FEET) = 7.60 0.00 0.00 [BASIN DEPTH(FEET) = 0.19] 0.001 .0 0.19] 0.002 . 0 . 0.31] 0.003 . 0 0.34] 0.003 . 0 0.36] 0.003 . 0 . 0.38] 0.003 . 0 . 0.38] 0.003 . 0 . 0.39] 0.005 . 01 . 0.48] 0.006 . 01 . 0.52] 0.008 . 01 . 0.69] 0.012 . O.I 0.91] 0.036 . . 0 2.45] 0.025 . I . 0 . 1.72] 0.015 . I .0 1.15] 0.009 .10. 0.74] 0.006 .10. 0.56] 0.004 .10 0.40] 0.002 .10 0.31] 0.001 .0 0.26] 0.001 .0 0.21] 0.001 .0 0.19] 0.000 0 0.02] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 7.80 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 8.00 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 8.20 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 8.40 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 8.60 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 8.80 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 9.00 0.00 0.00 0.000 O [BASIN DEPTH (FEET) = 0.00] 9.20 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 9.40 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 9.60 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 9.80 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 10.00 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * 100 YEAR DEVELOPED HYDROLOGY WITH DETENTION BASIN FACILITY * * WALNUT AVENUE CONDOMINUMS * * 842-1131-400 * ************************************************************************** FILE NAME: K:\HYDRO\1131\1131PR1.DAT TIME/DATE OF STUDY: 09:54 01/29/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 •mt INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 60.10 ELEVATION DIFFERENCE(FEET) = 1.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.275 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.689 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.33 ****************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 60.10 DOWNSTREAM ELEVATION(FEET) = 58.08 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.58 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.70 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 8.63 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.633 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.24 FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) = 0.54 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 320.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 30.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 58.08 DOWNSTREAM ELEVATION(FEET) = 50.30 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 1.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN-) = 2.03 Tc(MIN.) = 10.66 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.043 *USER SPECIFIED(SUBAREA): RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .8240 S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.658 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.78 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY(FT*FT/SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 10.66 RAINFALL INTENSITY(INCH/HR) = 4.04 TOTAL STREAM AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.16 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 57.50 ELEVATION DIFFERENCE(FEET) = 4.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.528 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.174 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.43 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 57.50 DOWNSTREAM ELEVATION(FEET) = 50.30 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH (FEET) = 30.00 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) = 1.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.44 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 2.66 Tc(MIN.) = 8.19 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.793 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.58 FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 24.00 TO NODE 30.00 = 487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 8.19 RAINFALL INTENSITY(INCH/HR) = 4.79 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 77 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 61.40 DOWNSTREAM ELEVATION(FEET) = 60.70 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 12.034 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.738 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.02 ******************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.738 *USER SPECIFIED(SUBAREA): RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 77 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7864 SUBAREA AREA(ACRES) = 0.79 SUBAREA RUNOFF(CFS) = 2.36 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 2.38 TC(MIN.) = 12.03 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 60.00 DOWNSTREAM(FEET) = 54.00 FLOW LENGTH(FEET) = 212.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 8.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.18 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.38 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 12.47 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 30.00= 277.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.47 RAIN INTENSITY(INCH/HOUR) = 3.65 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.22 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.47 RAINFALL INTENSITY(INCH/HR) = 3.65 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.22 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 2.16 1.83 1.22 Tc (MIN.) 10.66 8.19 12.47 INTENSITY (INCH /HOUR) 4.043 4.793 3.653 AREA (ACRE) 0.81 0.66 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 4.29 4.75 4.57 Tc (MIN. ) 8.19 10.66 12.47 INTENSITY (INCH /HOUR) 4.793 4.043 3.653 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.75 Tc(MIN.) = 10.66 TOTAL AREA(ACRES) = 2.3 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 670.00 FEET. *************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»»( STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION(FEET) = 50.51 DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 49.70 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 = 20.00 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) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.645 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = 5.52 12.51 .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.558 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 6.10 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.46 FLOW VELOCITY(FEET/SEC.) = 1.93 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.51 RAINFALL INTENSITY(INCH/HR) = 3.65 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.10 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 88.00 UPSTREAM ELEVATION(FEET) = 57.90 DOWNSTREAM ELEVATION(FEET) = 53.49 ELEVATION DIFFERENCE(FEET) = 4.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.131 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.478 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.45 FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »>» (STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION(FEET) = 53.49 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 6.18 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.748 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.05 FLOW VELOCITY(FEET/SEC.) = 2.75 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 60.00= 248.00 FEET. **************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.18 RAINFALL INTENSITY(INCH/HR) = 5.75 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.33 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.10 12.51 3.645 3.00 2 1.33 6.18 5.748 0.40 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 5.20 6.18 5.748 2 6.95 12.51 3.645 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.95 Tc(MIN.) = 12.51 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 =880.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES)3.4 TC(MIN.) =12.51 PEAK FLOW RATE(CFS) = 6.95 END OF RATIONAL METHOD ANALYSIS M iff 10 YEAR STORM EVENT **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * 10 YEAR DEVELOPED HYDROLOGY WITHOUT DETENTION BASIN FACILITY * * WALNUT AVENUE CONDOMINUMS * * 842-1131-400 * **************************************************** FILE NAME: K:\HYDRO\1131\1131PR1.DAT TIME/DATE OF STUDY: 14:30 01/30/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ******************************************************************S FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 60.10 ELEVATION DIFFERENCE(FEET) = 1.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.275 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.869 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»»(STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 60.10 DOWNSTREAM ELEVATION(FEET) = 58.08 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.37 STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 8.81 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.107 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 0.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.78 FLOW VELOCITY(FEET/SEC.) = 1.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.45 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 320.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 30.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »»>( STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 58.08 DOWNSTREAM ELEVATION(FEET) = 50.30 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 1.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 11.01 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.692 *USER SPECIFIED(SUBAREA): RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .8240 S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.658 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.42 FLOW VELOCITY(FEET/SEC.) = 2.71 DEPTH*VELOCITY(FT*FT/SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 11.01 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.44 ****************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 57.50 ELEVATION DIFFERENCE(FEET) = 4.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.528 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.198 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»»( STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION(FEET) = 57.50 DOWNSTREAM ELEVATION(FEET) = 50.30 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.50 STREET FLOW TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 8.41 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.202 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.18 FLOW VELOCITY(FEET/SEC.) = 2.45 DEPTH*VELOCITY(FT*FT/SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 24.00 TO NODE 30.00 = 487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 8.41 RAINFALL INTENSITY(INCH/HR) = 3.20 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.23 ****************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 77 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 61.40 DOWNSTREAM ELEVATION(FEET) = 60.70 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 12.034 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.542 SUBAREA RUNOFF(CFS) = 0.01 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.01 ******************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.542 *USER SPECIFIEDfSUBAREA): RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 77 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7864 SUBAREA AREA(ACRES) = 0.79 SUBAREA RUNOFF(CFS) = 1.61 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 1.62 TCfMIN.) = 12.03 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 41 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 60.00 DOWNSTREAM(FEET) = 54.00 FLOW LENGTH(FEET) = 212.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.63 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.62 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 12.50 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 30.00= 277.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.50 RAINFALL INTENSITY(INCH/HR) = 2.48 TOTAL STREAM AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.62 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER 1 2 3 (CFS) 1.44 1.23 1.62 (MIN. ) 11.01 8.41 12.50 (INCH /HOUR) 2.692 3.202 2.481 (ACRE) 0.81 0.66 0.81 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 3.41 3.89 3.89 Tc (MIN. ) 8.41 11.01 12.50 INTENSITY (INCH /HOUR) 3.202 2.692 2.481 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.89 Tc(MIN.) = 11.01 TOTAL AREA(ACRES) = 2.3 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 670.00 FEET. ******************************************************* FLOW PROCESS FROM NODE 30.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 50.51 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 4.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) - 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 1.97 Tc(MIN.) = 12.98 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.421 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.657 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 4.79 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.82 FLOW VELOCITY(FEET/SEC.) = 1.83 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 880.00 FEET. *******************************************•*•*******************************-* FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.98 RAINFALL INTENSITY(INCH/HR) = 2.42 TOTAL STREAM AREA(ACRES) = 3.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.79 t******************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 88.00 UPSTREAM ELEVATION(FEET) = 57.90 DOWNSTREAM ELEVATION(FEET) = 53.49 ELEVATION DIFFERENCE(FEET) = 4.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.131 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.405 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.31 **************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 53.49 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 6.21 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.895 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.85 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 0.57 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 60.00 = 248.00 FEET. ********************************************************* FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 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.) = 6.21 RAINFALL INTENSITY(INCH/HR) = 3.89 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.79 12.98 2.421 3.01 2 0.90 6.21 3.895 0.40 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 3.88 6.21 3.895 2 5.35 12.98 2.421 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.35 Tc(MIN.) = 12.98 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 880.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.4 TC(MIN.) = 12.98 PEAK FLOW RATE(CFS) = 5.35 END OF RATIONAL METHOD ANALYSIS Detention Basin Depth/Outflow For 4-Inch pipe @ 53.0 ft (bottom of the detention basin) Q outfiow=Cd A(2gh)V2 Cd=0.62 g=32.2ft/s A4"=0.087sf Depth (ft) Head (ft) Outflow (cfs) 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 0.00 0.09 0.34 0.59 0.84 1.09 1.34 1.59 1.84 2.09 2.34 0.00 0.13 0.25 0.33 0.39 0.45 0.50 0.54 0.59 0.62 0.66 Detention Basin Depth/Outflow For 4-Inch pipe @ 53.5 ft(0.5 ft from bottom of the detention basin) Q outflow=Cd A(2gh)l/2 Cd=0.62 g=32.2ft/s A4"=0.087sf Depth (ft) 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 Head (ft) 0.00 0.00 0.00 0.09 0.34 0.59 0.84 1.09 1.34 1.59 1.84 Outflow (cfs) 0.00 0.00 0.00 0.13 0.25 0.33 0.40 0.45 0.50 0.54 0.58 Detention Basin Depth/Storage/Outflow Information Depth(ft) 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 Storage(Acre-ft)* 0.0000 0.0013 0.0052 0.0092 0.0131 0.0171 0.0211 0.0250 0.0290 0.0329 0.0369 Qout4"@ 53.0ft (Cfs) 0.00 0.13 0.25 0.33 0.39 0.45 0.50 0.54 0.59 0.62 0.66 Qout4"@ 53.5ft (Cfs) 0.00 0.00 0.00 0.13 0.25 0.33 0.40 0.45 0.50 0.54 0.58 Total Outflow (cfs) 0.00 0.13 0.25 0.46 0.64 0.78 0.90 0.99 1.09 1.16 1.24 * In detention basin storage calculation, the 0.5% slope of the basin is considered and the slope volume is subtracted from the storage volume. Detention Basin Size: 69 x lOx 2.5 cf (0.5)(69)/(100)=0.345 ft Bottom slope volume= 1/2(69)(0.345)(10)=0.0027 cf RATIONAL METHOD HYDROGRAPH PROGRAM C PYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 1/29/2008 ROGRAPH FILE NAME Textl OF CONCENTRATION 13 MIN. )UR RAINFALL 1.7 INCHES 3IN AREA 0.8 ACRES RUNOFF COEFFICIENT 0.8 DISCHARGE 1.62 CFS T«*E (MIN) = 0 TIME (MIN) = 13 TJftflE (MIN) = 26 1 !E (MIN) = 39 TM| E (MIN) = 52 TIME (MIN) = 65 TIME (MIN) = 78 1*"*E (MIN) = 91 TjE(MIN)= 104 TTOE(MIN) = 117 TIME (MIN) = 130 T*ME(MIN) = 143 T E(MIN)= 156 THE (MIN) = 169 TIME (MIN) = 182 T,WE(MIN)= 195 T iE (MIN) = 208 T—E (MIN) = 221 TIME (MIN) = 234 TIME (MIN) = 247 T^E (MIN) = 260 TjE (MIN) = 273 iWE (MIN) = 286 TIME (MIN) = 299 T4ME(MIN)= 312 T E (MIN) = 325 TMIE (MIN) = 338 TIME (MIN) = 351 TIME (MIN) = 364 T**E (MIN) = 377 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.3 DISCHARGE (CFS) = 0.4 DISCHARGE (CFS) = 1.62 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.2 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0.1 DISCHARGE (CFS) = 0 **************************************************************** HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL ******************************************************************* (c) Copyright 1983-2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 **************v f*********************T******** DESCRIPTION OF STUDY ** * 10 YEAR DETENTION BASIN CALCULATION i * WALNUT AVENUE CONDOMINIUMS i * 842-1131-400 * ***************************************************************************** FILE NAME: 1131DET1.DAT TIME/DATE OF STUDY: 08:58 01/31/2008 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 30 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 13.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES (CFS) : * INTERVAL FLOW * INTERVAL FLOW * INTERVAL FLOW * NUMBER * * * * * * * * * * 1: 4: 7: 10: 13: 16: 19: 22: 25: 28: DEPTH-VS . (CFS) * NUMBER 0.00* 0.10* 0.10* 0.10* 0.10* 0.10* 0.30* 0.20* 0.10* 0.10* 2 5 8 11 14 17 20 23 26 29 ; : : ; ; : : : : : -STORAGE AND DEPTH-VS. TOTAL NUMBER *BASIN-DEPTH * * * * * * * (FEET) 0. 0. 1. 1. 2. 2. 000 500 000 500 000 500 (CFS) * 0.10* 0.10* 0.10* 0.10* 0.10* 0.20* 0.40* 0.20* 0.10* 0.10* -DISCHARGE NUMBER (CFS) 3: 6: 9: 12: 15: 18: 21: 24: 27: 30: 0. 0. 0. 0. 0. 0. 1. 0. 0. 0. * * 10* 10* 10* 10* 10* 20* 62* 10* 10* 00* INFORMATION: OF BASIN DEPTH INFORMATION ENTRIES STORAGE (ACRE-FEET) 0.000 0.005 0.013 0.021 0.029 0.037 OUTFLOW (CFS) 0. 0. 0. 0. 1. 1. **BAS IN-DEPTH ** (FEET) 000 250 640 900 090 240 * * ** ** ** ** * * 0.250 0.750 1.250 1.750 2.250 = 11 STORAGE (ACRE-FEET) 0.001 0.009 0.017 0.025 0.033 OUTFLOW (CFS) 0.130 0.460 0.780 0.990 1.160 * * * * * * * **************************************************************************** INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-0*DT/2} {S+0*DT/2} NUMBER (ACRE-FEET) (ACRE-FEET) 1 2 3 4 5 6 7 8 9 10 11 0.00000 0.00014 0.00296 0.00508 0.00737 0.01012 0.01304 0.01614 0.01924 0.02251 0.02580 WHERE S = STORAGE ( AF ); 0.00000 0.00246 0.00744 0.01332 0.01883 0.02408 0.02916 0.03386 0.03876 0.04329 0.04800 0=OUTFLOW(AF/MIN. ) ; DT=UNIT (MIN. ) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "0"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) 0 0 0 0 1 1 1 1 1 2 .22 [BASIN .43 [BASIN .65 [BASIN .87 [BASIN .08 [BASIN .30 [BASIN .52 [BASIN .73 [BASIN .95 [BASIN .17 [BASIN 0.00 0. DEPTH (FEET) 0.10 0. DEPTH (FEET) 0.10 0. DEPTH (FEET) 0.10 0. DEPTH (FEET) 0.10 0. DEPTH (FEET) 0.10 0. DEPTH (FEET) 0.10 0. DEPTH (FEET) 0.10 0. DEPTH (FEET) 0.10 0. DEPTH (FEET) 0.10 0. DEPTH (FEET) STORAGE (ACRE-FT) 0. 0. 1. 1. 2. 00 = 09 = 10 = 10 = 10 = 10 = 10 = 10 = 10 = 10 = 0 0 0 0 0 0 0 0 0 0 0. .00] 0. .18] 0. .19] 0. .19] 0. .19] 0. .19] 0. .19] 0. .19] 0. .19] 0. .19] 000 001 001 001 001 001 001 001 001 001 0 .0 .... .0 .... .0 .... .0 .... .0 .... .0 . . . . .0 . . . . .0 .0 2.38 0.10 0.10 [BASIN DEPTH(FEET) = 2.60 0.10 0.10 [BASIN DEPTH(FEET) = 2.82 0.10 0.10 [BASIN DEPTH(FEET) = 3.03 0.10 0.10 [BASIN DEPTH(FEET) = 3.25 0.10 0.10 [BASIN DEPTH(FEET) = 3.47 0.10 0.10 [BASIN DEPTH(FEET) = 3.68 0.20 0.16 [BASIN DEPTH(FEET) = 3.90 0.20 0.18 [BASIN DEPTH(FEET) = 4.12 0.30 0.23 [BASIN DEPTH(FEET) = 4.33 0.40 0.33 [BASIN DEPTH(FEET) = 4.55 1.62 0.97 [BASIN DEPTH(FEET) = 4.77 0.20 0.64 [BASIN DEPTH(FEET) = 4.98 0.20 0.38 [BASIN DEPTH(FEET) = 5.20 0.10 0.22 [BASIN DEPTH(FEET) = 5.42 0.10 0.17 [BASIN DEPTH(FEET) = 5.63 0.10 0.14 [BASIN DEPTH(FEET) = 5.85 0.10 0.11 [BASIN DEPTH(FEET) = 6.07 0.10 0.10 [BASIN DEPTH(FEET) = 6.28 0.10 0.10 [BASIN DEPTH(FEET) = 6.50 0.00 0.01 [BASIN DEPTH(FEET) = 6.72 0.00 0.00 [BASIN DEPTH(FEET) = 6.93 0.00 0.00 [BASIN DEPTH(FEET) = 7.15 0.00 0.00 [BASIN DEPTH(FEET) = 7.37 0.00 0.00 [BASIN DEPTH(FEET) = 7.58 0.00 0.00 [BASIN DEPTH(FEET) = 7.80 0.00 0.00 [BASIN DEPTH(FEET) = 8.02 0.00 0.00 [BASIN DEPTH(FEET) = 8.23 0.00 0.00 [BASIN DEPTH(FEET) = 8.45 0.00 0.00 0.001 .0 0.19] 0.001 .0 0.19] 0.001 .0 0.19] 0.001 .0 0.19] 0.001 .0 0.19] 0.001 .0 0.19] 0.002 . 0 0.31] 0.003 . 0 0.35] 0.005 . 01 . 0.46] 0.007 . 01. 0.59] 0.024 . 1.69] 0.013 . I 1.01] 0.008 . I O. 0.65] 0.004 .1 0 0.43] 0.002 .1 0 0.33] 0.002 .10 0.27] 0.001 .10 0.21] 0.001 .0 0.19] 0.001 .0 0.19] 0.000 0 0.01] 0.000 0 0.00] 0.000 O 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 O . O 0 [BASIN DEPTH(FEET) = 0.00] 8.67 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 8.88 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 9.10 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 9.32 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 9.53 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 9.75 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 9.97 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 10.18 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 10.40 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 10.62 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 10.83 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] *********************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * 10 YEAR DEVELOPED HYDROLOGY WITH DETENTION BASIN FACILITY * WALNUT AVENUE CONDOMINUMS * 842-1131-400 ****************************************************************************** FILE NAME: K:\HYDRO\1131\1131PR1.DAT TIME/DATE OF STUDY: 09:02 01/31/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 60.10 ELEVATION DIFFERENCE(FEET) = 1.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.275 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.869 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 60.10 DOWNSTREAM ELEVATION(FEET) = 58.08 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.37 STREET FLOW TRAVEL TIME(MIN.) = 2.54 Tc(MIN.) = 8.81 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.107 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 0.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.78 FLOW VELOCITY(FEET/SEC.) = 1.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.45 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 320.00 FEET. ******************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 30.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»»( STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION(FEET) = 58.08 DOWNSTREAM ELEVATION(FEET) - 50.30 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 1.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.03 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66 STREET FLOW TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 11.01 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.692 *USER SPECIFIED(SUBAREA): RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .8240 S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.658 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.42 FLOW VELOCITY(FEET/SEC.) = 2.71 DEPTH*VELOCITY(FT*FT/SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 11.01 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.44 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 57.50 ELEVATION DIFFERENCE(FEET) = 4.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.528 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.198 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.29 *************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 57.50 DOWNSTREAM ELEVATION(FEET) = 50.30 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.50 STREET FLOW TRAVEL TIME(MIN-) = 2.88 Tc(MIN.) = 8.41 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.202 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.18 FLOW VELOCITY(FEET/SEC.) = 2.45 DEPTH*VELOCITY(FT*FT/SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 24.00 TO NODE 30.00 = 487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 8.41 RAINFALL INTENSITY(INCH/HR) = 3.20 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.23 **********************************************! FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 77 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 61.40 DOWNSTREAM ELEVATION(FEET) = 60.70 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOWfMIN.) = 12.034 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.542 SUBAREA RUNOFF(CFS) = 0.01 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.01 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.542 *USER SPECIFIED(SUBAREA): RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 77 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7864 SUBAREA AREA(ACRES) = 0.79 SUBAREA RUNOFF(CFS) = 1.61 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 1.62 TC(MIN.) = 12.03 ************************************************************ FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «<« ELEVATION DATA: UPSTREAM(FEET) = 60.00 DOWNSTREAM(FEET) = 54.00 FLOW LENGTH(FEET) = 212.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 8.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.63 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.62 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 12.50 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 30.00 = 277.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.50 RAIN INTENSITY(INCH/HOUR) = 2.48 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 0.97 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.50 RAINFALL INTENSITY(INCH/HR) = 2.48 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.97 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 1.44 1.23 0.97 Tc (MIN. ) 11.01 8.41 12.50 INTENSITY (INCH /HOUR) 2.692 3.202 2.480 AREA (ACRE) 0.81 0.66 0.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 2.98 3.32 3.24 Tc (MIN. ) 8.41 11.01 12.50 INTENSITY (INCH /HOUR) 3.202 2.692 2.480 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.32 Tc(MIN.) = 11.01 TOTAL AREA(ACRES) = 2.3 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 670.00 FEET. *********************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« »>» (STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION(FEET) = 50.51 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 3.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.73 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 2.03 Tc(MIN.) = 13.04 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.414 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.577 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 4.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.04 FLOW VELOCITY(FEET/SEC.) = 1.76 DEPTH*VELOCITY(FT*FT/SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 880.00 FEET. *********************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 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.) = 13.04 RAINFALL INTENSITY(INCH/HR) = 2.41 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.18 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 88.00 UPSTREAM ELEVATION(FEET) = 57.90 DOWNSTREAM ELEVATION(FEET) = 53.49 ELEVATION DIFFERENCE(FEET) = 4.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.131 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.405 SUBAREA RUNOFF(CFS) = 0.31 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.31 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 53.49 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN-) = 1.08 Tc(MIN.) = 6.21 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.895 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.85 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 0.57 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 60.00 = 248.00 FEET. FLOW PROCESS FROM NODE t************************************************ 60.00 TO NODE 60.00 IS CODE = >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.21 RAINFALL INTENSITY(INCH/HR) = 3.89 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.18 13.04 2.414 3.00 2 0.90 6.21 3.895 0.40 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 3.49 6.21 3.895 2 4.74 13.04 2.414 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.74 Tc(MIN.) = 13.04 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 =880.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES)3.4 TC(MIN.13.04 PEAK FLOW RATE(CFS) = 4.74 END OF RATIONAL METHOD ANALYSIS 9 2 YEAR STORM EVENT **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 ******************* DESCRIPTION OF STUDY ************************** * 2 YEAR DEVELOPED HYDROLOGY WITHOUT DETENTION BASIN FACILITY * * WALNUT AVENUE CONDOMINUMS * * 842-1131-400 * ************************************************************************** FILE NAME: K:\HYDRO\1131\1131PR1.DAT TIME/DATE OF STUDY: 08:39 01/30/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 m INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 62.00 -m DOWNSTREAM ELEVATION(FEET) = 60.10 ELEVATION DIFFERENCE(FEET) = 1.90 ** SUBAREA OVERLAND TIME OF FLOWfMIN.) = 6.275 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.731 "* SUBAREA RUNOFF(CFS) = 0.16 m TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.16 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 61m >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« ™ >»»( STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION(FEET) = 60.10 DOWNSTREAM ELEVATION(FEET) = 58.08 „» STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00m DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 "• INSIDE STREET CROSSFALL(DECIMAL) = 0.020 m 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 '•m **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.44 * STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 **" HALFSTREET FLOOD WIDTH (FEET) = 4.26 |H AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.31 tm STREET FLOW TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 8.98 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.167 •• RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" '« S.C.S. CURVE NUMBER (AMC II) = 80 m AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 0.57 m TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 0.69 «• END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.58 '"» FLOW VELOCITY (FEET/SEC. ) = 1.61 DEPTH* VELOCITY (FT*FT/SEC. ) = 0.38 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 320.00 FEET. "" FLOW PROCESS FROM NODE 21.00 TO NODE 30.00 IS CODE = 61 m >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« «. >»»( STANDARD CURB SECTION USED)<«« im UPSTREAM ELEVATION(FEET) = 58.08 DOWNSTREAM ELEVATION(FEET) = 50.30 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 :"* STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 0.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.56 STREET FLOW TRAVEL TIME(MIN.) = 2.36 Tc(MIN.) = 11.34 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.865 *USER SPECIFIED(SUBAREA): RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .8240 S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.658 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 0.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.24 FLOW VELOCITY (FEET/SEC. ) = 2.53 DEPTH*VELOCITY (FT*FT/SEC. ) = 0.58 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00= 670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 11.34 RAINFALL INTENSITY(INCH/HR) = 1.86 TOTAL STREAM AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.99 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 57.50 ELEVATION DIFFERENCE(FEET) = 4.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.528 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.964 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»»( STANDARD CURB SECTION USED) <«« UPSTREAM ELEVATION (FEET) = 57.50 DOWNSTREAM ELEVATION (FEET) = 50.30 STREET LENGTH (FEET) = 390.00 CURB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0.20 HALFSTREET FLOOD WIDTH (FEET) = 3.72 AVERAGE FLOW VELOCITY (FEET/ SEC. ) = 2.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN-) = 2.99 TcfMIN.) = 8.52 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.242 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF (CFS) = 0.70 TOTAL AREA (ACRES) = 0.7 PEAK FLOW RATE (CFS) = 0.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.23 HALFSTREET FLOOD WIDTH (FEET) = 5.05 FLOW VELOCITY (FEET/SEC.) = 2.30 DEPTH*VELOCITY (FT*FT/SEC . ) = 0.52 LONGEST FLOWPATH FROM NODE 24.00 TO NODE 30.00 = 487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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. ) = 8.52 RAINFALL INTENSITY (INCH/HR) = 2.24 TOTAL STREAM AREA (ACRES) =0.66 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.86 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 77 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 61.40 DOWNSTREAM ELEVATION(FEET) = 60.70 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 12.034 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.794 SUBAREA RUNOFF(CFS) = 0.01 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.01 ********************************************************* FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.794 *USER SPECIFIED(SUBAREA): RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 77 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7864 SUBAREA AREA(ACRES) = 0.79 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 1.14 TC(MIN.) = 12.03 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 41 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 60.00 DOWNSTREAM(FEET) = 54.00 FLOW LENGTH(FEET) = 212.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.03 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.14 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 12.54 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 30.00 = 277.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.54 RAINFALL INTENSITY(INCH/HR) = 1.75 TOTAL STREAM AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.14 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER 1 2 3 (CFS) 0.99 0.86 1.14 (MIN. ) 11.34 8.52 12.54 (INCH /HOUR) 1.865 2.242 1.748 (ACRE) 0.81 0.66 0.81 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 2.38 2.74 2.74 Tc (MIN. ) 8.52 11.34 12.54 INTENSITY (INCH/HOUR) 2.242 1.865 1.748 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.74 Tc(MIN.) = 12.54 TOTAL AREA(ACRES) = 2.3 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00= 670.00 FEET. ************************************************************ FLOW PROCESS FROM NODE 30.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 50.51 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 3.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 14.67 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.579 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.657 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 3.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.32 FLOW VELOCITY(FEET/SEC.) = 1.65 DEPTH*VELOCITY(FT*FT/SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 880.00 FEET. FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 14.67 RAINFALL INTENSITY (INCH/HR) = 1.58 TOTAL STREAM AREA (ACRES) = 3.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.12 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH (FEET) = 88.00 UPSTREAM ELEVATION (FEET) = 57.90 DOWNSTREAM ELEVATION (FEET) = 53.49 ELEVATION DIFFERENCE (FEET) = 4.41 SUBAREA OVERLAND TIME OF FLOW (MIN.) = 5.131 2 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.109 SUBAREA RUNOFF (CFS) = 0.22 TOTAL AREA (ACRES) = 0.12 TOTAL RUNOFF (CFS) = 0.22 ***************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 53.49 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.17 HALFSTREET FLOOD WIDTH(FEET) = 2.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 6.18 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.759 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.79 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC.) = 0.49 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 60.00 = 248.00 FEET. **************************************************************************! FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 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.) = 6.18 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.12 14.67 1.579 3.01 2 0.64 6.18 2.759 0.40 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 2.43 6.18 2.759 2 3.49 14.67 1.579 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.49 Tc(MIN.) = 14.67 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 880.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.4 TC(MIN.) = 14.67 PEAK FLOW RATE(CFS) = 3.49 END OF RATIONAL METHOD ANALYSIS Detention Basin Depth/Storage/Outflow Information Depth(ft) 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 Storage(Acre-ft)* 0.0000 0.0013 0.0052 0.0092 0.0131 0.0171 0.0211 0.0250 0.0290 0.0329 0.0369 Qout4"@ 53.0ft (Cfs) 0.00 0.13 0.25 0.33 0.39 0.45 0.50 0.54 0.59 0.62 0.66 Qout4"@ 53.5ft (Cfs) 0.00 0.00 0.00 0.13 0.25 0.33 0.40 0.45 0.50 0.54 0.58 Total Outflow (cfs) 0.00 0.13 0.25 0.46 0.64 0.78 0.90 0.99 1.09 1.16 1.24 * In detention basin storage calculation, the 0.5% slope of the basin is considered and the slope volume is subtracted from the storage volume. Detention Basin Size: 69 x lOx 2.5 cf (0.5)(69)/(100)=0.345 ft Bottom slope volume= 1/2(69)(0.345)(10)=0.0027 cf Detention Basin Depth/Outflow For 4-Inch pipe @ 53.0 ft(bottom of the detention basin) Q outfiow=Cd A(2gh)1/2 Cd=0.62 g=32.2ft/s A 4"=0.087 sf Depth (ft) Head (ft) Outflow (cfs) 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 0.00 0.09 0.34 0.59 0.84 1.09 1.34 1.59 1.84 2.09 2.34 0.00 0.13 0.25 0.33 0.39 0.45 0.50 0.54 0.59 0.62 0.66 Detention Basin Depth/Outflow For 4-Inch pipe @ 53.5 ft(0.5 ft from bottom of the detention basin) Q outfiow=Cd A(2gh)y2 Cd=0.62 g=32.2ft/s A4"=0.087sf Depth (ft) 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 Head (ft) 0.00 0.00 0.00 0.09 0.34 0.59 0.84 1.09 1.34 1.59 1.84 Outflow (cfs) 0.00 0.00 0.00 0.13 0.25 0.33 0.40 0.45 0.50 0.54 0.58 RATIONAL METHOD HYDROGRAPH PROGRAM ( PYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 1/30/2008 HYDROGRAPH FILE NAME Textl •f*IE OF CONCENTRATION 13 MIN. .OUR RAINFALL 1.2 INCHES JIN AREA 0.8 ACRES RUNOFF COEFFICIENT 0.8 PSAK DISCHARGE 1.14 CFS HWE (MIN) = 0 TIME (MIN) = 13 TME (MIN) = 26 1 IE (MIN) = 39 T^E (MIN) = 52 TIME (MIN) = 65 TIME (MIN) = 78 T"*IE (MIN) = 91 1 IE (MIN) = 104 fflE(MIN)= 117 TIME (MIN) = 130 T«IE(MIN)= 143 1 IE (MIN) = 156 1ME(MIN)= 169 TIME (MIN) = 182 TIME (MIN) = 195 TIE (MIN) = 208 lmIE (MIN) = 221 TTWE (MIN) = 234 TIME (MIN) = 247 T»«^E (MIN) = 260 1 ;E(MIN) = 273 •fl#E (MIN) = 286 TIME (MIN) = 299 T44}E(MIN) = 312 1 iE (MIN) = 325 T^E (MIN) = 338 TIME (MIN) = 351 TIME (MIN) = 364J~"": (MIN) = 377 DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE DISCHARGE (CFS)= 0 (CFS)= 0 (CFS)= 0 (CFS)= 0 (CFS)= 0.1 (CFS)= 0.1 (CFS) = (CFS) = (CFS) = (CFS) = (CFS) = (CFS) = (CFS) = (CFS) = (CFS) = (CFS) = (CFS) = (CFS) = (CFS) = (CFS) = (CFS)= (CFS)= (CFS) = (CFS) = (CFS) = (CFS) = 0.1 (CFS) = 0.1 (CFS) = 0.1 (CFS)= 0 (CFS)= 0 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.3 1.14 0.2 0.1 0.1 0.1 **************************************************************************** HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL ****************************************************************************** (c) Copyright 1983-2007 Advanced Engineering Software (aes) Ver. 14.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * 2 YEAR DETENTION BASIN CALCULATION * * WALNUT AVENUE CONDOMINIUMS * * 842-1131-400 * ************************************************************************** FILE NAME: 1131DET1.DAT TIME/DATE OF STUDY: 09:36 01/31/2008 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 30 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 13.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): *INTERVAL FLOW *INTERVAL FLOW *INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * * * * * * * * * * 1: 4: 7: 10: 13: 16: 19: ' 22: 25: 28: DEPTH -VS. 0.00* 2 0.00* 5 0.10* 8 0.10* 11 0.10* 14 0.10* 17 0.20* 20 0.20* 23 0.10* 26 0.10* 29 : 0.00* : 0.10* : 0.10* : 0.10* : 0.10* : 0.10* : 0.30* : 0.10* : 0.10* : 0.00* 3: 6: 9: 12: 15: 18: 21: 24: 27: 30: 0.00* 0.10* 0.10* 0.10* 0.10* 0.10* 1.14* 0.10* 0.10* 0.00* -STORAGE AND DEPTH-VS . -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES =11 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * * * * * * * (FEET) (ACRE-FEET) 0. 0. 1. 1. 2. 2. 000 500 000 500 000 500 0 0 0 0 0 0 .000 .005 .013 .021 .029 .037 (CFS) ** 0.000** 0.250** 0.640** 0.900** 1.090** 1.240** (FEET) (ACRE-FEET) 0 0 1 1 2 .250 .750 .250 .750 .250 0 0 0 0 0 .001 .009 .017 .025 .033 (CFS) * 0 0 0 0 1 .130* .460* .780* .990* .160* r************ ************************ INITIAL BASIN DEPTH(FEET) = 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL {S-0*DT/2} {S+0*DT/2} NUMBER (ACRE-FEET) (ACRE-FEET) 1 2 3 4 5 6 7 8 9 10 11 0.00000 0.00014 0.00296 0.00508 0.00737 0.01012 0.01304 0.01614 0.01924 0.02251 0.02580 WHERE S = STORAGE { AF ); 0.00000 0.00246 0.00744 0.01332 0.01883 0.02408 0.02916 0.03386 0.03876 0.04329 0.04800 0=OUTFLOW ( AF/MIN . ) ; DT=UNIT (MIN . ) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "0"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) 0. 0. 0. 0. 1. 1. 1. 1. 1. 2. 22 [BASIN 43 [BASIN 65 [BASIN 87 [BASIN 08 [BASIN 30 [BASIN 52 [BASIN 73 [BASIN 95 [BASIN 17 [BASIN 0.00 (CFS) 0. STORAGE (ACRE-FT) 0. 0. 1. 1. 1. 00 DEPTH (FEET) = 0.00 DEPTH 0.00 0. (FEET) 0. 00 = 00 DEPTH (FEET) = 0.00 DEPTH 0.10 DEPTH 0.10 DEPTH 0.10 DEPTH 0.10 DEPTH 0.10 DEPTH 0.10 DEPTH 0. (FEET) 0. (FEET) 0. (FEET) 0. (FEET) 0. (FEET) 0. (FEET) 0. (FEET) 00 = 09 = 10 = 10 = 10 = 10 = 10 = 0 0 0 0 0 0 0 0 0 0 0. .00] 0. .00] 0. .00] 0. .00] 0. .18] 0. .19] 0. .19] 0. .19] 0. .19] 0. .19] 000 0 .... 000 0 000 0 .... 000 0 001 . 0 . 001 . 0 . 001 . 0 . 001 . 0 . 001 . 0 . 001 . 0 . 2.38 0.10 0.10 [BASIN DEPTH(FEET) = 2.60 0.10 0.10 [BASIN DEPTH(FEET) = 2.82 0.10 0.10 [BASIN DEPTH(FEET) = 3.03 0.10 0.10 [BASIN DEPTH(FEET) = 3.25 0.10 0.10 [BASIN DEPTH(FEET) = 3.47 0.10 0.10 [BASIN DEPTH(FEET) = 3.68 0.10 0.10 [BASIN DEPTH(FEET) = 3.90 0.10 0.10 [BASIN DEPTH(FEET) = 4.12 0.20 0.16 [BASIN DEPTH(FEET) = 4.33 0.30 0.22 [BASIN DEPTH(FEET) = 4.55 1.14 0.74 [BASIN DEPTH(FEET) = 4.77 0.20 0.45 [BASIN DEPTH(FEET) = 4.98 0.10 0.23 [BASIN DEPTH(FEET) = 5.20 0.10 0.18 [BASIN DEPTH(FEET) = 5.42 0.10 0.14 [BASIN DEPTH(FEET) = 5.63 0.10 0.12 [BASIN DEPTH(FEET) = 5.85 0.10 0.10 [BASIN DEPTH(FEET) = 6.07 0.10 0.10 [BASIN DEPTH(FEET) = 6.28 0.00 0.01 [BASIN DEPTH(FEET) = 6.50 0.00 0.00 [BASIN DEPTH(FEET) = 6.72 0.00 0.00 [BASIN DEPTH(FEET) = 6.93 0.00 0.00 [BASIN DEPTH(FEET) = 7.15 0.00 0.00 [BASIN DEPTH(FEET) = 7.37 0.00 0.00 [BASIN DEPTH(FEET) = 7.58 0.00 0.00 [BASIN DEPTH(FEET) = 7.80 0.00 0.00 [BASIN DEPTH(FEET) = 8.02 0.00 0.00 [BASIN DEPTH(FEET) = 8.23 0.00 0.00 [BASIN DEPTH(FEET) = 8.45 0.00 0.00 0.001 . 0 0.19] 0.001 . 0 . 0.19] 0.001 . 0 . 0.19] 0.001 . 0 . 0.19] 0.001 . 0 . 0.19] 0.001 . 0 0.19] 0.001 . 0 . 0.19] 0.001 . 0 . 0.19] 0.002 . 01 . 0.31] 0.004 . 01 0.44] 0.016 . 1.18] 0.009 . I . 0 0.73] 0.005 .10. 0.47] 0.003 .10. 0.35] 0.002 .10. 0.28] 0.001 . 10 . 0.23] 0.001 . 0 . 0.19] 0.001 . 0 . 0.19] 0.000 0 0.01] 0.000 O 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0.00] 0.000 0 0 [BASIN DEPTH(FEET) = 0.00] 8.67 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 8.88 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 9.10 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 9.32 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 9.53 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 9.75 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 9.97 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 10.18 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 10.40 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 10.62 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 10.83 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] *********************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2007 Advanced Engineering Software (aes) Ver. 3.0 Release Date: 06/01/2007 License ID 1459 Analysis prepared by: Bha, Inc. 5115 Avenida Encinas, Suit L Carlsbad, CA 92008 ************************** DESCRIPTION OF STUDY ************************** * 2 YEAR DEVELOPED HYDROLOGY WITH DETENTION BASIN FACILITY * * WALNUT AVENUE CONDOMINUMS * * 842-1131-400 * ************************************************************************** FILENAME: K:\HYDRO\1131\1131PR1.DAT TIME/DATE OF STUDY: 09:39 01/31/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 60.10 ELEVATION DIFFERENCE(FEET) = 1.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.275 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.731 SUBAREA RUNOFF(CFS) = 0.16 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.16 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»»(STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 60.10 DOWNSTREAM ELEVATION(FEET) = 58.08 STREET LENGTH(FEET) = 240.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.31 STREET FLOW TRAVEL TIME(MIN-) = 2.71 Tc(MIN.) = 8.98 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.167 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 0.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.58 FLOW VELOCITY(FEET/SEC.) = 1.61 DEPTH*VELOCITY(FT*FT/SEC.) = 0.38 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 21.00 = 320.00 FEET. *************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 30.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 58.08 DOWNSTREAM ELEVATION(FEET) = 50.30 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 25.00 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) = 0.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.56 STREET FLOW TRAVEL TIME(MIN-) = 2.36 Tc(MIN.) = 11.34 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.865 *USER SPECIFIED(SUBAREA): RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .8240 S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.658 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 0.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.24 FLOW VELOCITY(FEET/SEC.) = 2.53 DEPTH*VELOCITY(FT*FT/SEC.) = 0.58 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 670.00 FEET. ***************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONfMIN.) = 11.34 RAINFALL INTENSITY(INCH/HR) = 1.86 TOTAL STREAM AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.99 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 57.50 ELEVATION DIFFERENCE(FEET) = 4.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.528 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.964 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA (ACRES) = 0.12 TOTAL RUNOFF (CFS) = 0.21 ********************************* FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»»( STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 57.50 DOWNSTREAM ELEVATION(FEET) = 50.30 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN-) = 2.99 Tc(MIN.) = 8.52 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.242 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.54 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 0.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.05 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) = 0.52 LONGEST FLOWPATH FROM NODE 24.00 TO NODE 30.00 = 487.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 8.52 RAINFALL INTENSITY(INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 0.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.86 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 77 INITIAL SUBAREA FLOW-LENGTH(FEET) = 65.00 UPSTREAM ELEVATION(FEET) = 61.40 DOWNSTREAM ELEVATION(FEET) = 60.70 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 12.034 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.794 SUBAREA RUNOFF(CFS) = 0.01 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.01 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.794 *USER SPECIFIED(SUBAREA): RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .8000 S.C.S. CURVE NUMBER (AMC II) = 77 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7864 SUBAREA AREA(ACRES) = 0.79 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 1.14 TC(MIN.) = 12.03 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 41 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 60.00 DOWNSTREAM(FEET) = 54.00 FLOW LENGTH(FEET) = 212.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 8.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.03 GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.14 PIPE TRAVEL TIME(MIN.) = 0.50 TcfMIN.) = 12.54 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 30.00 = 277.00 FEET. ************************************************* FLOW PROCESS FROM NODE 27.00 TO NODE 30.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.54 RAIN INTENSITY(INCH/HOUR) = 1.75 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 >»»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.) = 12.54 RAINFALL INTENSITY(INCH/HR) = 1.75 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.74 ** CONFLUENCE DATA ** 3 ARE: STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 0.99 11.34 2 0.86 8.52 3 0.74 12.54 RAINFALL INTENSITY AND TIME CONFLUENCE FORMULA USED FOR ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 2.11 8.52 2 2.38 11.34 3 2.34 12.54 INTENSITY (INCH/HOUR) 1.865 2.242 1.747 OF CONCENTRATION 3 STREAMS. INTENSITY (INCH/HOUR) 2.242 1.865 1.747 AREA (ACRE) 0.81 0.66 0.80 RATIO COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.38 TcfMIN.) = 11.34 TOTAL AREA(ACRES) = 2.3 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 670.00 FEET. FLOW PROCESS FROM NODE 30.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION (FEET) = 50.51 DOWNSTREAM ELEVATION (FEET) = STREET LENGTH (FEET) = 210.00 CURB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 49.70 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK (FEET) = INSIDE STREET CROSSFALL (DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL (DECIMAL) = 0.020 20.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL (DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section (curb-to-curb) = Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH (FEET) = 0.38 HALFSTREET FLOOD WIDTH (FEET) = 12.62 AVERAGE FLOW VELOCITY ( FEET/ SEC . ) = 1.60 PRODUCT OF DE PTH& VELOCITY (FT* FT /S EC. ) STREET FLOW TRAVEL TIME (MIN.) = 2.19 2 YEAR RAINFALL INTENSITY ( INCH/HOUR) 2.73 13.53 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 = 0.60 Tc(MIN.) = 1.664 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.588 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 2.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.01 FLOW VELOCITY(FEET/SEC.) = 1.62 DEPTH*VELOCITY(FT*FT/SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 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.) = 13.53 RAINFALL INTENSITY(INCH/HR) = 1.66 TOTAL STREAM AREA(ACRES) = 3.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.93 ********************************************************* FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 INITIAL SUBAREA FLOW-LENGTH(FEET) = 88.00 UPSTREAM ELEVATION(FEET) = 57.90 DOWNSTREAM ELEVATION(FEET) = 53.49 ELEVATION DIFFERENCE(FEET) = 4.41 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.131 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.109 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.22 ***************************************************************************v FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<«« >»» (STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 53.49 DOWNSTREAM ELEVATION(FEET) = 49.70 STREET LENGTH(FEET) = 160.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 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) = 0.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.17 HALFSTREET FLOOD WIDTH(FEET) = 2.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN-) = 1.05 Tc(MIN.) = 6.18 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.759 RESIDENTAIL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.580 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.79 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC.) = 0.49 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 60.00 = 248.00 FEET. ******************************************************* FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 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.) = 6.18 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.93 13.53 1.664 3.00 2 0.64 6.18 2.759 0.40 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 2.41 6.18 2.759 2 3.32 13.53 1.664 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.32 Tc(MIN.) = 13.53 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 880.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 3.4 TC(MIN.) = 13.53 PEAK FLOW RATE(CFS) = 3.32 END OF RATIONAL METHOD ANALYSIS III. EXHIBITS III. EXHIBITS A. EXISTING HYDROLOGY MAP III. EXHIBITS A. DEVELOPED HYDROLOGY MAP IV. REFERENCES Vs f.<- §i • LJJrs II 11 II 11 II 5s? PageFinder™ Map •§• i 11 ii ii 11 11 PageFinder™ Map U.S. Patent No. 5,419,586 Canadian Patent No. 2,116,425 Patents Mexicana No. 188186 -<=• J : ».-f.:.r v,.;<e.;.:a SAN JUAN r.^^W:~&Xl/-»nic-rr,A..n I X ^•.•-Sfl**10!:--!» i/i'.J SAN ONQFRE HHOK CORPS S4SC CfHP JOSEPH H PEwSfTm -* nsj. > .1L * T*fc s.*r^KV? ^K^ItfV^C-f, - ^V* J?** 'X K**t" ' , HT , -M--j»e &jtgjutt. _j-A1.4_ ^ _ I iteiTL?^ i »| ja **«wiw s I ! 5S-? ? ; \«MW« SPRINGS<* 1 VISTA HAT VILLAGE DR Z PAS DE ALICIA 3 PAS DC BR1SAS4 PAS DE COL060 5 ftANCHQ AOJA HADIONOA DR 6 PAS DE LS WERICMOS 7 PAS DC COLOBK8 PAS DE ELDtlTA 9 PAS DE FRANCISCO 10 PAS OE LS CALiFOWIAMOS I I 10.C 0.0 3.0 7.0 60 5.0 4.0 3.0 2.0 rs o "§1.0 3OJ 0.6 0.5 0.1 0.3 0.2 0.1 * i '• CiLI( "% i :xit :xj. i 1 [X I i l» ! TX i I | j | | i i j Ii\ i I — i — 5 -i- - i - -j_ ii i i J_ "* X " ^S x x x x ^; kx ^^ ^ "^ x X x x x x x Xl X s x x s, \ x x s s * ^ x > X, x ' ^ 4 x 4^ ^ s>J> ^\ s s, S,I X s Ik X SlM, I t h ^ s ^ * * k ^ ' !K}|| 1 1 ill:11 1 '•El £-. ll '' "X ''"'« n ''*, n 11 I'll It ^ t.lJ .. I :::::::::::: : :: - r 1~ [ ' ' '• 1 = 7. = In P6= 6- EQUATION 44 P6 D"0-645 tensity (in/hr) Hour Precipitation (i >, D = Duration (min) s'"*1 1*' ^ ' t'1 BrPt" 1'Ij " [f }'•--: tiE•i » ' I-T^4" • t •! tI'll l'v >s> n > * >,,1 I s "'. I''< ,_ i. 1 'i |S ::::::::: ; _ • ••••••••lllltlllllflllllMHI• •IllllllllllllllllIIIIMIM••••••(••iiiiiiuiiiiniiia* II11II1IIIIIIIIIII1IMII1IMCmiuuimumiiiiimiBi X s s s • ^ s s ^s X "V X s s s si 11 sy s >, I Ns *" V , ^ r 'sx' ' ^s I ' N s s "^ , "S< 's* Is' P1' ^ c'*;::::::: i i 6 7 8 9 10 15 20 30 40 50 1 Z 34 Minutes Hours Duration O5 1 « • 1 <3 fi.iiffil.60* 1 I 'IS 5.5 S J *> j ^1 Q•£ i. ii JI 5.0 IDi I'M 4-5t J f'ffl 4-° 1T>;|fr3-5~ N i JL 2-5 11 2'° PI' r ' ''o"it i Ir "r ii|HIT : Jjl 11 II I 5 6 Direct! (1)Fro fort Cou Intr (2)Adj the app (3) Plol (4) Dra (5) This beir Applic. (a) Self (b) P6 = (c) Adjt (d)tx = ons for Application: n precipitation maps determine 6 hr and 24 hr amounts he selected frequency. These maps are included in the nty Hydrology Manual (10, 50, and 100 yr maps included le Design and Procedure Manual). jst 6 hr precipitation (if necessary) so that it is within range of 45% to 65% of the 24 hr precipitation (not licaple to Desert). 6 hr precipitation on the right side of the chart w a line through the point parallel to the plotted lines. t line is the intensity-duration curve for the location g analyzed. rtlon Form: 3Cted frequency /T? c year = 75 in, P24 = *1,a .-^ = ^Z %(2) jsted P6(2> = 2.5 in. min. in Note: This chart curves use P6 Duration •••S 7 1015 20 25 30 40 SO 60 90 120 ISO 180 240 300 360 i i 2.63j 2.12 "1.68 1 30 1.08 0.93 0.83 0,69 0.60 053 6.41 0.34 0.29 0.26 052 0.19 —I 3.95 3.18 2.S3 1.62 1.40 1.24 1.03 0.90 080 0.61 0.51 0.44 0.39 0.33 0.28 0.17 0.25 ./hr. reple dsir 2 1 ices the Intensity-Duration-Frequency ice 1965. i '. ,.2.5 I 3 3 3.5. .i ri 5.27 6.59 3.3"7~i4.21 2.59! 3.24 2.15 1.87 1.66 1.36 1.19 1.06 0.82 0.69 0.59 0.52 0,43 0.38 0.33 2.69 2.33 2.07 1.72 1.49 1^3 1.02 0-85 0.73amfassi 0.47 032" 7.90 6.36 5.0S 3.89 3.23 2.80 2.49 2.07 f.79 T59 1.23 1.02 0.88 0.78 0.65 0.56 1 9.22 7.42 5.90 3.77 3.27 2.90 2.41 2.09 1 86 1,43 1.19 1.03 0.91 0.76 0.66 0:50 10.58 4 1 10.54 8.48 6.74 S.19 4,31 3.32 2.76_ • 1.63 1.36 1.18 1.04 0.87oJs 0.67 j * -4.5 ! 5 ! 5.5 1 i 1 1 1.861 1^17 9.54jjlp.60 7.58 ,' 8.42 5.8<jJ_6.49 4.85 | 5.391 3.73 ! 4.15 3.10 ! 3.45 12.69 i £98 ? 39 i JL65 f.84 | 2.04 i.S3M.70~ f.32 i 1.47 1.18 jTSf 0.98 i 1.08 0.85 i 0.94 1 1JL66 7.13 5.93 5.13 4.56 3.79 358 125' 1.8? !•.§?_ 1.19 1.03 0.75 ! 0.84 i 6.92 6 I "12.72 10.11 7.78 6.46 5.60 4.98 4.13 3.58 3.18 2.45 2.04 1.76 1.57 1.30 1.13ioo F I G U R Intensity-Duration Design Chart - Template 3-1 II li li li li II II II li II II • i II II li li li i i i f 33*30' <33°1S- !33'@0i !32M5! ! 32-30' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours Isopluvial (inches) #&**<> 77 ,^<iRj^Ep)^- CIS CIS irts uw> K raovtDED WIIHOUI wAniuNTr OF AHY rttio. tltHEft EXPRESSOR IUPUED. NatKHNG. BUT NOT IIMIIED TO. TIK IMPLIED WAHfWOKSw wtncnANwewTY AHO fitness FOU A PIRTICUUUI nCafftfft SviOtS, *• RJB^i NiicnBil. hem lh« SMJCMflfl-jmJ 303 Miles II li ll li II II 11 ti II II 11 II II • I li t i I i i 33"tS' 33-00' 32-45' 32-301 County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours Isopluvlal (inches) S. *• R«Ml Rc»nM.IA PARDCUUM PURPOSE. 303 Miles iiiiiiiiliiilitillilillililili 10.C 6.0 5.0 4.0 3.D 3 0 "§1.0 '§0.1? 0.5 0.4 0.3 P 1 T ' S^ I-, ', t ,r- K J,t I[v i ! | i ; : i •~— k, ^ S « sjx >, s. s H- ! X — — _ 5 v *^ s, \ ^ s, •^ NO j^v" "js^ ^S^X^Ss, ss^ ^^V*. J • OvX' , 'ftiss>iLk it^Hlll! s "s *^s ' i ""* ! V * ' I "^v r • X ' 1» '' I * ks _L '''I ' T i 1 = - = ±l»:::: 1 | t - • • ... .- j. j. 1 ~~ -+-•"" " - " 6 7 8 9 10 15 20 30 Minutes I J J J_ EQUATION = 7.44 P6D-0-645 = Intensity (in/hr) 6 = 6-Hour Precipitation D = Duration (min) ! "^ 1 rv ^ I ^^f^txiil^ll'' T ^s ^^ k *». 8 S*Su %V '•>S ix ^ * 'ir.fi;;::i:.3L,-.ISJ ILL*- f! X ' •• 1 J - i :: : : : r:5;::: : IIIIIIIIIIIB^ 1 1 ^IllfHf• — t T" 40 50 1 2 3 ' Hours Duration it E It {'") 1 ~ (|itt I 5 Hoi •> J iff 55 § '. O15.0 § '. £ |j|l 4.5-= i r Hi4-0 §"2s L lSjl.35 w T ijjl w'v ' N|1 IJJ 2.0 - m- • • sj- 1.0HimT jjiHift i » 5 6 Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency lo year (b) Pg = /. p? in., ?24 = !S .0 ,-p-^- = Og> %* ' (c) Adjusted P6 (2) = i^~ in. (d) tx = min. <e)l =in Note: This chart curves use P6Duration 7 10 15 25 3040 60 90 120 150 180 240 " 300 360 J __ 2.63 2.12 1.68 1.30 1.08 0.93 0.03 0.69 j 0.60 0.53 0.41 0.34 ft291 0.26 0.22 0.19 0.17 :' i jf........... 3.95 3.18 2.53 1.95 1.62 1.40 1.24 1.03 0.90 0.80 0.61 0^1 0.44 0.39 0.33 0.28 0.25 ./hr. replf d sir iri: ices the Intensily-Duration-Frequency ice 1965. 2.5 1, 5.2716.59 4.24!5.30 2.591394 2.15 1.B7 1.66 1.38 1.10irifi 0.82 0.68 0.59 0.52 0.43 0.38 0.33 2.69 2.07 1.72 1.49 SP"1.02 [6.86 0.73 U.tib 0.54 0.47 0.42 »J 1*5n 7.90 6.36 5.05 3.89 3.23 2.80 2.49ao? 1.79 159 1.23 1.02 0.88 0.7B 0.65 O.S6 0.50 1 9.22 7.42 5.90" 3.77 3.27 2.90 2.41 2.09 1.86 1.43 1.19 1.03 0,91 0.76 SM 0.58 4i 10.54 r§.48 6.74 5.19 4.31 3.73 3.32 , 2.76 2.39_ Tel' 1.36 1.18 1.04 0,87 0.75" 0.67 r<-s..j A.! i i i { 11.86! 13.17 19.54 i 10.60 7.58 i 8.42 5.84 1 6.49 4.85"! 5.39" 4.20 i 4.67 3.73" 1 4.15 3.10 i 3.45 ,2.691 2^98 2 39 1 2.65' T.MJ2.04 1.53 il.70 1.32 i 1.47 1.18 ] T3f 0.98 1 1.08 0.85 I 0.94 0.75 ! 0.84 ! 5.5' i f 14.49| 15.81 11.66 i 12.72 9.27 10.TT 7.13 7.78 5.93 6.46 5. "1315.60 4.56 4.i98 3.79 3.28 ?92 235 1.67 "W 1.44 1.19 1.03_._, 4.13 3:58 3.18 2,45 2.04 1.76 lT57 1.30 1.13Too" Intensity-Duration Design Chart - Template FIGURE 3-1 ii i i la II i i t i 1 i il li li I i 11 li ii 11 11 33-Sff- 33-1? 33-00' 32'45' 32-30' mWM 32-30' County of San Diego Hydrology Manual Rainfall Isopltcvials 10 Year Rainfall Event - 24 Hours Isopluvial (inches) JL/l VV r^i3SSiSr~s-~*-mSaSGIS THIS IMP IS PMOUDED WITHOUT WWRAMTV OF *MV MHO. EITHER EXF»tESECtt MFUCD. HCUJOMQ. BUT NOT LIMITED To, THE IUPUED WARMNTIEEOF UB)CHIWT*B«jn'Mtt> RTNESS FOK A PMITICULAR PUWOSE. 303 Miles II II 1 i li I i • 1 II II il II it I i II II II I i 11 ti t 33'30' . ..,V •'•-.•->•:--••. •?im\v.... i:\u\\ 33"00' 32-45' 32-30'32-30' County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 6 Hours Isopluvial (inches) '3 =' DPW 0^^^TOSanGIS' IMS MM> IS PROVIDEO WITH ORMPUEO MCUIOMG, BUT OF liCKCHANTABUTY WD Fl TWi fradwa miy eonOh MbmMion Bwn In SANEMG Re 303 Miles l i § i I i• i I i • I I I • i • l • 1 t II li • i t i i i 10.C O.C 5.0 7.0 6.0 5.C 4.0 3.0 2.0 G) f 1-0 Jar O.S 0.5 0.1 0.0 0.2 V PL tr sr1i ( j 1 f i; J _— -, (iNi, > K ,j,t 1 iXii X| ]x i ^ X - s > k j , — ! d=-4-i 5 x x x N x x x — (J^ x x x x x sxs ^v" ^vv ^sSs^vS^ ssv *?£i >JIfc \ s * ~" X "' ~ 1<C ^ L * 5 "" T* ~" S } 4 Si ^X. N s ^5i 5' ' '!•^jC 'Svr is r I- ''" T1 ! * , '"«, 1 j _[_ I --• • • • r _ ' -- ~ [ 6 7 8 9 10 15 20 30 Minutes EQUATION 1 = 7.44p6D-a645 1 = Intensity (in/hr) ( , P6 = 6-Hour Precipitation 1 T> , I D = Duration (min) IT 'Ns 4- O^t^glJ >«v *«>^ x "* S _L •> 'Ck, ** i 'iSN> v< s 'i'.J.i 4 1xs ;; ; in ; iiii|s=;iii li Mm t\i\it*t*iniiiiiiiiiniii\\i\nimmmmmmmm»mmitliillillllllllllMlllllllfllllllBIMMMIHHillill .. ^™™u^ j_... I iin|iiii|iiii|iiiini"iiiii»" i | i i — i |ii in 40 50 1 2 3 HoursDuration I . . i Direct] Ml Pro] • ii j i-ro for 1! * c°l In t 11 (2) Adi in) the • jjj • app (V\ Pin tA\ nra (5) Thi beir Applic I g (a) Sel ^ • | (b)F>6 fl,I'i| eo* <c>Adi -..r-J 5.0 § w<* = 1 1 I tr 45 "^ 'i f'ffl 4r 1 '1 if 'lu 3j" Note: n 4 f IS 2.5T ' p ' ] PS ;_ p buiStion ^ .-5 : : ; i • :: I •« ITL I II III! fill 15 I 15: : i:j „.»| : : '25 : " • " 3"o • m **i: : -1-° so 60 f f ' ' 90 120 186 1801 IM {"''"I zio 456 300 360 ons for Application: m precipitation maps determine 6 hr and 24 hr amounts Ihe selected frequency. These maps are included in the jnty Hydrology Manual (10, 50, and 1 00 yr maps included tie Design and Procedure Manual). usl 6 hr precipitation (if necessary) so that it is within range of 45% to 65% of the 24 hr precipitation (not licaple to Desert). 1 6 hr precipitation on the right side of the chart, w a line through the point parallel to the plotted lines. s line is the intensity-duration curve for the location ig analyzed. atlon Form: acted frequency 2 year = m in.. P24 = |/2 .p-2- = {,'Jf- %(2) jsted P6{2> = 1,22. in. min. in rhis chart urves use i 2.63 2.12 1.68 1.30 1.08 0.93 0.63 0.69 0.60 O.S3 0.41 0.34 ft29 0.26 0.22 0.19 0.17" 1.5 I 3.9S 3.18 2.53 1.62 1.40 1.24 T03 0.90 0.80 0.61 0.51 0.44 0.39 0.33 0.28 0.25 ./hr. replf dsir ices the Intensity-Duration-Frequency ice 1965. i .2 f. 2.5_1 i 5.27 i 6.59 4.24J 5.30 3.37 4.21 2.59 3.24 2.15 1.87 1.66 1.38 1.19 1.06 0.82 0.88 059 0.52 0,43 0.36 0.33 2.69 2.33 2.07 1.72 1.49 "US 1.02 0.8S 6.73 U.66 0.54 0.47 0.42 3 -i -3.5 •~l 7.90 6.36 S.OS 3.23 2.80 2.49 2.07 1.79 1.59 T.2f 1.02 0.88 0.78 0.65 0.56 0.50 i 1 {9.22 17.42 Tf.90 4S4 3.77 3.27 2.90 8.41 2.09 1.86 1.43 1.19 1,03 U91 0,76 0.66 0.58 4i 4.5 1 i ' 5 ! 5.5 1 10.54j11.86j 13.17 8.48 ; 9.54 ! 10.60 6.74 ! 7.58 i 8.42 5.19 5.64 i 6.49 4.31 3.73 3J2 2.76 2.39 2.12 T.63' 1.36 1.18 1.04 0,87 075 "6.67 4.85 i 5.39 T3bT4-67 3.73 1 4.15 3.10j 3-45 2.69 j 2.98 2.39 1.84 1.53 1.32 1.18 0.98 085" 0.75 2.65 2.04 1.70 1.47 IJ1 i 1.08J J:li. 1 14.49 11.66 9.27 7.13 $.93 5.13 4.56 3.79 3.28 2.92 1.67 1.62 f.¥ T6T 0.92, Intensity-Duration Design Chart - Template F I i ! 6i 15.81 12.72 10.11 6.46 5.60 4.13 3.S8 118: 2.45 2.04 J.76 1.30 1.13 1.00 CURE 3-1 I I I 1l i 11 li 1 i l i li li II l i li II li li I i i 33-30'33-30' 33-15' 33'00' 32-45' 32'30'32-30' County of San Diego Hydrology Manual Rainfall Isopluvials 2 Year Rainfall Event - 24 Hours Isopluvial (indies) i DPW DM WUB>. MCLUDMoi t» WHCMW4TMI.ITV, SSiGISWe H»v, S;m n-.-&i Cmcntf, WITHOUT WARRANTY OF «MV KOffi, EITFCR EXPRESSJ. BUT NOILMTEO TO. TWIMTCD WWWWKtlES ' MtDFmefiS FOM A PAMTKtAJM PURPOSE. Thh pndn nr cant* MDMIIM (ran lit SAKMG fb 303 Miles t , t , I I i t j I i i I ft i t I i i I I i I ft * ft i i i 33-3ff-33-30' 33-1S'' 33'CO' 32-45' 32-30'32-3CT County of San Diego Hydrology Manual Rainfall Isopluvials 2 Year Rainfall Event - 6 Hours Isopluvial (inches) DPW KI THSUiV « PDOVIDCD WITHOUT WJWRANTVOf JtNVKMO, EITHER EXPRESS11 WMPUEDICUJOMa.BmmrLMTED TO. T%MIUED WARRANTIESOF HERCH*NTM«1TV *NO FITNEM FOR A PMmOAAR PUftPOSEMTMKOT HtO FITNESS ft COMMON SwGtt M Mtfa Rum* Thk potett iray cn<* Mbmlm hn Iw SWCMG fh 303 Miles 70 22' 30" Soil Survey by USD A, Soil Conservation Service in cooperation with the University of California Agricultural Experiment Station. Photobase compiled 1970 from 1967-68 aerial photography. Control from USGS and USC & GS. Polyconic projection. 1927 North American datum. 10,000-foot grid based on California plane coordinate .yste™, ^ne 6. 5 000 4 000 3 000 2 OOO 1 000 0 This map is one of a set of 76 , SAN ' ': '-'-JO 1 I I 1 I iII II II II Illllililllilllillli San Diego County Hydrology Manual Date: June 2003 •l Section: Page: 3 6 of 26 •, Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use NRCS Elements Undisturbed Natural Terrain (Natural) Low Density Residential (LDR) Low Density Residential (LDR) Low Density Residential (LDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) High Density Residential (HDR) High Density Residential (HDR) Commercial/Industrial (N. Com) Commercial/Industrial (G. Com) Commercial/Industrial (O.P. Com) Commercial/Industrial (Limited I.) Commercial/Industrial (General I.) County Elements Permanent Open Space Residential, 1.0 DU/A or less Residential, 2,0 DU/A or less Residential, 2.9 DU/A or less Residential, 4.3 DU/A or less Residential, 7.3 DU/A or less Residential, 10.9 DU/A or less Residential, 14.5 DU/A or less Residential, 24.0 DU/A or less Residential, 43.0 DU/A or less Neighborhood Commercial General Commercial Office Professional/Commercial Limited Industrial General Industrial Runoff Coefficient "C" % IMPER. 0* 10 20 25 30 40 45' 50 65- 80 80 85 90 90 95 A 0.20 0.27 0.34 0.38 0.41 0.48 0.52 0.55 0.66 0.76 0.76 0.80 0.83 0.83 0.87 Soil B 0.25 0.32 0.38 0.41 0.45 0.51 0.54 0.58 0.67 0.77 0.77 0.80 • 0.84 0.84 0.87 Type C 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 - 0.79 0.79 0.82 0.85 0.85 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial T; values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (TO Element* Natural LDR LDR LDR MDR MDR MDR MDR HDR HDR N. Com G. Com , O.P./Com Limited I. General I. DU/ Acre 1 2 .'. 2.9 4.1 7.3 10.9 14.5 24 43 .5% LM 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 Ti 13.2 12.2 11.3 10.7 10.2 9.2 8.7 8.2 6.7 5.3 5.3 4.7 4.2 4.2 3.7 1%. LM 70 70 70 70 70 65 65 65 65 65 60 60 60 60 60 Ti 12.5 11.5 10.5 10.0 9.6 8.4 7.9 7.4 6.1 4.7 4.5 4.1 3.7 3.7 3.2 2% LM 85 85 85 85 80 80 80 80 75 75 75 75 70 70 70 Ti 10.9 10.0 9.2 8.8 8.1 7.4 6.9 6.5 5.1 4.0 4.0 3.6 3.1 3.1 2.7 3% LM 100 100 100 95 95 95 90 90 90 85 85 85 80 80 80 Ti 10.3 9.5 8.8 8.1 7.8 7.0 6,4 6.0 4.9 3.8 3.8 3.4 2.9 2.9 2.6 5% LM 100 100 100 100 100 100 100 100 95 95 95 90 90 90 90 ti 8.7 8.0 7.4 7.0 6.7 6.0 5.7 5.4 4.3 3.4 3.4 2.9 2.6 2.6 2.3 10% LM 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 T; 6.9 6.4 . 5.8 5.6 5.3 4.8 4.5 4.3 3.5 2.7 2.7 2.4 2.2 2.2 1.9 *See Table 3-1 for more detailed description 3-12 EQUATION: V ? 1A9_ R*= s"? n V)J^ 8 fcQ. 0) C UJ0-O ro. .0,2 -0.15 -0.10 -0.09 • 0.08 -0.07 -0.06 • 0.05 . 0.04 -0.03 . - 0.02 <£i 0) "tr W3 - 0.01 Q - 0.009 ^ - 0.008 Q - 0.007 j - 0.006 9 - 0.005 Q>- 2&v^ ^**" -"0.003 • 0.002 - 0.001 - 0.0009 - 0.0008 - 0.0007 - 0.0006 - 0.0005 - 0.0004 - 0.0003 -0.2 -0.3 -0.4 .0.5 -0.6 .0.8 "\ • 0.9 ^ • 1-° >^° \\ \ * 2 ^^*X^ *$$S^*'.^ • 4 • 5 • 6 - 7 • 8 - 9 • 10 ^. I > ^•^•o •S'^ O ^>r (D V **- >^^ / 2* %? "c V O\sUJ . 20 .50 -40 30 20 _^^ 10 ^ •^-a 'r _ c7 0)•51O ^5 COtoUJ2-4 X : O O -3 -2 - rl.O -0.9 •0.8 i-0.7 : -0.6 -0.5 0.01 0.02 0.03 0.04 0.05 0.06 • 0.07 -0.08 x -0.09 -0.10 ^•0.2 ^ -0.3 ' -0.4 GENERAL SOLUTION SOURCE: USDOT, FHWA, HDS-3 (1961) FIGURE Manning's Equation Nomograph Q fj O" / Watershed Divide. Watershed Divide Area "A" = Area "B" SOURCE: California Division of Highways (1941) and Kirpich (1940) Design Point (Watershed Outlet) FIGURE Computation of Effective Slope for Natural Watersheds 3-5 MonolithicGutter Curb Line Elev. shown on plans May be open channel __-_.-.. . .SECTION A-A i ** •' U-B >^'X ^ "'For construction through existing curb-Existing Gutter For oil new construction - Monolithic Gutter. 3" X 3" Construction Joint 3-|4 SECTION B-B NOTES 1. Concrete shell be 560-C-3250 2. D=inside diometer of pipe or depth of channel. 3. Section to be sloped laterally with top conforming to the grades of the existing sidewalk and curb. 4. Manhole frame and cover may be deleted with open channel. 5. Trowel finish top surface and reproduce markings of existing 2 1/2' x 2'x 1/4" x 4'-0" Galvanized Steel Angle - ANCHOR DETAIL LEGEND ON PLA sidewalk and curb. 6. Trowel finish floor of outlet.---l^l LJ Revision ORIGINAL By Approved Kercheval Date 12/75 SAN DIEGO REGIONAL STANDARD DRAWING CURB OUTLET - TYPE A RECOMMENDED BY THE REGIONAL STANDARDS /HfTrdJ^-l&wzr Chairperson R.C.E. DRAWING NUMBER 7*) SAN C COMMI1 "3/2 19246 Do D-25