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Home My WebLink AboutCT 13-05; State Street Townhomes; Tentative Map (CT) (5)STATE STREET TOWNHOMES PRELIMINARY HYDROLOGY REPORT CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA Prepared For: Intracorp Companies 4041 MacArthur Blvd., Suite 250 Newport Beach, CA 92660 Prepared By: 0 R I CDNSULTINE A ^||3B| Company 14725 Alton Pkwy Irvine, CA 92618 Contact Person: Scott P. Gilbert, P.E, RECEIVED FEB 0 7 20n January 2014 JN 137092 h:\pdata\137092\admin\reports\preliminary hydrology_2013-11-11 .doc Sfafe Street - Carlsbad, CA Preliminary l-lydrology Report TABLE OF CONTENTS Section 1: Introduction 3 1.1 General 3 Section 2: Design Criteria 4 2,1 Hydrology Criteria 4 Section 3: Hydrology 5 3.1 Existing Site Drainage Patterns.. 5 3.2 Proposed Site Drainage Patterns 5 3.3 Hydrology Results 5 Section 4: Summary/Conclusions 7 References 8 List of Tables Table 4.0: 10-year Hydrology Results 6 Table 4.1: 100-year Hydrology Results 6 List of Exhibits Exhibit 1 - Existing Hydrology Map Exhibit 2 - Proposed Hydrology Map List of Appendices Appendix A: 10-year & 100-year Existing Hydrology Calculations Appendix B: 10-year & 100-year Proposed Hydrology Calculations Appendix C: Soils Map, Isopluvial Maps Sfafe Street - Cadsbad, CA Preliminary Hydroiogy Report SECTION 1: INTRODUCTION 1.1 General The proposed Project site is located along State Street, approximately 650 feet south ofthe intersection of State Street and Cadsbad Blvd/Coast Highway, in the City of Carlsbad, California, and is adjacent to the San Diego Northern Railroad right of way which makes up its western boundary. Today, the site encompasses approximately 1,8 acres of existing commercial/industrial development spread across 6 existing lots; this is proposed to be converted into a residential development with 47 townhomes, and associated drive aisles, parking, and common areas. According to the Carlsbad Drainage Master Plan prepared in July of 2008 this Project is located within "Basin A" which "encompasses all areas in the City that drain into the Pacific Ocean via the Buena Vista Creek and the Buena Vista Lagoon." The existing Project site consists of multiple existing buildings, parking areas, and drive aisles and generally drains from north east to south west at a slope of roughly 2-4% across the site. There is a large 66" City of Carlsbad storm drain that bisects the site; however, there does not appear to be any storm drain connections to the Project site itself. The existing runoff sheet flows off the site into the San Diego Northern Railroad property. The primary objectives of this report are as follows: 1. Identify existing drainage patterns for the Project site, and determine existing runoff generated by the site 2. Perform hydrology calculation for the proposed residential development, and compare to existing runoff Figure 1 - Vicinity Map Sfafe Street - Carlsbad, CA Preliminary l-lydrology Report SECTION 2: DESIGN CRITERIA 2.1 Hydrology Criteria This study has been prepared in conformance with the hydrological procedures and standards setforth in the San Diego County Hydrology Manual, 2003 Edition, The design storms for this study are the 10-year and 10O-year events. Using the San Diego County Hydrology Isopluvial Map, the 100-year Pe is 2.5 inches, and the 10-year Pe is 1,7 inches. The existing site was analyzed using a "C" value of 0.83 (Commercial/Industrial Limited), and the proposed site with a "C" value of 0,76 (High Density Residential 43 DU/or less). Both conditions were analyzed with a Hydrologic Soils Type of "A" per Figure 2-2 ofthe Carlsbad Drainage Master Plan, Hydrology calculations were performed using the Advanced Engineering Software v2011. Rational Method Analysis Module. Sfafe Street - Carlsbad, CA Preliminary Hydrology Report SECTION 3: HYDROLOGY 3.1 Existing Site Drainage Patterns The existing site has been broken into 3 distinct subareas (A, B, & C) based on the on- site topography. Subarea "A" represents approximately 0,4 acres ofthe Property, and is the northernmost existing lot within the site. The runoff from Subarea "A" sheet flows to the southwest, and ultimately outlets above ground onto the San Diego Northern Railroad Property, Subarea "B" is located adjacent to Subarea "A" and represents approximately 0,2 acres ofthe existing site. As with Subarea "A", the existing runoff sheet flows to the southwest and outlets into the Railroad property, Subarea "C" is comprised ofthe remainder ofthe Project Site representing the southernmost 1.0 acres of the Property, This Subarea also drains via sheet flow to the southwest, and the runoff ultimately leaves the site in 2 locations that both connect to the existing City of Cadsbad public alley, once entering the alley, this runoff flows to the center of the alley cul-de-sac, and enters a grated catch basin that is connected to the existing 66" City of Cartsbad storm drain that bisects the Project Site, The proposed existing hydrology calculations can be found in Appendix "A" 3.2 Proposed Site Drainage Patterns The proposed site is broken into 2 distinct subareas (A & B) based on the proposed site plan and grading. Subarea "A" can generally be described as the portion ofthe site north of the existing 66" storm drain that bisects the site, including the center drive aisle south ofthe storm drain. This subarea encompasses approximately 1.4 acres and drains to the north, then southwest then ultimately south to a new connection with the existing 66" storm drain near the intersection of the storm drain and the existing public alley. This subarea would include existing Subarea's A and B, as well as a portion of existing Subarea "C". Subarea "B" represents approximately 0,5 acres and is generally the portion of the Project south of the existing 66" storm drain bisecting the site. This area drains to the south, and connects to the existing 66" storm drain within the existing public alley. 3.3 Hydrology Results The results based on the San Diego County Hydrology Manual guidelines, the computer models developed using the AES software, the existing and proposed hydrology results are summarized below. Sfafe Street - Carlsbad, CA Preliminary Hydrology Report Table 4.0:10-year Hydrology Results Existing Condition Proposed Condition Subarea Area (Acres) Tc(min) Qio (cfs) Subarea Area (Acres) Tc Qio (cfs) A 0.37 4.50 1.4 A 1.35 8.91 3.6 B 0.24 3.98 0.9 B 0.51 5.42 1.6 C 1.20 4.29 4.7 - Table 4.1:100-year Hydrology Results Existing Condition Proposed Condition Subarea Area (Acres) Tc Qia (cfs) Subarea Area (Acres) Tc Qioo (cfs) A 0.37 4.37 2.0 A 1.35 8.63 5.4 B 0.24 3.93 1.3 B 0.57 5.38 2.3 C 1.20 4.22 6.8 Sfafe Street- Cadsbad, CA Preliminary Hydrology Report SECTION 4: SUMMARY/CONCLUSIONS In comparing the results of this analysis the following conclusions can be drawn: • The change in land use from Industrial/Commercial to High Density Residential reduces the overall runoff generated by the Project. In addition, the proposed design generally lengthens the times of concentration for the Property versus existing conditions. • The proposed Project does not create a significant impact to existing drainage infrastructure. Sfafe Street - Cadsbad, CA Preliminary Hydrology Report REFERENCES Reports Carisbad Drainage Master Plan, prepared July 3, 2008 by Brown and Caldwell Plans Central Business Storm Drain, prepared July 2, 1984 Manuals San Diego County, (2003). Hydrology Manual, Software Advanced Engineering Systems. HydroWlN7 Version 2011 D Z o o o -z. F SUBAREA DRAINAGE DIRECTION SUBAREA TRIBUTARY BOUNDARY SCALE: 1"=40' EXHIBIT 1 STATE STREET EXISTING HYDROLOGY November, 2013 < I— < o NODE NO. & ELEVATION SUBAREA DRAINAGE DIRECTION SUBAREA TRIBUTARY BOUNDARY SCALE: 1 =40 D ONSULTI N G A ^^^^Hcompany January, 2014 APPENDIX "A" 10-YR & 100-YR Existing Hydrology 10-EX.RES ********************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2011 Advanced Engineering Software (aes) ver. 18.0 Release Date: 07/01/2011 License ID 1264 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * State Street * * 10-yr - Existing Condition * * 2013-11-08 SPG * ********************************** ii^* ************************************** FILE NAME: G:\HYDRO\CARLSBAD\10-YR\10-EX.DAT TIME/DATE OF STUDY: 11:12 11/12/2013 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) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: 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 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 40.10 DOWNSTREAM ELEVATION(FEET) = 39.10 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.175 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4.479 Page 1 10-EX.RES NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.30 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 39.10 DOWNSTREAM(FEET) = 37.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 55.00 CHANNEL SLOPE = 0.0382 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.10 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.52 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.43 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 3.82 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.59 AREA-AVERAGE RUNOFF COEFFICIENT = 0.830 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.82 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VEL0CITY(FEET/SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.30 = 115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.30 TO NODE 1.40 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 37.00 DOWNSTREAM(FEET) = 34.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 67.00 CHANNEL SLOPE = 0.0328 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.10 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.10 TRAVEL TIME THRU SUBAREA BASED ON VEL0CITY(FEET/SEC.) = 1.63 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 0.69 TC(MIN.) = 4.50 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.56 AREA-AVERAGE RUNOFF COEFFICIENT = 0.830 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.38 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VEL0CITY(FEET/SEC.) = 1.93 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.40 = 182.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< Page 2 10-EX.RES OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 81.00 UPSTREAM ELEVATION(FEET) = 41.40 DOWNSTREAM ELEVATION(FEET) = 39.10 ELEVATION DIFFERENCE(FEET) = 2.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.039 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 78.40 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.37 **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 39.10 DOWNSTREAM(FEET) = 36.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 89.00 CHANNEL SLOPE = 0.0315 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.10 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.63 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.57 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 0.94 TC(MIN.) = 3.98 SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.52 AREA-AVERAGE RUNOFF COEFFICIENT = 0.830 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.89 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 1.60 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.30 = 170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 120.00 UPSTREAM ELEVATION(FEET) = 41.00 DOWNSTREAM ELEVATION(FEET) = 38.50 ELEVATION DIFFERENCE(FEET) = 2.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.203 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.83 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. Page 3 10-EX.RES SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SECTION USED)««< UPSTREAM ELEVATION(FEET) = 38.50 DOWNSTREAM ELEVATION(FEET) = 35.90 STREET LENGTH(FEET) = 125.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 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) = 0.0200 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.82 AVERAGE FLOW VEL0CITY(FEET/SEC.) = 1.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.46 STREET FLOW TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 4.29 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.830 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.76 FLOW VELOCITY(FEET/SEC.) = 2.00 DEPTH*VEL0CITY(FT*FT/SEC.) = 0.52 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 245.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8300 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 1.64 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 2.79 TC(MIN.) =4.29 **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< Page 4 10-EX.RES TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.29 RAINFALL INTENSITY(INCH/HR) = 4.48 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.79 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 »»>RATI0NAL METHOD INITIAL SUBAREA ANALYSIS««< OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 64.00 UPSTREAM ELEVATION(FEET) = 41.50 DOWNSTREAM ELEVATION(FEET) = 39.10 ELEVATION DIFFERENCE(FEET) = 2.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.503 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.67 **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 39.10 DOWNSTREAM(FEET) = 37.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 94.00 CHANNEL SLOPE = 0.0191 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.10 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4.479 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.26 TRAVEL TIME THRU SUBAREA BASED ON VEL0CITY(FEET/SEC.) = 1.53 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 3.53 SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 1.19 AREA-AVERAGE RUNOFF COEFFICIENT = 0.830 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.86 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.05 FLOW VELOCITY(FEET/SEC.) = 1.82 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.30 = 158.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.30 TO NODE 3.30 IS CODE = 31 »»>COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 37.30 DOWNSTREAM(FEET) = 35.90 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.89 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 Page 5 10-EX.RES PIPE-FLOW(CFS) = 1.86 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 4.15 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 3.30 = 303.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 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.) = 4.15 RAINFALL INTENSITY(INCH/HR) = 4.48 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.86 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.79 4.29 4.479 0.75 2 1.86 4.15 4.479 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.56 4.15 4.479 2 4.65 4.29 4.479 COMPUTED CONFLUENCE ESTIMATES PEAK FLOW RATE(CFS) = 4 TOTAL AREA(ACRES) = 1. LONGEST FLOWPATH FROM NODE ARE AS FOLLOWS: .65 Tc(MIN.) = 2 4.10 TO NODE 4.29 3.30 = 303.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 1.2 TC(MIN.) = 4.65 4.29 END OF RATIONAL METHOD ANALYSIS Page 6 100-EX.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2011 Advanced Engineering Software (aes) ver. 18.0 Release Date: 07/01/2011 License ID 1264 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * State Street * * 100-yr - Existing Condition * * 2013-11-08 SPG * ************************************************************************** FILE NAME: G:\HYDRO\CARLSBAD\100-EX.DAT TIME/DATE OF STUDY: 10:56 11/12/2013 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) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: 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 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0,00 FEET as (Maximum Allowable street Flow Depth) - (Top-of-curb) 2. (Depth)*(velocity) Constraint = 6.0 (FT*FT/s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 40.10 DOWNSTREAM ELEVATION(FEET) = 39.10 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.175 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6.587 Page 1 100-EX.RES NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.33 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.30 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 39.10 DOWNSTREAM(FEET) = 37.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 55.00 CHANNEL SLOPE = 0.0382 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.10 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.77 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.48 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 0.62 TC(MIN.) = 3.80 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.87 AREA-AVERAGE RUNOFF COEFFICIENT = 0.830 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 1.20 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VEL0CITY(FEET/SEC.) = 1.79 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.30 = 115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.30 TO NODE 1.40 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 37.00 DOWNSTREAM(FEET) = 34.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 67.00 CHANNEL SLOPE = 0.0328 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.10 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.61 TRAVEL TIME THRU SUBAREA BASED ON VEL0CITY(FEET/SEC.) = 1.95 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 0.57 TC(MIN.) = 4.37 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.82 AREA-AVERAGE RUNOFF COEFFICIENT = 0.830 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 2.02 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VEL0CITY(FEET/SEC.) = 2.33 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.40 = 182.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< Page 2 100-EX.RES OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 81.00 UPSTREAM ELEVATION(FEET) = 41.40 DOWNSTREAM ELEVATION(FEET) = 39.10 ELEVATION DIFFERENCE(FEET) = 2.30 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.039 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 78.40 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 39.10 DOWNSTREAM(FEET) = 36.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 89.00 CHANNEL SLOPE = 0.0315 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.10 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.93 TRAVEL TIME THRU SUBAREA BASED ON VEL0CITY(FEET/SEC.) = 1.67 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 3.93 SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.77 AREA-AVERAGE RUNOFF COEFFICIENT = 0.830 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 1.31 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 1.84 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.30 = 170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 120.00 UPSTREAM ELEVATION(FEET) = 41.00 DOWNSTREAM ELEVATION(FEET) = 38.50 ELEVATION DIFFERENCE(FEET) = 2.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.203 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 70.83 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. Page 3 100-EX.RES SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.87 **************************************************************************** FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 61 »>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<« »>»(STANDARD CURB SECTION USED)<«« UPSTREAM ELEVATION(FEET) = 38.50 DOWNSTREAM ELEVATION(FEET) = 35.90 STREET LENGTH(FEET) = 125.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 10.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 5.00 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) = 0.0200 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) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.15 AVERAGE FLOW VEL0CITY(FEET/SEC.) = 2.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 4.22 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.830 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.09 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VEL0CITY(FT*FT/SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 245.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8300 SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 2.41 TOTAL AREA(ACRES) = 0.8 TOTAL RUNOFF(CFS) = 4.10 TC(MIN.) = 4.22 **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< Page 4 100-EX.RES TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 4.22 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.10 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 64.00 UPSTREAM ELEVATION(FEET) = 41.50 DOWNSTREAM ELEVATION(FEET) = 39.10 ELEVATION DIFFERENCE(FEET) = 2.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) =2.503 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.98 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.98 **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)««< ELEVATION DATA: UPSTREAM(FEET) = 39.10 DOWNSTREAM(FEET) = 37.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 94.00 CHANNEL SLOPE = 0.0191 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0.10 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8300 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 92 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.86 TRAVEL TIME THRU SUBAREA BASED ON VEL0CITY(FEET/SEC.) = 1.82 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 3.37 SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 1.75 AREA-AVERAGE RUNOFF COEFFICIENT = 0.830 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.73 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VEL0CITY(FEET/SEC.) = 2.11 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.30 = 158.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.30 TO NODE 3.30 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 37.30 DOWNSTREAM(FEET) = 35.90 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.015 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.17 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 Page 5 I I 100-EX.RES PIPE-FLOW(CFS) =2.73 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 3.94 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 3.30 = 303.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 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.) =3.94 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.73 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.10 4.22 6.587 0.75 2 2.73 3.94 6.587 0.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.56 3.94 6.587 2 6.83 4.22 6.587 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.83 Tc(MIN.) = 4.22 TOTAL AREA(ACRES) = 1.2 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 3.30 = 303.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 1.2 TC(MIN.) = 4.22 PEAK FLOW RATE(CFS) 6.83 END OF RATIONAL METHOD ANALYSIS Page 6 APPENDIX "B" 10-YR & 100-YR Proposed Hydrology 10-PR.RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1264 Analysis prepared by: RBF Consulting 14257 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * State street * * 10-YR Proposed Condition * * 2014-01-31 AG * ************************************************************************** FILE NAME: 10-PR.DAT TIME/DATE OF STUDY: 12:16 01/31/2014 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) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: 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 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top-of-curb) 2. (Depth)*(velocity) Constraint = 6.0 (FT*Fr/s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.01 TO NODE 1.02 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 86.00 UPSTREAM ELEVATION(FEET) = 41.50 DOWNSTREAM ELEVATION(FEET) = 41.10 ELEVATION DIFFERENCE(FEET) = 0.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.452 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 10-PR.RES THE MAXIMUM OVERLAND FLOW LENGTH = 50.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4.236 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.23 **************************************************************************** FLOW PROCESS FROM NODE 1.02 TO NODE 1.03 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 41.10 DOWNSTREAM(FEET) = 40.80 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 1.62 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.23 PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 6,48 LONGEST FLOWPATH FROM NODE 1.01 TO NODE 1.03 = 186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.03 TO NODE 1.03 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 3.788 RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7600 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0,2 TOTAL RUNOFF(CFS) = 0,43 TC(MIN,) = 6,48 **************************************************************************** FLOW PROCESS FROM NODE 1,03 TO NODE 1,04 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 40,80 DOWNSTREAM(FEET) = 36.00 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12,0 INCH PIPE IS 2,2 INCHES PIPE-FLOW VELOCITY (FEET/S EC) = 4.32 ESTIMATED PIPE DIAMETER(INCH) = 12,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0,43 PIPE TRAVEL TIME(MIN,) = 0.64 Tc(MIN,) = 7,12 LONGEST FLOWPATH FROM NODE 1,01 TO NODE 1.04 = 351,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.04 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 1,10 TO NODE 1,11 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< Page 2 10-PR,RES RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S,C,S, CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 88,00 UPSTREAM ELEVATION(FEET) = 39,30 DOWNSTREAM ELEVATION(FEET) = 39,00 ELEVATION DIFFERENCE(FEET) = 0.30 SUBAREA OVERLAND TIME OF FLOW(MIN,) = 5,452 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4.236 SUBAREA RUNOFF(CFS) = 0,23 TOTAL AREA(ACRES) = 0,07 TOTAL RUNOFF(CFS) = 0,23 **************************************************************************** FLOW PROCESS FROM NODE 1.11 TO NODE 1.12 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 39,00 DOWNSTREAM(FEET) = 38,50 FLOW LENGTH(FEET) = 113,00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12,000 DEPTH OF FLOW IN 12,0 INCH PIPE IS 2.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 1,82 ESTIMATED PIPE DIAMETER(INCH) = 12,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.23 PIPE TRAVEL TIME(MIN.) = 1,04 Tc(MIN,) = 6,49 LONGEST FLOWPATH FROM NODE 1,10 TO NODE 1,12 = 201,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 1,12 TO NODE 1.12 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 3,786 RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S,C,S, CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7600 SUBAREA AREA(ACRES) = 0,12 SUBAREA RUNOFF(CFS) = 0,35 TOTAL AREA(ACRES) = 0,2 TOTAL RUNOFF(CFS) = 0,55 TC(MIN.) = 6.49 **************************************************************************** FLOW PROCESS FROM NODE 1,12 TO NODE 1,13 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 38,50 DOWNSTREAM(FEET) = 36.50 FLOW LENGTH(FEET) = 64,00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12,000 DEPTH OF FLOW IN 12,0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) = 4,75 ESTIMATED PIPE DIAMETER(INCH) = 12,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.55 PIPE TRAVEL TIME(MIN.) = 0,22 Tc(MIN,) =6,71 LONGEST FLOWPATH FROM NODE 1,10 TO NODE 1.13 = 265.00 FEET, Page 3 10-PR,RES **************************************************************************** FLOW PROCESS FROM NODE 1,13 TO NODE 1,14 IS CODE = 31 »»>COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 36,50 DOWNSTREAM(FEET) = 36,20 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12,000 DEPTH OF FLOW IN 12,0 INCH PIPE IS 3,1 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) =3,44 ESTIMATED PIPE DIAMETER(INCH) = 12,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0,55 PIPE TRAVEL TIME(MIN,) = 0,12 Tc(MIN,) = 6,83 LONGEST FLOWPATH FROM NODE 1,10 TO NODE 1,14 = 289,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 1,14 TO NODE 1.14 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.) = 6,83 RAINFALL INTENSITY(INCH/HR) = 3,66 TOTAL STREAM AREA(ACRES) = 0,19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0,55 **************************************************************************** FLOW PROCESS FROM NODE 1,03 TO NODE 1.14 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 40.80 DOWNSTREAM ELEVATION(FEET) = 36.20 STREET LENGTH(FEET) = 100,00 CURB HEIGHT(INCHES) = 6,0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10,00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 0,85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0,20 HALFSTREET FLOOD WIDTH(FEET) = 3,59 AVERAGE FLOW VEL0CITY(FEET/SEC,) =3.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 0,48 Tc(MIN,) = 7,31 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 3,505 RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S,C,S, CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0.760 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1,12 END OF SUBAREA STREET FLOW HYDRAULICS: Page 4 10-PR,RES DEPTH(FEET) = 0,22 HALFSTREET FLOOD WIDTH(FEET) = 4,46 FLOW VELOCITY(FEET/SEC,) = 3,53 DEPTH*VEL0CITY(FT*FT/SEC,) = 0,76 LONGEST FLOWPATH FROM NODE 0,00 TO NODE 1,14 = 100,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 1,14 TO NODE 1,14 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,) = 7,31 RAINFALL INTENSITY(INCH/HR) = 3,51 TOTAL STREAM AREA(ACRES) = 0,42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1,12 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN,) (INCH/HOUR) (ACRE) 1 0,55 6.83 3,663 0.19 2 1,12 7.31 3,505 0,42 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE STREAM NUMBER 1 2 RUNOFF (CFS) 1.59 1.64 TC (MIN.) 6,83 7,31 INTENSITY (INCH/HOUR) 3.663 3,505 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1,64 Tc(MIN,) = 7,31 TOTAL AREA(ACRES) = 0.6 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.14 289.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1,14 TO NODE 1,04 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 36,20 DOWNSTREAM(FEET) = 36,00 FLOW LENGTH(FEET) = 59,00 MANNING'S N = 0,013 DEPTH OF FLOW IN 12,0 INCH PIPE IS 8,4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =2.80 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.64 PIPE TRAVEL TIME(MIN,) = 0,35 Tc(MIN,) = 7,66 LONGEST FLOWPATH FROM NODE 1,10 TO NODE 1.04 = 348,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.04 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN,) 1 1,64 7,66 LONGEST FLOWPATH FROM NODE AREA (INCH/HOUR) (ACRE) 3,401 0,61 1,10 TO NODE 1,04 = Page 5 348,00 FEET, 10-PR.RES ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0,43 7,12 3,566 0,15 LONGEST FLOWPATH FROM NODE 1,01 TO NODE 1,04 = 351,00 FEET, ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN,) (INCH/HOUR) 1 1,96 7,12 3,566 2 2,05 7,66 3.401 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.05 Tc(MIN.) = 7,66 TOTAL AREA(ACRES) = 0,8 **************************************************************************** FLOW PROCESS FROM NODE 1,04 TO NODE 1.04 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 1,04 TO NODE 1,05 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 36,00 DOWNSTREAM(FEET) = 35,50 FLOW LENGTH(FEET) = 200,00 MANNING'S N = 0,013 DEPTH OF FLOW IN 15,0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) = 2,68 ESTIMATED PIPE DIAMETER(INCH) = 15,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2,05 PIPE TRAVEL TIME(MIN,) = 1,24 Tc(MIN,) = 8,91 LONGEST FLOWPATH FROM NODE 1,01 TO NODE 1,05= 551,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 1,05 TO NODE 1,05 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 3,086 RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S. CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7600 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 1,0 TOTAL RUNOFF(CFS) = 2,44 TC(MIN,) = 8,91 **************************************************************************** FLOW PROCESS FROM NODE 1,05 TO NODE 1,05 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 3,086 RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S, CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0,7600 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1,17 Page 6 10-PR,RES TOTAL AREA(ACRES) = 1,5 TOTAL RUNOFF(CFS) = 3,61 TC(MIN,) = 8,91 **************************************************************************** FLOW PROCESS FROM NODE 2,01 TO NODE 2.02 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S,C,S, CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 107,00 UPSTREAM ELEVATION(FEET) = 41,50 DOWNSTREAM ELEVATION(FEET) = 41,00 ELEVATION DIFFERENCE(FEET) = 0,50 SUBAREA OVERLAND TIME OF FLOW(MIN,) = 5,452 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50,00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4,236 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0,07 TOTAL RUNOFF(CFS) = 0.23 **************************************************************************** FLOW PROCESS FROM NODE 2,02 TO NODE 2,03 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 41,00 DOWNSTREAM(FEET) = 40,50 FLOW LENGTH(FEET) = 80,00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12,000 DEPTH OF FLOW IN 12,0 INCH PIPE IS 2,4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2,06 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0,23 PIPE TRAVEL TIME(MIN,) = 0.65 Tc(MIN,) = 6,10 LONGEST FLOWPATH FROM NODE 2.01 TO NODE 2,03 = 187,00 FEET, t*************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2,03 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 3.940 RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S.C.S, CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0,7600 SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0,18 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0,39 TC(MIN.) = 6,10 **************************************************************************** FLOW PROCESS FROM NODE 2,03 TO NODE 2.04 IS CODE = 31 >»»COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 40.50 DOWNSTREAM(FEET) = 39.00 FLOW LENGTH(FEET) = 140,00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12,000 Page 7 10-PR,RES DEPTH OF FLOW IN 12,0 INCH PIPE IS 2,7 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) = 2,93 ESTIMATED PIPE DIAMETER(INCH) = 12,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0,39 PIPE TRAVEL TIME(MIN,) = 0,80 Tc(MIN,) = 6,90 LONGEST FLOWPATH FROM NODE 2,01 TO NODE 2,04 = 327,00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2,04 TO NODE 2.04 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,) = 6,90 RAINFALL INTENSITY(INCH/HR) = 3.64 TOTAL STREAM AREA(ACRES) = 0,13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0,39 **************************************************************************** FLOW PROCESS FROM NODE 2,10 TO NODE 2,11 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S,C,S, CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 130,00 UPSTREAM ELEVATION(FEET) = 41.10 DOWNSTREAM ELEVATION(FEET) = 39,70 ELEVATION DIFFERENCE(FEET) = 1,40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4,842 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 65,77 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4,479 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE, SUBAREA RUNOFF(CFS) = 0,44 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0,44 *************************************************************************** FLOW PROCESS FROM NODE 2,11 TO NODE 2,12 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 39,70 DOWNSTREAM ELEVATION(FEET) = 39,20 STREET LENGTH(FEET) = 50,00 CURB HEIGHT(INCHES) = 6,0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0,020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 0,23 Page 8 10-PR.RES HALFSTREET FLOOD WIDTH(FEET) = 4,99 AVERAGE FLOW VELOCITY(FEET/SEC,) = 1,70 PRODUCT OF DEPTH&VELOCITY (FT* FT/S EC) = 0,38 STREET FLOW TRAVEL TIME(MIN,) = 0,49 Tc(MIN,) = 5,33 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4,296 RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S,C,S, CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0,760 SUBAREA AREA(ACRES) = 0,11 SUBAREA RUNOFF(CFS) = 0,36 TOTAL AREA(ACRES) = 0,2 PEAK FLOW RATE(CFS) = 0.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0,24 HALFSTREET FLOOD WIDTH(FEET) = 5,72 FLOW VELOCITY(FEET/SEC,) = 1,76 DEPTH*VEL0CITY(FT*FT/SEC,) = 0,42 LONGEST FLOWPATH FROM NODE 2,10 TO NODE 2,12 = 180,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 2,12 TO NODE 2.12 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4,296 RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S.C.S, CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7600 SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0,46 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 1,24 TC(MIN,) = 5,33 **************************************************************************** FLOW PROCESS FROM NODE 2,12 TO NODE 2.04 IS CODE = 31 »>»COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 39,20 DOWNSTREAM(FEET) = 39,00 FLOW LENGTH(FEET) = 20,00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12,0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3,97 ESTIMATED PIPE DIAMETER(INCH) = 12,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1,24 PIPE TRAVEL TIME(MIN,) = 0,08 Tc(MIN,) = 5,42 LONGEST FLOWPATH FROM NODE 2,10 TO NODE 2,04 = 200,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 2,04 TO NODE 2,04 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUE5««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN,) = 5,42 RAINFALL INTENSITY(INCH/HR) = 4.25 TOTAL STREAM AREA(ACRES) = 0,38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1,24 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) Page 9 1 0,39 6,90 2 1,24 5,42 10-PR.RES 3,640 4,253 oo 13 38 RAINFALL INTENSITY AND TIME CONFLUENCE FORMULA USED FOR OF CONCENTRATION 2 STREAMS, RATIO ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC NUMBER (CFS) (MIN,) 1 1,55 5,42 2 1,45 6,90 INTENSITY (INCH/HOUR) 4,253 3,640 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1,55 Tc(MIN,) = TOTAL AREA(ACRES) = 0,5 LONGEST FLOWPATH FROM NODE 2,01 TO NODE 5. 2 42 ,04 = 327,00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0,5 TC(MIN,) 1,55 = 5.42 END OF RATIONAL METHOD ANALYSIS Page 10 100-PR,RES **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2013 Advanced Engineering Software (aes) Ver, 20,0 Release Date: 06/01/2013 License ID 1264 Analysis prepared by: RBF Consulting 14257 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * State street * * 100-YR Proposed Condition * * 2014-01-31 AG * ************************************************************************** FILE NAME: 100-PR.DAT TIME/DATE OF STUDY: 12:53 01/31/2014 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) = 12,00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: 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 20,0 10.0 0,020/0,020/0.020 0,50 1,50 0,0312 0,125 0,0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1, Relative Flow-Depth = 1.00 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 1,01 TO NODE 1,02 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S.CS, CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 86,00 UPSTREAM ELEVATION(FEET) = 41,50 DOWNSTREAM ELEVATION(FEET) = 41,10 ELEVATION DIFFERENCE(FEET) =0,40 SUBAREA OVERLAND TIME OF FLOW(MIN,) = 5.452 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 100-PR,RES THE MAXIMUM OVERLAND FLOW LENGTH = 50,00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6,229 SUBAREA RUNOFF(CFS) = 0,33 TOTAL AREA(ACRES) = 0,07 TOTAL RUNOFF(CFS) = 0,33 **************************************************************************** FLOW PROCESS FROM NODE 1,02 TO NODE 1,03 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 41,10 DOWNSTREAM(FEET) = 40,80 FLOW LENGTH(FEET) = 100,00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12,000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) = 1,77 ESTIMATED PIPE DIAMETER(INCH) = 12,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0,33 PIPE TRAVEL TIME(MIN,) = 0,94 Tc(MIN,) = 6,39 LONGEST FLOWPATH FROM NODE 1,01 TO NODE 1,03 = 186,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 1,03 TO NODE 1,03 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 5.622 RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S,C,S, CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0,7600 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0,64 TC(MIN,) = 6.39 **************************************************************************** FLOW PROCESS FROM NODE 1,03 TO NODE 1,04 IS CODE = 31 »»>COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 40,80 DOWNSTREAM(FEET) = 36,00 FLOW LENGTH(FEET) = 165,00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12,000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4,82 ESTIMATED PIPE DIAMETER(INCH) = 12,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0,64 PIPE TRAVEL TIME(MIN,) = 0,57 Tc(MIN,) = 6,96 LONGEST FLOWPATH FROM NODE 1,01 TO NODE 1,04 = 351,00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.04 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 1,10 TO NODE 1,11 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< Page 2 100-PR,RES RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.CS, CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 88,00 UPSTREAM ELEVATION(FEET) = 39,30 DOWNSTREAM ELEVATION(FEET) = 39,00 ELEVATION DIFFERENCE(FEET) = 0,30 SUBAREA OVERLAND TIME OF FLOW(MIN,) = 5,452 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50,00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6.229 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.33 **************************************************************************** FLOW PROCESS FROM NODE 1,11 TO NODE 1,12 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 39,00 DOWNSTREAM(FEET) = 38,50 FLOW LENGTH(FEET) = 113,00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12,000 DEPTH OF FLOW IN 12,0 INCH PIPE IS 3,1 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) = 2.04 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =0,33 PIPE TRAVEL TIME(MIN.) = 0,92 Tc(MIN,) = 6,37 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1,12 = 201,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 1,12 TO NODE 1,12 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 5,632 RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S,C,S, CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0,7600 SUBAREA AREA(ACRES) = 0,12 SUBAREA RUNOFF(CFS) = 0,51 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0,81 TC(MIN,) = 6.37 **************************************************************************** FLOW PROCESS FROM NODE 1.12 TO NODE 1,13 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 38.50 DOWNSTREAM(FEET) = 36,50 FLOW LENGTH(FEET) = 64,00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12,000 DEPTH OF FLOW IN 12,0 INCH PIPE IS 3,0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.34 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.81 PIPE TRAVEL TIME(MIN,) = 0,20 Tc(MIN.) = 6.57 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1,13 = 265,00 FEET, Page 3 100-PR.RES **************************************************************************** FLOW PROCESS FROM NODE 1,13 TO NODE 1,14 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 36,50 DOWNSTREAM(FEET) = 36,20 FLOW LENGTH(FEET) = 24,00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12,000 DEPTH OF FLOW IN 12,0 INCH PIPE IS 3,8 INCHES PIPE-FLOW VELOCITY (FEET/S EC) = 3,83 ESTIMATED PIPE DIAMETER(INCH) = 12,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =0,81 PIPE TRAVEL TIME(MIN.) = 0,10 Tc(MIN,) = 6,68 LONGEST FLOWPATH FROM NODE 1,10 TO NODE 1,14 = 289,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 1,14 TO NODE 1,14 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.) = 6,68 RAINFALL INTENSITY(INCH/HR) = 5,46 TOTAL STREAM AREA(ACRES) = 0,19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0,81 **************************************************************************** FLOW PROCESS FROM NODE 1,03 TO NODE 1,14 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 40,80 DOWNSTREAM ELEVATION(FEET) = 36,20 STREET LENGTH(FEET) = 100,00 CURB HEIGHT(INCHES) = 6,0 STREET HALFWIDTH(FEET) = 20,00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10,00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 1,27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0,22 HALFSTREET FLOOD WIDTH(FEET) = 4,85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3,59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC,) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 0,46 Tc(MIN,) = 7,14 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 5.233 RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.C.S, CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0,760 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0,91 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1,67 END OF SUBAREA STREET FLOW HYDRAULICS: Page 4 100-PR,RES DEPTH(FEET) =0,24 HALFSTREET FLOOD WIDTH(FEET) = 5,72 FLOW VELOCITY(FEET/SEC) = 3,75 DEPTH*VELOCITY(FT*FT/SEC,) = 0,90 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1,14 = 100.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 1,14 TO NODE 1,14 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< 2 ARE: TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 7,14 RAINFALL INTENSITY(INCH/HR) = 5,23 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1,67 ** CONFLUENCE DATA ** j STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0,81 6,68 5,465 2 1,67 7,14 5,233 AREA (ACRE) 0,19 0,42 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 2,38 6,68 5,465 2 2.45 7,14 5,233 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2,45 Tc(MIN,) = 7,14 TOTAL AREA(ACRES) = 0,6 LONGEST FLOWPATH FROM NODE 1,10 TO NODE 1,14 289,00 FEET. ***************************************************************************i FLOW PROCESS FROM NODE 1,14 TO NODE 1,04 IS CODE = 31 »»>COMPUTE PI PE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 36,20 DOWNSTREAM(FEET) = 36,00 FLOW LENGTH(FEET) = 59,00 MANNING'S N = 0,013 DEPTH OF FLOW IN 15,0 INCH PIPE IS 9,1 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) = 3,13 ESTIMATED PIPE DIAMETER(INCH) = 15,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2,45 PIPE TRAVEL TIME(MIN.) = 0,31 Tc(MIN.) = 7,46 LONGEST FLOWPATH FROM NODE 1,10 TO NODE 1,04 = 348,00 FEET. **********************r FLOW PROCESS FROM NODE t************************************< 1.04 TO NODE 1,04 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) 1 2.45 7,46 LONGEST FLOWPATH FROM NODE AREA (INCH/HOUR) (ACRE) 5,090 0,61 1,10 TO NODE 1,04 = Page 5 348.00 FEET. 100-PR,RES ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0,64 6,96 5.320 0,15 LONGEST FLOWPATH FROM NODE 1,01 TO NODE 1.04 = 351,00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN,) (INCH/HOUR) 1 2,93 6,96 5,320 2 3.06 7,46 5,090 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3,06 Tc(MIN,) = 7,46 TOTAL AREA(ACRES) = 0.8 **************************************************************************** FLOW PROCESS FROM NODE 1,04 TO NODE 1,04 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 1.04 TO NODE 1.05 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 36,00 DOWNSTREAM(FEET) = 35,50 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0,013 DEPTH OF FLOW IN 15,0 INCH PIPE IS 12,3 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) = 2,85 ESTIMATED PIPE DIAMETER(INCH) = 15,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3,06 PIPE TRAVEL TIME(MIN,) = 1,17 Tc(MIN,) = 8.63 LONGEST FLOWPATH FROM NODE 1,01 TO NODE 1,05 = 551.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 1,05 TO NODE 1,05 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4,633 RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S,C.S, CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0,7600 SUBAREA AREA(ACRES) = 0,28 SUBAREA RUNOFF(CFS) = 0,99 TOTAL AREA(ACRES) = 1,0 TOTAL RUNOFF(CFS) = 3.66 TC(MIN,) = 8.63 **************************************************************************** FLOW PROCESS FROM NODE 1.05 TO NODE 1,05 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 4,633 RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S.C.S, CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0,7600 SUBAREA AREA(ACRES) = 0,50 SUBAREA RUNOFF(CFS) = 1,76 Page 6 100-PR,RES TOTAL AREA(ACRES) = 1,5 TOTAL RUNOFF(CFS) = 5,42 TC(MIN.) = 8,63 **************************************************************************** FLOW PROCESS FROM NODE 2,01 TO NODE 2,02 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = .7600 SOIL CLASSIFICATION IS "A" S.CS. CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 107,00 UPSTREAM ELEVATION(FEET) = 41,50 DOWNSTREAM ELEVATION(FEET) = 41,00 ELEVATION DIFFERENCE(FEET) = 0,50 SUBAREA OVERLAND TIME OF FLOW(MIN,) = 5,452 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50,00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN TC CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6.229 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0,33 **************************************************************************** FLOW PROCESS FROM NODE 2,02 TO NODE 2.03 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 41,00 DOWNSTREAM(FEET) = 40,50 FLOW LENGTH(FEET) = 80,00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12,000 DEPTH OF FLOW IN 12,0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2,33 ESTIMATED PIPE DIAMETER(INCH) = 12,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0,33 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 6.03 LONGEST FLOWPATH FROM NODE 2,01 TO NODE 2,03 = 187,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 2.03 TO NODE 2,03 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 5,840 RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S,C,S, CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0,7600 SUBAREA AREA(ACRES) = 0,06 SUBAREA RUNOFF(CFS) = 0,27 TOTAL AREA(ACRES) = 0,1 TOTAL RUNOFF(CFS) = 0,58 TC(MIN,) = 6.03 **************************************************************************** FLOW PROCESS FROM NODE 2,03 TO NODE 2,04 IS CODE = 31 >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« ELEVATION DATA: UPSTREAM(FEET) = 40,50 DOWNSTREAM(FEET) = 39,00 FLOW LENGTH(FEET) = 140,00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12,000 Page 7 100-PR,RES DEPTH OF FLOW IN 12,0 INCH PIPE IS 3,3 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) = 3,27 ESTIMATED PIPE DIAMETER(INCH) = 12,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0,58 PIPE TRAVEL TIME(MIN,) = 0,71 Tc(MIN.) = 6,74 LONGEST FLOWPATH FROM NODE 2,01 TO NODE 2,04 = 327,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 2.04 TO NODE 2.04 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.) = 6,74 RAINFALL INTENSITY(INCH/HR) = 5,43 TOTAL STREAM AREA(ACRES) = 0,13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.58 **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2,11 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S,C,S, CURVE NUMBER (AMC II) = 86 INITIAL SUBAREA FLOW-LENGTH(FEET) = 130,00 UPSTREAM ELEVATION(FEET) = 41.10 DOWNSTREAM ELEVATION(FEET) = 39,70 ELEVATION DIFFERENCE(FEET) = 1,40 SUBAREA OVERLAND TIME OF FLOW(MIN,) = 4,842 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 65.77 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE, SUBAREA RUNOFF(CFS) = 0,65 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0,65 **************************************************************************** FLOW PROCESS FROM NODE 2,11 TO NODE 2,12 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »>»(STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 39,70 DOWNSTREAM ELEVATION(FEET) = 39.20 STREET LENGTH(FEET) = 50,00 CURB HEIGHT(lNCHES) = 6,0 STREET HALFWIDTH(FEET) = 20,00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0,020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 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) = 0,25 Page 8 100-PR,RES HALFSTREET FLOOD WIDTH(FEET) = 6,25 AVERAGE FLOW VEL0CITY(FEET/SEC, ) = 1.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC,) = 0,45 STREET FLOW TRAVEL TIME(MIN,) = 0,46 Tc(MIN,) = 5,30 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6,340 RESIDENTIAL (43, DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S.CS, CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0,760 SUBAREA AREA(ACRES) = 0,11 SUBAREA RUNOFF(CFS) = 0,53 TOTAL AREA(ACRES) = 0,2 PEAK FLOW RATE(CFS) = 1,16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0,27 HALFSTREET FLOOD WIDTH(FEET) = 7,04 FLOW VEL0CITY(FEET/SEC.) = 1,88 DEPTH*VELOCITY(FT*FT/SEC.) = 0,50 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2,12 = 180,00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 2,12 TO NODE 2,12 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/H0UR) = 6,340 RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = ,7600 SOIL CLASSIFICATION IS "A" S,C,S, CURVE NUMBER (AMC II) = 86 AREA-AVERAGE RUNOFF COEFFICIENT = 0,7600 SUBAREA AREA(ACRES) = 0,14 SUBAREA RUNOFF(CFS) = 0,67 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 1,83 TC(MIN,) = 5,30 **************************************************************************** FLOW PROCESS FROM NODE 2,12 TO NODE 2,04 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 39.20 DOWNSTREAM(FEET) = 39,00 FLOW LENGTH(FEET) = 20,00 MANNING'S N = 0,013 DEPTH OF FLOW IN 12,0 INCH PIPE IS 6.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) =4,40 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1,83 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN,) = 5,38 LONGEST FLOWPATH FROM NODE 2,10 TO NODE 2.04 = 200,00 FEET, ************************************************************************ FLOW PROCESS FROM NODE 2,04 TO NODE 2,04 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,) = 5,38 RAINFALL 1NTENSITY(INCH/HR) = 6,28 TOTAL STREAM AREA(ACRES) = 0,38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0,58 6,74 5,434 0,13 Page 9 1,83 5,38 100-PR,RES 6,282 0,38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS, PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 2.29 2,16 Tc (MIN.) 5,38 6,74 INTENSITY (INCH/HOUR) 6.282 5,434 COMPUTED CONFLUENCE ESTIMATES PEAK FLOW RATE(CFS) = 2 TOTAL AREA(ACRES) = 0. LONGEST FLOWPATH FROM NODE ARE AS FOLLOWS: ,29 Tc(MIN,) = 5 2.01 TO NODE 5,38 2.04 = 327,00 FEET, END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0.5 TC(MIN.) = 2,29 5.38 END OF RATIONAL METHOD ANALYSIS Page 10 APPENDIX "C" Soils Map, Isopluvial Maps p. 33'30^ Orange County 33-15'- 33W 32'45' 32'30' 33*30' M 8 X i c ?3 S2'3(f County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 6 Hours Isopluvial (Inches) SaSGIS We Have Sac Dic-gfi ( <n'crc<il THIB MW IS PWOVIWD WITHOUT WAFWWJTY C* ANV MND. BTMFR BCPHEBB OR fknja), Mounm, BUT NOT IMTED TO, TW IWUHI WAmAWTTES OF ftOCMNTAMUTV AND FnMCK POn A PMtTKSIUVI njwcw. 3 0 3 Miles 33'30^ Orange County •-4;0- 33'15'- 33°00' 3r45' 32'30' Riverside County M ex i GO 33*30' 32*30' County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 24 Hours Isopluvial (inches) ^Gis SaSGIS Wc Havi.- San I'Hv^n Oivtrc-di THIS IS PKJvmm WITHOUT WARRANTY OF ANV MND, BTHEB BCPREBB OR tiipus, MCLunNO, mn NOT LMTTH) TO. THE IMPUH) wAmANnES OF li^CNANTAMLrrr AND FTTMnS FOM A PAHTKULAM PUVOK 3 0 3 Miles 33*30^ 33*15'- 33*00' 32*45' 32*30' P. Orange County Riverside County 33*30' 32*30' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours Isopluvial (Inches) DPW e-^^TO ^GIS SanGIS Wc Hav,: San l>iu(£(i Covcrcii* THIS WP IS PROVIDED WITHOUT WABFW>,TY W ANY K1>JD, ErTMEH EXPREB8 OR MHIBI. MO-UnNO, MJT NQT IMTTED TO, THF lUnjFD WARRANTIFa OF WRCHMTAM/TVAND PHN WOR A PAimCULAR PURPOSE. 3 0 3 Miles 33*30' 33*15' 33*(X)' 32*45' 32*30' 32*30' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours Isopluvial (Inches) -^Gis S^GIS WL' Have Saa Dicgo f'ovcrtdf 3 0 3 Miles