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HomeMy WebLinkAbout; Carlsbad First Responder; Carlsbad First Responder Drainage Study; 2009-02-01E t Drainage Study m C C E C Carlsbad First Responder City of Carlsbad Site Development Permit No. XX-XXXX Project No. XXXXX February 2009 Prepared for: City of Carlsbad 1635 Faraday Ave. Carlsbad, CA 92008 (760) 602-2720 Prepared by: Kimley-Hom and Associates, Inc. 401 B St. Suite 600 San Diego, CA 92101 OKimley-Hom and Associates, Inc. 2009 ^j^B^^ Kimley-Morn and Associates, Inc. E ^|HB^^ Kimley-Horn and Associates, Inc. m m m DRAINAGE STUDY FOR Carlsbad First Responder February 2009 Jennifer L. Harry Exp. Date 06/30/2010 R.C.E. 62918 ii m m m ^^^•||r^ Kimley-Horn and Associates, Inc. TABLE OF CONTENTS Vicinity Map ^ Introduction ^ Design Criteria & Methodology 3 Detention Summary ^ References ^ APPENDICES Appendix A Rational Method Runoff - Existing Condition (10, 50,100-year) Appendix B Rational Method Runoff- Developed Condition (10, 50,100-year) Appendix C Detention Basin Hydrograph Results Appendix D Isopluvial Soil Charts Map Pocket No. 1 Existing Drainage Exhibit Map Pocket No. 2 Proposed Drainage Exhibit Drainage Study • Carisbad Rrst Responder February 2009 K:\SND_LDEV\095413001 - First Responder\Drainage\First Responder Drainage Study.docx im and Associates, Inc. VICINITY MAP mi iH cirr or OCEANSIDE PROJECT SITEI cm OF VISTA PACIFIC OCEAN CITY OF SAN MARCOS NCT 10 SCALE CITY OF ENCINITAS Drainage Study • Carisbad First Responder 1 if-\<;Nn I nFVXnQMnnm - Fin* ResDonder\Drainaae\First Resoonder Drainage Study.docx February 2009 Kimley-Horn and Associates, Inc. 1. Introduction mm The Carlsbad First Responder project includes the construction of three major facilities: a " Residential Bum Prop Facility, a Conunercial Bum Prop Facility, and a Public Safety m Facility. The project site is bounded by Orion Street and the semi-circular Orion Way, ^ which is one-way. Multiple monument signs would be placed on the periphery of the project to identify the use. Outdoor features of the facility include a five-space public m parking lot on the west side of the site adjacent to the Public Safety Facility, a security ^ perimeter wall, secured parking for fourteen vehicles, rodeo/drill grounds m the northwest portion of the site, an outside classroom area, a cul-de-sac training area adjacent to the Residential Bum Prop Facility, and an automobile extrication area. The IK total acreage of the site is 4.06 acres. *• The Public Safety Facility is the largest component of the project. The stmcture is 350 m feet long and forms the property barrier for the south edge of the site. The floor plan has 32,048 square feet of space on the first floor and 9,663 square feet on the much smaller " second floor for a total floor area of 41,711 square feet. The length of the building is m designed to accommodate a 100-yard shooting range while the smaller floor plans of the second story is divided into two components at either end of the building. Floor space is dedicated to conference and training rooms, storage, offices, lobby, exercise space, IM restrooms and lockers, and other ancillary facilities. * The Residential Bum Prop Facility is a 2,294 square foot, two-story stmcture designed to il simulate a single-family house. The upstairs contains three bedrooms, a bathroom, a room for prop equipment, and a stairwell to the ground floor which has a garage, kitchen, * living room, dining room, study, and bathroom, ii The Commercial Bum Prop Facility, the most centrally located stmcture on the project * site, is a 6,084 square foot, four-story building. The bulk of the floor area is within the *• first two levels whereas the fourth floor is limited to 317 square feet. m m m EXISTING DESCRIPTION The existing topography of the land is a gradually sloping plane flowing fi-om east to west. The site is divided into three watersheds. The runoff sheet flows across the site and discharges either into the existing onsite grate inlet or into the street and along the existing gutter imtil it reaches one of two existing curb inlets located at the southwestem comer of the site. (See Map Pocket No. 1 for Pre-Development Drainage Exhibit) Drainage Study • Carisbad Rrst Responder 2 February 2009 ii'.\CMn I nRAfiQi^^nnni - Rnrf RAcnrtnr1*>r\nrainanp\Rret Rp<;nonder Drainaae Studv.doCX and Associates, Inc. m PROPOSED DESCRIPTION The First Responder site will include two (2) detention basins to maintain pre- development flows. An above ground detention basin will be located north of the drive entrance and collect flows primarily firom the parking lot area as well as runoff fi-om the roof of the Residential Bum Prop and a portion of the Public Safety Facility roof An underground detention basin will be located just west of the Residential Bum Prop in the parking lot area. Flows from the southeast developed portion of the site will be captured by this basin. The underground basin will serve a dual purpose as a training facility for the site as well. A large portion of the Public Safety Facility roof drams south into a vegetated swale and is piped to the existing city storm drain system. (See Appendix B and C for Rational Method Calculations and Detention Basin hydrograph modeling) The Commercial Bum Prop area will collect flows and discharge directly mto an onsite irrigation tank that will provide reusable water for training. The Automobile Extrication Area and cul-de-sac will drain into a curb inlet that is directly connected to the sanitary sewer system where it is treated using an oil/water separator. Both of these areas will not contribute to the storm drain system and are not included in the overall drainage area. (See Map Pocket No. 2 for Post Development Drainage Exhibit) 2. Design Criteria and Methodology Rimoff calculations are based on the requirements outlined in the County of San Diego Hydrology Manual, 2003 Edition. The proposed pipes are designed to accommodate a 100-year storm event. Runoff calculations were performed using the Rational Method Computer Program Package (AES). The method calculates times of concentration and runoff volumes using the criteria specified in the San Diego County Hydrology Manual, 2003 Edition. A runoff coefficient of 0.87 for developed conditions and 0.35 for the existing conditions were used in the calculations to determine the mnoff flows. The runoff calculations are presented in Appendix A. Detention calculations were performed using hydrograph flood routing with hydrographs produced from the Rational Method per San Diego County Hydrology Manual. Hydrographs were then routed through design reservoirs to size the outlet stmctures for a target outflow rate. The software used for tiiis process was Hydraflow's Hydrographs package. Drainage Study • Carisbad First Responder 3 Febnjary 2009 K:\SND LDFV\095413001 - First ResDonder\Drainaqe\First Responder Drainage Study.docx can Kimley-Horn and Associates, Inc. 3. Detention Summary Underground Detention Basin m Developed Q Q Volume Volume Max Storm Flows In Detained Released Req. Available Water m Event (CFS) (CFS) (CFS) (ft^ (ft^ Elev. mm 10 2.5 1.2 1.3 390 1230 348.1 50 3.0 1.5 1.5 516 1230 348.4 •i 100 3.9 2.1 1.8 739 1230 348.8 mm mm Above Ground Detention Basin mm Developed Q Q Volume Volume Max Storm Flows In Detained Released Req. Available Water m Event (CFS) (CFS) (CFS) (ft") (ft^ Elev. mm 10 5.0 2.2 2.8 665 5970 347.5 50 6.1 2.8 3.3 895 5970 347.7 mm 100 7.8 3.6 4.2 1272 5970 348.1 Overall Flow Summary Storm Area Q Existing @ node 325 Q Released @ node 325 mm Event (AC) (CFS) (CFS) 10 4.8 10.6 9.1 50 4.8 14.6 11.0 m 100 4.8 17.1 14.3 -See Post Development Drainage Exhibit for node location The County of San Diego drainage design manual requires detention of the 10 and 50 year storm events. The Carlsbad First Responder facility has been designed to detain storm water to pre-development levels for the 10, 50 and 100-year six hour storm events. (See Appendix C for Detention Basin hydrograph modeling) Drainage Study • Carisbad First Responder 4 K:\SND LDEV\095413001 - Rrst Responder\Drainage\First Responder Drainage Study.docx February 2009 IW ii m m m and Associates, inc. 4. References This Drainage Study incorporates, by reference, the appropriate elements of the following documents and plans required by local; State or Federal agencies. 1. City of Carlsbad Engineering Standards - General Design Standards, Volume I, June 30,2004. 2. San Diego County Hydrology Manual, 2003. 3. Improvement Plans for City of Carlsbad Public Safety & Service Center, Project No. 3006, 01/30/85 Drainage Shjdy • Carisbad First Responder 5 February 2009 tti i^.\cMn I nnnnotjinnni - Rrct-D<«:nrtnrtpr\nrainanp\Rr<rf Rp«;nondpr Drainaae Studv.docx APPENDIX A "* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) MB ver. 2.0 Release Date: oe/01/2005 License ID 1499 Mi Analysis prepared by: Kimley-Horn and Associates, inc. • 1111111111111111111111111111111111111111111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111111111111111111111111111 ^ ************************** DESCRIPTION OF STUDY ************************** * First Responder * Hi * Pre-Development - 10 year * * JSB * ************************************************************************** ^ FILE NAME: 413EX10.DAT TIME/DATE OF STUDY: 16:17 07/01/2008 ~" USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA ^ USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.850 ^ SPECIFIED MINIMUM PIPE SIZE{INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 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 100.00 TO NODE 105.00 IS CODE = 21 " >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 „,! S.C.S. CURVE NUMBER (AMC IX) = 96 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 g| UPSTREAM ELEVATION(FEET) = 369.00 DOWNSTREAM ELEVATION(FEET) = 364.50 ELEVATION DIFFERENCE(FEET) = 4.50 ™ SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.590 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.874 * NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.17 m TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.17 m A*************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 61 W >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >»» (STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 364.50 DOWNSTREAM ELEVATION(FEET) = 344.50 STREET LENGTH(FEET) = 654.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.83 PRODUCT OF DEPTHficVELOCITY{FT*FT/SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 2.85 Tc(MIN.) = 7.43 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.774 *USER SPECIFIED (StJBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 96 AREA-AVERAGE RUNOFF COEFFICIENT = 0.834 SUBAREA AREA(ACRES) = 1.33 SUBAREA RUNOFF(CFS) = 4.37 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.SO END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.46 FLOW VELOCITY(FEET/SEC.) = 4.44 DEPTH*VELOCITY(FT*FT/SEC.) = 1.40 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 704.00 FEET. *********************ft*****i* + *****************+i******^*ijHHH^^^^^^^^^^^^4j, FLOW PROCESS FROM NODE 110.00 TO NODE 210.00 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<«< ELEVATION DATA: UPSTREAM(FEET) = 340.00 DOWNSTREAM(FEET) = 337.85 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.32 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.50 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 7.53 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 = 759.00 FEET. ******************************************i* + ********,m*j, + + **i*^t»*****j,j,j,jf + ^ FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 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.) = 7.53 RAINFALL INTENSITY(INCH/HR) = 3.74 TOTAL STREAM AREA(ACRES) = 1.43 PEAK PLOW RATE (CFS) AT CONFLUENCE = 4.50 *********************************t************************i^^^^,t4^,^^4^^j,j,j, + ^ PLOW PROCESS PROM NODE 200.00 TO NODE 205.00 IS CODE = 21 >>>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< •USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6800 S.C.S. CURVE NUMBER (AMC II) = 96 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 369.00 DOWNSTREAM ELEVATION(FEET) = 363.00 ELEVATION DIFFERENCE(FEET) = 6.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.481 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.874 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA{ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.33 ***********************************************+ FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 IS CODE = 61 >»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >»» (STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 363.00 DOWNSTREAM ELEVATION(FEET) = 341.50 STREET LENGTH(FEET) = 860.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FRCM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 **TRAVEL TIME CCMPUTED USING ESTIMATED FLOW(CFS) = 2.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.2 9 HALFSTREET FLOOD WIDTH(FEET) = 8.2 9 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 3.89 Tc(MIN.) = 6.37 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.168 •USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 96 AREA-AVERAGE RUNOFF COEFFICIENT = 0.858 StJBAREA AREA(ACRES) = 1.46 SUBAREA RUNOFF(CPS) = 5.29 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 5.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.92 FLOW VELOCITY(FEET/SEC.) = 4 .25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.47 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >»»AMD COMPtJTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLtJENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.37 RAINFALL INTENSITY(INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 1.5S PEAK FLOW RATE (CFS) AT CONFLtJENCE = 5.58 ** CONFLtJENCE DATA ** STREAM RtJNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.50 7.53 3.742 1.43 2 5.58 6.37 4.168 1.56 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMtJLA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.38 6.37 4.168 2 9.51 7.53 3.742 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.51 Tc(MIN.) = 7.53 TOTAL AREA(ACRES) = 3.0 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 320.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<«« >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<<< ELEVATION DATA: tJPSTREAM(FEET) = 337.50 DOWNSTREAM(FEET) = 334.50 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.94 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.51 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.62 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 320.00 = 975.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.62 RAINFALL INTENSITY(INCH/HR) = 3.71 TOTAL STREAM AREA(ACRES) = 2.99 PEAK FLOW I?ATE(CFS) AT CONFLtJENCE = 9.51 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 21 >>>»RATIONAL METHOD INITIAL StJBAREA ANALYSIS<<<« *USER SPECIFIED (StJBAREA) : USER-SPECIFIED RtJNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 96 INITIAL StJBAREA PLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 369.00 DOWNSTREAM ELEVATION(FEET) = 357.00 ELEVATION DIFFERENCE(FEET) = 12.00 StJBAREA OVERLAND TIME OF FLOW(MIN.) = 4.431 WARNING: THE MAXIMtJM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCtJLATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.874 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. StJBAREA RtJNOFF (CFS) = 0.17 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.17 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 310.00 IS CODE = 51 >>>»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >>>»TRAVELTIME THRU StJBAREA (EXISTING ELEMENT) <<<<< ELEVATION DATA: tJPSTREAM(FEET) = 357.00 DOWNSTREAM(FEET) = 351.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 345.00 CHANNEL SLOPE = 0.0151 CHANNEL BASE (FEET) = 5.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH (FEET) = 1.00 CHANNEL FLOW THRU StJBAREA (CFS) = 0.17 FLOW VELOCITY(FEET/SEC.) = 0.76 PLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 7.54 Tc(MIN.) = 11.97 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 >>>>>ADDITION OF StJBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.775 •USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CtJRVE NUMBER (AMC II) = 96 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAIiEA AREA (ACRES) = 1.72 SUBAREA RUNOFF (CFS) = 1.67 TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) = 1.77 TC(MIN.) = 11.97 *******************************************************************^^^^^^^^j, FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 31 >»>>COHPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA«<<< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) <<<:<<: ELEVATION DATA: UPSTREAM(FEET) = 348.35 DOWNSTREAM(FEET) = 344.45 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 3.9 INCHES PIPE-FLOW VELOCITY{FEET/SEC.) = 7.94 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.77 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 12.14 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 315.00 = 475.00 FEET. *********»***********************************************************^**j,^^^ FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU StJBAREA««< >>>>>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 344.45 DOWNSTREAM(FEET) = 334.50 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.09 ESTIMATED PIPE DIAMETER (INCH) = 12.00 NtJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.77 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 12.80 LONGEST FLOWPATH PROM NODE 300.00 TO NODE 320.00 = 755.00 FEET. ******************************************************************^^^^^^^^^^ FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 >»>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< »>»AND COMPtJTE VARIOUS CONFLTJENCED STREAM VALUES<<<« TOTAL NtJMBER OF STREAMS = 2 CONFLtJENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.80 RAINFALL INTENSITY(INCH/HR) = 2.66 TOTAL STREAM AREA(ACRES) = 1.82 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 1.77 *• CONFLtJENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.51 7.62 3.713 2.99 2 1.77 12.80 2.658 1.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLtJENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE •* STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.56 7.62 3.713 2 8.57 12.80 2.658 COMPUTED CONFLtJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE 10.56 Tc{HIN.) = 4.8 200.00 TO NODE 7.62 320.00 = 975.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 4.8 TC(MIN.) = 10.56 7 .62 END OF RATIONAL METHOD ANALYSIS m m mm *******************************************************^^^^^J^^ ************** RATIONAL METHOD HYDROLOGY COMPtJTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2.0 Release Date: OG/Ol/2005 License ID 1499 Analysis prepared by: Kimley-Horn and Associates, Inc. 1111111111111111111111111111111111111111111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111111111111111111111111111 ************************** DESCRIPTION OF STtJDY ************************** * First Responder * * Pre-Development - 50 year * * JSB * *********************************************************^,n^^^^^^j^^^^^^j,,^ FILE NAME: 413EX50.DAT TIME/DATE OF STUDY: 16:09 07/01/2008 USER SPECIFIED HYDROLOGY AND HYDRAtJLIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 50.00 6-HOtJR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMtJM PIPE SIZE (INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLtJENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CtJRB GtJTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (PT) (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.^ *************************************************************^^^^^^j^^^^^^^^^ FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL StJBAREA ANALYSIS<«« •USER SPECIFIED (StJBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NtJMBER (AMC II) = 96 INITIAL StJBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 369.00 DOWNSTREAM ELEVATION(FEET) = 364.50 ELEVATION DIFFERENCE(FEET) = 4.50 StJBAREA OVERLAND TIME OF FLOW (MIN.) = 4.5 90 50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-HINtJTE. SUBAREA RtJNOFF (CFS) = 0.23 TOTAL AREA(ACRES) = 0.10 TOTAL RtJNOFF(CFS) = 0.23 *************************«************************************j,^^^^^^^^^^j,^^ FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 61 >>>»COMPtJTE STREET FLOW TRAVEL TIME THRU StJBAREA«<<:<: >>>>> (STANDARD CtJRB SECTION USED) «<« UPSTREAM ELEVATION(FEET) = 364.50 DOWNSTREAM ELEVATION(FEET) = 344.50 STREET LENGTH(FEET) * 654.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OtJTSIDE STREET CROSSFALL (DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RtJNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 ••TRAVEL TIME COMPtJTED USING ESTIMATED FLOW(CFS) = 3.15 STREETFLOW MODEL REStJLTS USING ESTIMATED FLOW: STREET PLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 7.27 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.175 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CtJRVE NUMBER (AMC II) = 96 AREA-AVERAGE RUNOFF COEFFICIENT = 0.834 SUBAREA AREA(ACRES) = 1.33 StJBAREA RUNOFF (CFS) = 5.99 TOTAL AREA (ACRES) = 1.4 PEAK FLOW RATE (CFS) = 6.17 END OF StJBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.92 FLOW VELOCITY(FEET/SEC.) s 4.70 DEPTH+VELOCITY(FT*FT/SEC.) = 1.62 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 704.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 210.00 IS CODE = 31 >>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA«<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW)<«<< ELEVATION DATA: UPSTREAM(FEET) = 340.00 DOWNSTREAM(FEET) = 337.85 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF PLOW IN 12.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.90 ESTIMATED PIPE DIAMETER (INCH) = 12.00 NtJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.17 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.36 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 = 759.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<« TOTAL NtJMBER OF STREAMS = 2 CONFLtJENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.35 RAINFALL INTENSITY(INCH/HR) = 5.13 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) AT CONFLtJENCE = 6.17 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<«< •USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .6800 S.C.S. CtJRVE NUMBER (AMC II) = 96 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 369.00 DOWNSTREAM ELEVATION(FEET) = 363.00 ELEVATION DIFFERENCE(FEET) = 6.00 StJBAREA OVERLAND TIME OF FLOW{MIN.) = 2.481 WARNING: THE MAXIMtM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCtJLATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. StJBAREA RUNOFF (CFS) = 0.45 TOTAL AREA (ACRES) = 0.10 TOTAL RtJNOFF (CFS) = 0.45 ********************************«***************************************^j,,^^ FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 IS CODE = 61 »»>COMPUTE STREET FLOW TRAVEL TIME THRU StJBAREA<<«< >»» (STANDARD CURB SECTION USED) <«<< UPSTREAM ELEVATION(FEET) = 363.00 DOWNSTREAM ELEVATION(FEET) = 341.50 STREET LENGTH(FEET) = 860.00 CURE HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTI?EETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 ••TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.10 STREETFLOW MODEL REStJLTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTOEET FLOOD WIDTH(FEET) = 9.56 AVERAGE FLOW VELOCITY(FEET/SEC-) = 3.97 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 3.61 Tc(MIN.) = 6.09 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.801 •USER SPECIFIED (SUBJUIEA) : USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 96 AREA-AVERAGE RtJNOFF COEFFICIENT = 0.858 StJBAREA AREA(ACRES) = 1.46 SUBAREA RUNOFF(CFS) = 7.37 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 7.76 END OF StJBAREA STREET FLOW HYDRAtJLICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.49 PLOW VELOCITY(FEET/SEC.) = 4.63 DEPTH^VELOCITY(FT*FT/SEC.) = 1.74 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 910.00 FEET. ******************************«*****************************************^^^^ FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 >>>»DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALtJES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALtJES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.09 RAINFALL INTENSITY(INCH/HR) = 5.80 TOTAL STREAM AREA(ACRES) = 1.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.76 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.17 7.36 5.133 1.43 2 7.76 6.09 5.801 1.56 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLtJENCE FORMtJLA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE *• STREAM RtJNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.87 6.09 5.801 2 13.04 7.36 5.133 COMPUTED CONFLtJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.04 Tc(MIN.) = 7.36 TOTAL AREA(ACRES) = 3.0 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 910.00 FEET. ******************«******************************^^^^^^^^^^^j^^j^j^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 210.00 TO NODE 320.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU StJBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 337.50 DOWNSTREAM(FEET) = 334.50 PLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.55 ESTIMATED PIPE DIAMETER (INCH) = 15.00 NtJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.04 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.45 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 320.00 = 975.00 FEET. *************************************************^,t4^j,^^^^^^^^j^^^^^^^^^^^^j^^ FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<« TOTAL NtJMBER OF STREAMS = 2 CONFLUENCE VALtJES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.4 5 RAINFALL INTENSITY(INCH/HR) = 5.09 TOTAL STREAM AREA(ACRES) = 2.99 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 13.04 ********************************************************^^^^^^^^^^^^^j^^^^^^^ FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< •USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 96 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 369.00 DOWNSTREAM ELEVATION(FEET) = 357.00 ELEVATION DIFFERENCE(FEET) = 12.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.431 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCtJLATION! 50 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RtJNOFF (CFS) = 0.23 TOTAL AREA{ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.23 m *************************************************************^^^^^j^^^^^^^^^^ in FLOW PROCESS FROM NODE 305.00 TO NODE 310.00 IS CODE = 51 >>>»COMPtJTE TRAPEZOIDAL CHANNEL FLOW«<<< • >>>»TRAVELTIME THRU StJBAREA (EXISTING ELEMENT) <<<<< ============================================================================ ^ ELEVATION DATA: UPSTREAM(FEET) = 357.00 DOWNSTREAM(FEET) = 351.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 345.00 CHANNEL SLOPE = 0.0151 pi CHANNEL BASE(PEET) = 5.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.030 MAXIMtJM DEPTH(FEET) = 1.00 m CHANNEL FLOW THRU StJBAREA (CFS) = 0.23 PLOW VELOCITY(FEET/SEC.) = 0.87 FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 6.62 Tc(MIN.) = 11.05 • LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 395.00 FEET. ***************************************************j,j,^,j,^^^^^^^,^^^^^^j^j^j,^^^^^ FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 m m m m >>»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<« 50 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 3.949 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .3500 S.C.S. CURVE NtJMBER (AMC II) = 96 AREA-AVERAGE RtJNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.72 SUBJUIEA RUNOFF (CFS) = 2.38 TOTAL AREA (ACRES) = 1,8 TOTAL RtJNOFF (CPS) = 2.52 TC{MIN.) = 11.05 FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 31 >>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA«<<< >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) <<«< ELEVATION DATA: UPSTREAM(FEET) = 348.35 DOWNSTREAM(FEET) = 344.45 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 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.74 ESTIMATED PIPE DIAMETER (INCH) = 12.00 NtJMBER OF PIPES = 1 PIPE-FLOW{CFS) = 2.52 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 11.21 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 315.00 = 475.00 FEET. ********************************************4^*^^^^^j^^^^j^^j^^^^^^^j^^j.^^^^^^^^ FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>»>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESSURE PLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 344.45 DOWNSTREAM(FEET) = 334.50 FLOW LENGTH (FEET) = 280.00 MA^INING' S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.78 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.52 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 11.81 LONGEST FLOWPATH FROM NODE 3 00.00 TO NODE 320.00 = 755.00 FEET. ***************************************************^^^^^j^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 >»>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<«< >>>>>AKD COMPtJTE VARIOUS CONFLtJENCED STIiEAM VAHJES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLtJENCE VALtJES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.81 RAINFALL INTENSITY(INCH/HR) = 3.78 TOTAL STREAM AREA(ACRES) = 1.82 H PEAK FLOW RATE (CFS) AT CONFLtJENCE = 2.52 ** CONFLtJENCE DATA •* STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOtIR) (ACRE) 1 13.04 7.45 5.094 2.99 2 2.52 11.81 3.785 1.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMtJLA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE *• STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.62 7.45 5.094 2 12.20 11.81 3.785 COMPtJTED CONFLtJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE 14.62 Tc(MIN.) = 4.8 200.00 TO NODE 7.45 320.00 = 975.00 FEET. END OF STUDY StJMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 4.8 TC(MIN.) = 14.62 7.45 II II II II II II It II II It II It II II II II II tl II II tl II ft II tl II It II It II It II II It II It It II IJ II II II II II II II .1 It 1 II 1 II 1 II 1 II 1 II 1 It 1 It 1 11 1 Ji 1 tl i It 1 tl 1 It 1 II 1 It 1 II 1 It 1 II 1 It 1 II 1 It 1 II 1 II 1 II 1 II 1 II 1 II 1 It 1 It 1 II 1 11 1 tl 1 tl 1 II 1 It 1 II 1 II 1 II 1 II 1 II 1 II 1 It 1 It t II 1 tl 1 II 1 II 1 II 1 II 1 II 1 II 1 II END OF RATIONAL METHOD ANALYSIS m m APPENDIX B **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1499 Analysis prepared by: Kimley-Horn and Associates, Inc. 1111111111111111111111111111111111111111111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111111111111111111111111111 ************************** Dj;gCRIPTION OF STUDY ************************** * First Responder * * Pre-Development - 108 year * * JSB ******•************************+********•********************************* FILE NAME: 413EX100.DAT TIME/DATE OF STUDY: 09:33 02/02/2009 USER SPECIFIED HYDROLOGY AND HYDRAtJLIC MODEL INFORMATION: 2003 SAN DIEGO HAJSTUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.900 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAH DIEGO HYDROLOGY MANUAL "C"-VALtIES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDtJRES FOR CONFLUENCE ANALYSIS •USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GtJTTER-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^PT/S) •SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.^ **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 W >>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<« _ *USER SPECIFIED (StJBAREA) : USER-SPECIFIED RtJNOFF COEFFICIENT = .3500 S.C.S. CtJRVE NtJMBER (AMC II) = 0 INITIAL StJBAREA FLOW-LENGTH (FEET) = 50.00 tJPSTREAM ELEVATION(FEET) = 369.00 DOWNSTREAM ELEVATION(FEET) = 364.50 ELEVATION DIFFERENCE(FEET) = 4.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.590 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. StIBAREA RUNOFF (CFS) = 0.27 TOTAL AREA (ACRES) = 0.10 TOTAL RtJNOFF (CFS) = 0.27 ****************************************************************«*********** PLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 61 >>»>COMPtJTE STREET FLOW TRAVEL TIME THRU StJBAREA<<<« »»> (STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 364.50 DOWNSTREAM ELEVATION(FEET) = 344.50 ^ STREET LENGTH(FEET) = 654.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 mm DISTANCE FROM CROWN TO CROSSFALL GRADEBIiEAK (FEET) = 9.00 MM INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 IM SPECIFIED NtJMBER OF HALFSTREETS CARRYING RtJNOFF = 1 ^ Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 * •TRAVEL TIME COMPtJTED USING ESTIMATED FLOW (CFS) = 3.67 *" STREETFIJOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 **• HALFSTREET FLOOD WIDTH (FEET) = 8.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.22 M» PRODUCT OF DEPTH&VELOCITY(FT^FT/SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 2.58 Tc(MIN.) = 7.17 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.053 *USER SPECIFIED (SUBAIIEA) ; USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 ** S.C.S. CURVE NtJMBER (AMC II) = 0 AliEA-AVERAGE RtJNOFF COEFFICIENT = 0.834 SUBAREA AREA(ACRES) = 1.33 StJBAREA RUNOFF(CFS) = 7.00 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 7.22 •M END OF SUBAREA STREET FLOW HYDRAtJLICS: ^ DEPTH(FEET) =0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.61 FLOW VELOCITY(FEET/SEC.) = 4.92 DEPTH*VELOCITY(PT*FT/SEC.) = 1.76 ^ LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 704.00 FEET. **************************************************************************** mm FLOW PROCESS FROM NODE 110.00 TO NODE 210.00 IS CODE = 31 IH >>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< * ELEVATION DATA: UPSTIIEAM(FEET) = 340.00 DOWNSTREAM(FEET) = 337.85 mm FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.52 m ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.22 M PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.26 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 = 759.00 FEET. ^ **************************************************************************** m FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<« •H ============================================================================ TOTAL NtJMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.26 RAINFALL INTENSITY (INCH/HR) = 6.01 TOTAL STREAM AREA(ACRES) = 1.43 ^ PEAK FLOW RATE (CFS) AT CONFLtJENCE = 7.22 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE = 21 »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -p, *USER SPECIFIED (SUBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .6800 m S.C.S. CtJRVE NUMBER (AMC II) = 0 INITIAL StJBAREA FLOW-LENGTH (FEET) = 50.00 tJPSTREAM ELEVATION(FEET) = 369.00 W DOWNSTREAM ELEVATION(FEET) = 363.00 m M ELEVATION DIFFERENCE(FEET) = S.OO SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.481 WARNING: THE MAXIMtJM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCtJLATION! *" 100 YEAR RAINFALL INTENSITY {INCH/HOtJR) = 7.641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *• StJBAREA RtJNOFF(CFS) = 0.52 TOTAL AREA{ACRES) = 0.10 TOTAL RtJNOFF (CFS) = 0.52 **************************************************************************** M FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 IS CODE = 61 >>>>>COMPtJTE STREET FLOW TRAVEL TIME THRU StJBAREA<<<<< *" >»>> (STANDARD CURB SECTION USED) <<<<< *" UPSTREAM ELEVATION(FEET) = 363.00 DOWNSTREAM ELEVATION(FEET) = 341.50 STREET LENGTH(FEET) = 860.00 CURB HEIGHT(INCHES) = 6.0 ~ STREET HALFWIDTH(FEET) = 14.00 mm DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ^ OtJTSIDE STREET CROSSFALL (DECIMAL) = 0.020 SPECIFIED NtJMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 ••TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.82 STREETFLOW MODEL REStJLTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.24 ^ AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.13 PRODUCT OF DEPTH&VELOCITY(FT^FT/SEC.) = 1.37 ^ STREET FLOW TRAVEL TIME(MIN.) = 3.47 Tc(MIN.) = 5.95 100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 6.828 •USER SPECIFIED(SUBAREA): IP USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 • AREA-AVERAGE RUNOFF COEFFICIENT = 0.858 StJBAREA AREA(ACRES) = 1.46 StJBAREA RtJNOFF(CFS) = 8.67 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 9.14 m m m END OF SUBAREA STREET FLOW HYDRAtJLICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH{FEET) = 13.37 FLOW VELOCITY(FEET/SEC.) = 4.80 DEPTH*VELOCITY(FT*FT/SEC.) = 1.89 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 »>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< »>>>Airo COMPtJTE VARIOUS CONFLtJENCED STREAM VALUES<<«< TOTAL NtJMBER OF STREAMS = 2 CONFLtJENCE VALtJES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN-) = 5.95 RAINFALL INTENSITY(INCH/HR) = 6.83 TOTAL STREAM AREA(ACRES) = 1.56 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 9-14 §1 ** CONFLtJENCE DATA •* STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.22 7.26 6.006 1.43 2 9.14 5.95 6.828 1.56 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLtJENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE ** STREAM RtJNOFF Tc INTENSITY NUMBER (CPS) (MIN.) (INCH/HOUR) 1 15.05 5.95 6.828 m m m m m 2 15.25 7.26 6.006 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.25 Tc(MIN.) = 7.26 TOTAL AREA(ACRES) = 3-0 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 320.00 IS CODE = 31 »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<<< >>»>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<«< ELEVATION DATA: UPSTREAM(FEET) = 337.50 DOWNSTREAM(FEET) = 334.50 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.44 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NtJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.25 PIPE TRAVEL TIME{MIN.) = 0.08 Tc(MIN.) = 7.34 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 320.00 = 975.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 >>>=.>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLtJENCE VALtJES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.34 RAINFALL INTENSITY(INCH/HR) = 5.96 TOTAL STREAM AREA(ACRES) = 2.99 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 15.25 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL StJBAREA ANALYSIS<<<<< •USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL StJBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 369.00 DOWNSTREAM ELEVATION(FEET) = 357.00 ELEVATION DIFFERENCE(FEET) = 12.00 StJBAREA OVERLAND TIME OF FLOW(MIN.) = 4.431 WARNING: THE MAXIMtJM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 7.641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. StJBAREA RUNOFF (CFS) = 0.27 TOTAL AREA(ACRES) = 0.10 TOTAL RtJNOFF(CFS) = 0.27 m m m **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 310.00 IS CODE = 51 m >>»>COMPtJTE TRAPEZOIDAL CHANNEL FLOW<<«< >>>>>TRAVELTIME THRU StJBAREA (EXISTING ELEMENT) <<<<< g| ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 357.00 DOWNSTREAM(FEET) = 351-80 CHANNEL LENGTH THRU StJBAREA(FEET) = 345.00 CHANNEL SLOPE = O.0151 • CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 5.000 ^ MANNING'S FACTOR = 0.030 MAXIMtJM DEPTH{FEET) = 1.00 CHANNEL FLOW THRU StJBAREA (CFS) = 0.27 FLOW VELOCITY(FEET/SEC.) = 0.87 FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 6.62 Tc{MIN.) = 11.05 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 ^ »>>>ADDITION OF StJBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 4.582 ^ •USER SPECIFIED (StJBAREA) : USER-SPECIFIED RtJNOFF COEFFICIENT = .3500 *• S.C.S. CURVE NtJMBER (AMC II) = 0 AREA-AVERAGE RtJNOFF COEFFICIENT = 0.3500 Ml StJBAREA AIIEA(ACRES) = 1.72 StJBAREA RtJNOFF(CFS) = 2.76 TOTAL AREA(ACRES) = 1.8 TOTAL RUNOFF(CFS) = 2.92 m TC(M1N.) = 11.05 **************************************************************************** * FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<«<< >»>>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) <<«< AM ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 348.35 DOWNSTREAM(FEET) = 344.45 tm 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 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.09 ESTIMATED PIPE DIAMETER (INCH) = 12.00 NtJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.92 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 11.20 mm LONGEST FLOWPATH FROM NODE 300.00 TO NODE 315.00 = 475.00 FEET. 1^ **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 31 ** >»>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA«<<< m >»>>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) <<«< ELEVATION DATA: UPSTREAM(FEET) = 344.45 DOWNSTREAM(FEET) = 334.50 m FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 m DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.10 ESTIMATED PIPE DIAMETER (INCH) = 12.00 NtJMBER OF PIPES = 1 * PIPE-FLOW(CFS) = 2.92 ^ PIPE TRAVEL TIME(MIN.) = 0.58 Tc{MIN.) = 11.77 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 755.00 FEET. m m m m **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFHJENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREJU4 VAHJES<«<<: TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.77 RAINFALL INTENSITY(INCH/HR) = 4.40 TOTAL STREAM AREA(ACRES) = 1.82 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 2.92 *• CONFLtJENCE DATA *• STREAM RtJNOFF Tc INTENSITT AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.25 7.34 5.964 2.99 2 2.92 11.77 4.398 1.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLtJENCE FORMtJLA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •• STREAM RtJNOFF Tc INTENSITY Ml NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.07 7.34 5.964 2 14.17 11.77 4.398 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.07 Tc(MIN.) = 7.34 TOTAL AREA(ACRES) = 4.8 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 320.00 = 975.00 FEET. END OF STUDY StJMMARY: TOTAL AREA(ACRES) = 4.8 TC(MIN.) = 7.34 PEAK FLOW RATE(CFS) = 17.07 END OF RATIONAL METHOD ANALYSIS Ml Ml ^m **************************************************************************** m RATIONAL METHOD HYDROLOGY COMPtJTER PROGRiU^ PACKAGE Reference; SAN DIEGO COUNTY FLOOD CONTROL DISTRICT •i 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1499 Analysis prepared by: Kimley-Horn and Associates, Inc. mm 1111111111111111111111111111111111111111111111111111111111111111111111111111 iiiiiiiiiiiiiiiiniiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii mm 1111111111111111111111111111111111111111111111111111111111111111111111111111 ************************** DESCRIPTION OF STUDY ************************** • First Responder * ^ * Post-Development - 10 year * * JSS • ************************************************************************** MM FILE NAME: 413PR10.DAT TIME/DATE OF STUDY: 11:37 02/03/2009 mm USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ^ 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.850 SPECIFIED MINIMtJM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD PI NOTE: USE MODIFIED RATIONAL METHOD PROCEDtJRES FOR CONFLUENCE ANALYSIS •USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* M HALF- CROWN TO STREET-CROSSFALL: CtJRB GtJTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (PT) (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: HH 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) M 2. (Depth)*(Velocity) Constraint = 6.0 (FT^FT/S) •SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* m m **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 m »>>>RATIONAL METHOD INITIAL StJBAREA ANALYSIS<<«< M •USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .3500 S.C.S. CtJRVE NUMBER (AMC II) = 0 W INITIAL SUBJUIEA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION{FEET) = 366.50 DOWNSTREAM ELEVATION(FEET) = 365.00 ELEVATION DIFFERENCE (FEET) = 1.50 m StJBAREA OVERLAND TIME OF FLOW(MIN.) = 6.619 10 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 4.068 H StJBAREA RUNOFF (CFS) = 0.14 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.14 **************************************************************************** |g FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 61 >»»COMPtJTE STREET FLOW TRAVEL TIME THRU SUBAREA<«<< Wn »>» (STANDARD CtJRB SECTION USED) <«« m UPSTREAM ELEVATION(FEET) = 365.00 DOWNSTREAM ELEVATION(FEET) = 344.50 STREET LENGTH(FEET) = 665.00 CtJRB HEIGHT (INCHES) = 6.0 ^ STIIEET HALFWIDTH (FEET) = 14.00 •• DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 ^ OtJTSIDE STREET CROSSFALL (DECIMAL) = 0.020 ^ SPECIFIED NUMBER OF HALFSTREETS CARRYING RtJNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 ••TRAVEL TIME COMPtJTED USING ESTIMATED FLOW(CFS) = 0.90 STREETFLOW MODEL REStJLTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 3.99 tm> AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.24 PRODUCT OF DEPTH&VELOCITY(FT^FT/SEC.) = 0.67 ^ STREET FLOW TRAVEL TIME(MIN.) = 3.43 Tc(MIN.) = 10.05 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.108 •USER SPECIFIED (StJBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NtJMBER (AMC II) = 0 •• AREA-AVERAGE RUNOFF COEFFICIENT = 0.774 StJBAREA AREA(ACRES) = 0.56 StJBAREA RtJNOFF(CFS) = 1.48 mm TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.59 M END OF SUBAREA STREET FLOW HYDRAtJLICS: DEPTH(FEET) =0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.75 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH*VELOCITY(FT^FT/SEC.) = 0.85 ^ LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 715.00 FEET. mm **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 >>>>>ADDITION OF StJBAREA TO MAINLINE PEAK FLOW<<<« ^ ============================================================================ 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.108 •USER SPECIFIED (StJBAREA) : ^ USER-SPECIFIED RUNOFF COEFFICIENT = .8700 ^ S.C.S. CtJRVE NUMBER (AMC II) = 0 AREA-AVERAGE RtJNOFF COEFFICIENT = 0.8182 SUBAREA AREA(ACRES) = 0.56 StJBAREA RtJNOFF(CFS) = 1.51 mi TOTAL AREA(ACRES) = 1.2 TOTAL RtJNOFF(CFS) = 3.10 TC(MIN.) = 10.05 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 210.00 IS CODE = 31 m — >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRO StJBAREA<<«< ~ >>>>>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< iP ELEVATION DATA: UPSTJIEAM(FEET) = 340.00 DOWNSTREAM(FEET) = 337.85 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 Hi ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.52 ^ ESTIMATED PIPE DIAMETER (INCH) = 12.00 NtJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.10 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.15 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 = 770.00 FEET. m **************************************************************************** H FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 ^ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ^ TOTAL NUMBER OF STREAMS = 2 CONFLtJENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.15 m RAINFALL INTENSITY(INCH/HR) = 3.09 m m TOTAL STREAM AREA(ACRES) = 1.22 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 3.10 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE = 21 >>>»RATIONAL METHOD INITIAL StJBAREA ANALYSIS<<«< •USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .3500 S.C.S. CtJRVE NUMBER (AMC II) = 0 INITIAL StJBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 366.50 DOWNSTREAM ELEVATION(FEET) = 364.50 ELEVATION DIFFERENCE(FEET) = 2.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.014 10 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 4.327 StJBAREA RUNOFF (CFS) = 0.15 TOTAL AREA(ACRES) = 0.10 TOTAL RIMOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 210.00 IS CODE = 61 >>>>>COMPtJTE STREET FLOW TRAVEL TIME THRU SUBAREA<«<< >>>>> (STANDARD CtJRB SECTION USED)«<<< UPSTREAM ELEVATION(FEET) = 364.50 DOWNSTREAM ELEVATION(FEET) = 341.00 STREET LENGTH(FEET) = 830.00 CtJRB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NtJMBER OF HALFSTREETS CARRYING RtJNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 ••TRAVEL TIME COMPtJTED USING ESTIMATED FLOW(CFS) = 0.95 STREETFLOW MODEL REStJLTS USING ESTIMATED FLOW: W STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.14 PRODUCT OF DEPTH&VELOCITY(FT^FT/SEC.) = 0.67 ^ STREET FLOW TRAVEL TIME(MIN.) = 4.41 Tc(MIN.) = 10.42 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.035 •I *USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CtJRVE NUMBER (AMC II) = 0 • AREA-AVERAGE RUNOFF COEFFICIENT = 0.796 ^ StJBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF{CFS) = 1.60 " TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.70 ^ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.14 HI FLOW VELOCITY (FEET/SEC. ) = 3.44 DEPTH*VELOCI'IT (FT*FT/SEC. ) = 0.86 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 880.00 FEET. **************************************************************************** ^ FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 81 >»>>ADDITION OF StJBAREA TO MAINLINE PEAK FLOW<<«< Ml ============================================================================ 10 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 3.035 ii *USER SPECIFIED (StJBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NtJMBER (AMC II) = 0 * AREA-AVERAGE RUNOFF COEFFICIENT = 0.8303 ^ SUBAREA AREA(ACRES) = O.Sl StJBAREA RtJNOFF(CFS) = 1.60 TOTAL AREA (ACRES) = 1.3 TOTAL RtJNOFF (CFS) = 3.30 TC{MIN.) = 10.42 **************************************************************************** !•• FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 mm >>>>>DESIGNATE INDEPENDENT STIiEAM FOR CONFLUENCE<<:<« >>»>AND COMPtJTE VARIOUS CONFLUENCED STREAM VALtJES«<<< m ============================================================================ TOTAL NtJMBER OF STREAMS = 2 ^ CONFLtJENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.42 ^ RAINFALL INTENSITY(INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 1.31 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 3.30 *• CONFLtJENCE DATA •• STREAM RtJNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) ^ 1 3.10 10.15 3.087 1.22 2 3.30 10.42 3.035 1.31 mm RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMtJLA USED FOR 2 STREAMS. *• PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOtJR) mm 1 6-32 10.15 3.087 2 6.35 10.42 3.035 mm COMPUTED CONFLtJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.35 Tc(MIN.) = 10.42 *• TOTAL AREA(ACRES) = 2.5 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 880.00 FEET. m **************************************************************************** m FLOW PROCESS FROM NODE 210.00 TO NODE 325.00 IS CODE = 31 gg >>»>COMPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA«<« >>»>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW)«<<< • ELEVATION DATA: UPSTREAM(FEET) = 337.50 DOWNSTREAM(FEET) = 334.50 ^ FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.74 m ESTIMATED PIPE DIAMETER (INCH) = 12.00 NtJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.35 g| PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 10.52 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 325.00 = 944.00 FEET. IHI **************************************************************************** gg FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< m ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 21 >>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« . ============================================================================ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 mm S.C.S. CtJRVE NUMBER (AMC II) = o INITIAL StJBAREA FLOW-LENGTH (FEET) = 50.00 •I tJPSTREAM ELEVATION (FEET) = 361.00 DOWNSTREAM ELEVATION(FEET) = 355.50 ELEVATION DIFFERENCE(FEET) = 5.50 * SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.359 ^ WARNING: THE MAXIMtJM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.874 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. m StJBAREA RtJNOFF (CFS) = 0.42 TOTAL AREA (ACRES) = 0.10 TOTAL RtJNOFF (CFS) = 0.42 **************************************************************************** FLOW PROCESS FROM NODE 3 05.00 TO NODE 310.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU StJBAREA<<<<< >>>>> (STANDARD CtJRB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 355.50 DOWNSTREAM ELEVATION(FEET) = 354.00 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GIUiDEBREAK (FEET) = 23.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OtJTSIDE STREET CROSSFALL (DECIMAL) = 0.020 SPECIFIED NtJMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 ••TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC. ) = 0.45 STREET FLOW TRAVEL TIME(MIN.) = 1.98 Tc(MIN.) = 3.33 10 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 4.874 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. •USER SPECIFIED (StIBAREA) : USER-SPECIFIED RtJNOFF COEFFICIENT = .8 700 S.C.S. CtlRVE NtJMBER (AMC II) = 0 AREA-AVERAGE RtJNOFF COEFFICIENT = 0.870 SUBAIIEA AREA(ACRES) = 0.24 StJBAREA RtJNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.44 END OF StIBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.89 FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH^VELOCITY(FT^FT/SEC.) = 0.55 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 260.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 >>»>ADDITION OF StJBAREA TO MAINLINE PEAK FLOW<<«< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.874 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. •USER SPECIFIED (StJBAREA) : USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CURVE NtJMBER (AMC II) = 0 AREA-AVERAGE RtJNOFF COEFFICIENT = 0.8700 SUBAREA AREA (ACRES) = 0.24 StJBAREA RtJNOFF (CFS) = 1.02 TOTAL AREA (ACRES) = 0.6 TOTAL RtJNOFF (CFS) = 2.46 TC(MIN.) = 3.33 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 31 >>»>COMPtJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<« >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) <<<« ELEVATION DATA: UPSTREAM(FEET) = 347.30 DOWNSTREAM(FEET) = 345.50 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.39 ESTIMATED PIPE DIAMETER (INCH) = 12.00 NtJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.46 PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 4.19 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 315.00 = 485.00 FEET. **************************************************************************** ^ FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 13 >>>>>CLEAR THE MAIN-STREAM MEMORY«<<< **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 7 >>>»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ^ ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY (INCH/HOtJR) = 4.87 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 1.32 III **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ^ ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 705.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYS"IS<<«< m •USER SPECIFIED (StJBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8700 M S.C.S. CtJRVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 355.10 • DOWNSTREAM ELEVATION(FEET) = 354.00 ELEVATION DIFFERENCE(FEET) = 1.10 StJBAREA OVERLAND TIME OF FLOW(MIN.) = 2.251 10 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 4.874 IPI NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. StJBAREA RtJNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.10 TOTAL RtlNOFF(CFS) = 0.42 **************************************************************************** ^ FLOW PROCESS FROM NODE 705.00 TO NODE 312.00 IS CODE = 61 »>>>COMPUTE STREET FLOW TRAVEL TIME THRU StJB ARE A< < c < < »>>> (STANDARD CtJRB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 354.00 DOWNSTREAM ELEVATION(FEET) = 350.50 in STREET LENGTH(FEET) = 200.00 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 OtJTSIDE STREET CROSSFALL (DECIMAL) = 0.020 m SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 m ••TRAVEL TIME COMPtJTED USING ESTIMATED FLOW(CFS) = 1.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 ^ HALFSTREET FLOOD WIDTH(FEET) = 5.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70 PRODUCT OF DEPTH&VELOCITY(FT^FT/SEC.) = 0.66 in STREET FLOW TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 3.49 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.874 M NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. •USER SPECIFIED (StJBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8700 * S.C.S. CtJRVE NUMBER (AMC II) = 0 ^ AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 StJBAREA AREA (ACRES) = 0.40 StJBAREA RUNOFF (CFS) = 1.70 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.12 m END OF StJBAREA STREET FLOW HYDRAtJLICS: DEPTH(FEET) =0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.68 FLOW VELOCITY(FEET/SEC.) = 3.00 DEPTH^VELOCITY(FT^FT/SEC.) = 0.84 wmt LONGEST FLOWPATH FROM NODE 700.00 TO NODE 312.00 = 250.00 FEET. mm **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 81 ^ >»>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< *" 10 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 4.874 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *USER SPECIFIED (StJBAREA) : USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CURVE NtJMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700 StJBAREA AREA (ACRES) = 0.40 SUBAREA RtJNOFF (CFS) = 1.70 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) = 3.82 TC(MIN.) = 3.4 9 **************************************************************************** mm FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 1 • >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<<<<< ^ TOTAL NUMBER OF STREAMS = 2 CONFLtJENCE VALtJES USED FOR INDEPENDENT STREAM 1 ARE: ^ TIME OF CONCENTRATION(MIN.) = 3.49 RAINFALL INTENSITY(INCH/HR) = 4.87 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 3.82 Ifll **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 405.00 IS CODE = 21 >»>>RATIONAL METHOD INITIAL StJBAREA ANALYSIS<<<<< ============================================================================ •USER SPECIFIED (StJBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8700 W S.C.S. CURVE NtJMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 35 9.00 DOWNSTREAM ELEVATION(FEET) = 354.00 ^ ELEVATION DIFFERENCE(FEET) = 5-00 StIBAREA OVERLAND TIME OF FLOW(MIN.) = 1.359 HI WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCtJLATION I 10 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 4.874 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. • StIBAREA RtJNOFF (CFS) = 0.42 ^ TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.42 **************************************************************************** mi FLOW PROCESS FROM NODE 405.00 TO NODE 410.00 IS CODE = 51 id >>>>>COMPtJTE TRAPEZOIDAL CHANNEL FLOW«<<< >>»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< W ELEVATION DATA: UPSTREAM(FEET) = 354.00 DOWNSTREAM(FEET) = 351.00 ^ CHANNEL LENGTH THRU SUBAREA{FEET) = 152.00 CHANNEL SLOPE = 0.0197 * CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = 0.015 MAXIMtJM DEPTH (FEET) = 1.00 m CHANNEL FLOW THRU SUBAREA(CFS) = 0.42 FLOW VELOCITY(FEET/SEC.) = 1.69 FLOW DEPTH(FEET) = 0.04 ii TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 2.86 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 202.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 81 >>>»ADDITION OF StJBAREA TO MAINLINE PEAK FLOW<<<<< Ii m m 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.874 NOTE: RAINFALL INTENSITY IS BJ^SED ON Tc = 5-MINtJrE. •USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NtJMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700 StJBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.76 ^ TOTAL AREA(ACRES) = 0.3 TOTAL RtJNOFF(CFS) = 1.19 TC(MIN.) = 2.86 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 312.00 IS CODE = 31 >>>>>COMPDTE PIPE-FLOW TRAVEL TIME THRU StJBAREA«<<< >>>>>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) <<<<< ^ ELEVATION DATA: UPSTREAM(FEET) = 351.00 DOWNSTREAM(FEET) = 345.80 FLOW LENGTH(FEET) = 25.00 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/SEC.) = 11.85 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.19 PIPE TRAVEL TIME (MIN.) = 0.04 Tc(MIN.) = 2.90 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 312.00 = 227.00 FEET. **************************************************************************** ^ FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<«< " >>>>>AND COMPUTE VARIOUS CONFLtJENCED STREAM VALUES««< • TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALtJES USED FOR INDEPENDENT STREAM 2 ARE: IHi TIME OF CONCENTRATION(MIN.) = 2.90 RAINFALL INTENSITY(INCH/HR) = 4.87 fli TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.19 • *• CONFLUENCE DATA •• ^ STREAM RtJNOFF Tc INTENSITY AREA • NtJMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.82 3.49 4.874 0.90 ^ 2 1.19 2.90 4.874 0.28 m RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLtJENCE FORMtJLA USED FOR 2 STREAMS. •* PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOtJR) 1 4.36 2.90 4.874 2 5.00 3.49 4.874 m M COMPtJTED CONFLtJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.00 Tc(HIN.) = 3.49 TOTAL AREA(ACRES) = 1.2 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 312.00 = 250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 315.00 IS CODE = 31 >>»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAIiEA<<«< >>»>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<<< ELEVATION DATA: UPSTREAM(FEET) = 345.60 DOWNSTREAM(FEET) = 345.40 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.60 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Ml PIPE-FLOW(CFS) = 5.00 PIPE TRAVEL TIME(MIN.) = 0.13 Tc{MIN.) = 3.62 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 315.00 = 286.00 FEET- **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 13 >>>> >CLEAR THE MAIN-STREAM MEMORY<<<« **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 7 >>> >>USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY (INCH/HOtJR) = 4.87 TOTAL AREA(ACRES) = 1.20 TOTAL RtJNOFF(CFS) = 2.81 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 11 >>>> >CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< •• MAIN STREAM CONFLtJENCE DATA •• mm STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOtJR) (ACRE) M 1 2.81 5.00 4.874 1.20 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 315.00 = 286.00 FEET. • •• MEMORY BANK tt 2 CONFLUENCE DATA •• STREAM RtJNOFF Tc INTENSITY AREA • NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.32 5 .00 4 .874 0.58 ffgf LONGEST FLOWPATH FROM NODE 300.00 TO NODE 315.00 = 485.00 FEET. ii •• PEAK FLOW RATE TABLE *• STREAM RtJNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) • 1 4.13 5.00 4.874 ^ 2 4.13 5.00 4.874 COMPtJTED CONFLtJENCE ESTIMATES ARE AS FOLLOWS: m PEAK FLOW RATE(CFS) = 4.13 Tc(MIN.) = 5.00 TOTAL AREA(ACRES) = 1.8 m *************************************+************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 31 m ^ >>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA«<« • »>»USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) <<<« m ELEVATION DATA: UPSTREAM(FEET) = 345.30 DOWNSTREAM(FEET) = 344.45 FLOW LENGTH{FEET) = 53.00 MANNING'S N = 0.013 M DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.37 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NtJMBER OF PIPES = 1 • PIPE-FLOW(CFS) = 4.13 ^ PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 5.14 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 538.00 FEET. im **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 325.00 IS CODE = 31 iil »>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA«<<< ^ »>>>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<<< ^ ELEVATION DATA: UPSTREAM(FEET) = 344.45 DOWNSTREAM(FEET) = 334.50 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.9 INCHES H PIPE-FLOW VELOCITY(FEET/SEC.) = 8.81 ii il ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.13 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 5.67 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 818.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 11 >»>>CONFHJENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«« •* MAIN STREAM CONFLtJENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.13 5.67 4.495 1.78 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 818.00 FEET. •• MEMORY BANK # 1 CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.35 10.52 3.017 2.53 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 325.00 = 944.00 FEET. ** PEAK FLOW RATE TABLE •• STREAM RtJNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOtJR) 1 7.55 5.67 4.495 2 9.12 10.52 3.017 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CPS) = 9.12 Tc(MIN.) = 10.52 TOTAL AREA(ACRES) = 4.3 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 505.00 IS CODE = 21 m IH >»>>RATIONAL METHOD INITIAL StJBAREA ANALYSIS«<<< *USER SPECIFIED (StJBAREA) : • USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 ^ S.C.S. CtJRVE NtJMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 114.00 UPSTREAM ELEVATION(FEET) = 354.50 411 DOWNSTREAM ELEVATION (FEET) = 354.00 ELEVATION DIFFERENCE(FEET) = 0.50 itf SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.688 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMtJM OVERLAND FLOW LENGTH = 50.00 ^ (Reference: Table 3-IB of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 4.874 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. StJBAREA RUNOFF (CFS) = 1.3 6 TOTAL AREA(ACRES) = 0.32 TOTAL RtJNOFF(CFS) = 1.36 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 605.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< •USER SPECIFIED (StJBAREA) : M USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CtJRVE NtJMBER (AMC II) = 0 ii INITIAL StJBAREA FLOW-LENGTH (FEET) = 68.00 UPSTREAM ELEVATION(FEET) = 355.00 DOWNSTREAM ELEVATION(FEET) = 354.50 ELEVATION DIFFERENCE(FEET) = 0.50 mm SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.3 93 WARNING: INITIAL StJBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMtJM OVERLAND FLOW LENGTH = 54.71 Ml (Reference: Table 3-lB of Hydrology Manual) THE MAXIMtJM OVERLAND FUDW LENGTH IS USED IN Tc CALCtJLATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.874 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA (ACRES) = 0.16 TOTAL RUNOFF (CFS) = 0.68 END OF STtJDY StJMMARY: TOTAL AREA(ACRES) 0.2 TC(MIN.) = 3.39 PEAK FLOW RATE(CFS) 0.68 m END OF RATIONAL METHOD ANALYSIS m m m m m m m m m **************************************************************************** RATIONAL METHOD HYDROLOGY COMPtJTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1499 Analysis prepared by: Kimley-Horn and Associates, Inc. 1111111111111111111111111111111111111111111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111111111111111111111111111 ************************** DESCRIPTION OF STtJDY ************************** * First Responder * * Post-Development - 50 year * * JSS ************************************************************************** FILE NAME: 413PR50.DAT TIME/DATE OF STUDY: 12:41 02/03/2009 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAH) = 50.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.250 SPECIFIED MINIMtJM PIPE SIZE (INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALtJES USED FOR RATIONAL MET7H0D NOTE: USE MODIFIED RATIONAL METHOD PROCEDtJRES FOR CONFLtJENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CtJRB GtJTTER-GEOHETRIES: MANNING WIDTH CROSSFALL IN- / OtJT- /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: mm 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) Ml 2. (Depth)•(Velocity) Constraint = 6.0 (FT^FT/S) •SIZE PIPE WITH A FLOW CAPACITY GREATER THAN ^ OR EQUAL TO THE UPSTREAM TRIBtJTARY PIPE.* ^ **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 105.00 IS CODE = 21 m >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<« i" •USER SPECIFIED (StJBAREA) : USER-SPECIFIED RtJNOFF COEFFICIENT = .3500 S.C.S. CtJRVE NUMBER (AMC II) = 0 INITIAL SUBAREA FLOW-LENGTH (FEET) = 50.00 ^ tJPSTREAM ELEVATION (FEET) = 366.50 DOWNSTREAM ELEVATION(FEET) = 365.00 ELEVATION DIFFERENCE(FEET) = 1.50 •H StJBAREA OVERLAND TIME OP FLOW(MIN.) = 6.619 50 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 4.947 SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.10 TOTAL RtJNOFF(CFS) = 0.17 ^ **************************************************************************** dl FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 61 >>>>>COMPtJTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »>>> (STANDARD CtJRB SECTION USED) <<<<< m UPSTREAM ELEVATION(FEET) = 365.00 DOWNSTREAM ELEVATION(FEET) = 344.50 STREET LENGTH(FEET) = 665.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ^ OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ^ SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section{curb-to-curb) = 0.0130 « **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.07 STREETFLOW MODEL REStJLTS USING ESTIMATED FLOW: STTiEET FLOW DEPTH{FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.48 PI AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.3 7 PRODUCT OF DEPTH&VELOCITY(FT^FT/SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 3.29 Tc(MIN.) = 9.91 50 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 3.813 •USER SPECIFIED(StffiAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .8500 S.C.S. CtJRVE NtJMBER (AMC II) = 0 •* AREA-AVERAGE RtJNOFF COEFFICIENT = 0.774 SUBAREA AREA(ACRES) = 0.56 StJBAREA RUNOFF(CFS) = 1.81 fgg, TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.43 FLOW VELOCITY(FEET/SEC.) = 3.66 DEPTH^VELOCITY(FT^FT/SEC.) = 0 . 93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 715.00 FEET. ^ **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 !• >>»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< il ============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.813 •USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 ^ S.C.S. CURVE NtJMBER (AMC II) = 0 * AREA-AVERAGE RtJNOFF COEFFICIENT = 0.8182 SUBAREA AREA(ACRES) = 0.56 SUBAREA RtJNOFF (CFS) = 1.86 m TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 3.81 TC(MIN.) = 9.91 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 210.00 IS CODE = 31 m m ^ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<<< * >>>»USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW)«<« MP ELEVATION DATA: tJPSTREAM (FEET) = 340.00 DOWNSITiEAM (FEET) = 337.85 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 N DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY (FEET/SEC.) = 8.97 ESTIMATED PIPE DIAMETER (INCH) = 12.00 NtJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.81 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 10.01 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 210.00 = 770.00 FEET. m **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 ii »>>>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<<<<< TOTAL NUMBER OF STIIEAMS = 2 ^ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.01 RAINFALL INTENSITY(INCH/HR) = 3.79 m TOTAL STREAM AREA(ACRES) = 1.22 m ^ PEAK FLOW RATE (CFS) AT CONFLtJENCE = 3.81 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 205.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ^ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .3500 ^ S.C.S. CtJRVE NUMBER (AMC II) = 0 INITIAL StJBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 366.50 *• DOWNSTREAM ELEVATION(FEET) = 364.50 ELEVATION DIFFERENCE(FEET) = 2.00 StJBAREA OVERLAND TIME OF FLOW(MIN.) = 6.014 50 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 5.263 mm StJBAREA RUNOFF (CFS) = 0.18 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.18 mm **************************************************************************** FLOW PROCESS PROM NODE 205.00 TO NODE 210.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU StJBAI?EA<<<<< *• >»>> (STANDARD CURB SECTION USED) <«<< mm UPSTREAM ELEVATION(FEET) = 364.50 DOWNSTREAM ELEVATION(FEET) = 341.00 STREET LENGTH(FEET) = 830.00 CtJRB HEIGHT (INCHES) = 6.0 mm STREET HALFWIDTH(FEET) = 14.00 DISTAHCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ^ OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NtJMBER OF HALFSTREETS CARRYING RUNOFF = 1 m Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 il *'TRAVEL TIME COMPtJTED USING ESTIMATED FLOW (CFS) = 1.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPnKFEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 4.87 ^ AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.24 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 4.27 Tc(MIN.) = 10.28 M 50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.723 •USER SPECIFIED (StJBAREA) : Ml USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CtJRVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.796 SUBAREA AREA(ACRES) = 0.61 SUBAREA RtJNOFF(CFS) = 1.96 ^ TOTAL ARBA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.09 END OF StJBAREA STREET FLOW HYDRAtJLICS: *m DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.82 FLOW VELOCITY(FEET/SEC.) = 3.58 DEPTH*VELOCITY(FT^FT/SEC.) = 0.94 M LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 81 ^ »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<« m 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.723 •USER SPECIFIED(SUBAREA): ii USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CtJRVE NtJMBER (AMC II) = 0 _ AREA-AVERAGE RtJNOFF COEFFICIENT = 0.8303 StJBAREA AREA(ACRES) = 0.61 SUBAREA RtJNOFF(CFS) = 1.96 ^ TOTAL AREA (ACRES) = 1.3 TOTAL RtJNOFF (CFS) = 4.05 TC(MIN.) = 10.2 8 HI **************************************************************************** il m ^ FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COHPtJTE VARIOUS CONFLtJENCED STREAM VALtJES<<<« mm TOTAL NtJHBER OF STREAMS = 2 CONFLUENCE VALtJES USED FOR INDEPENDENT STREAM 2 ARE: ^ TIME OF CONCENTRATION(MIN.) = 10.2 8 RAINFALL INTENSITY(INCH/HR) = 3.72 ^ TOTAL STREAM AREA(ACRES) = 1.31 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 4.05 ** CONFLUENCE DATA •* STREAM RtJNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOtJR) (ACRE) 1 3.81 10.01 3.788 1-22 2 4.05 10.28 3.723 1.31 HP RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLtJENCE FORMULA USED FOR 2 STREAMS. " ** PEAK FLOW RATE TABLE •* STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOtJR) 1 7.75 10.01 3.788 HH 2 7.79 10.28 3.723 m COMPtJTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.79 Tc(MIN.) = 10.28 TOTAL AREA(ACRES) = 2.5 • LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 325.00 IS CODE = 31 »>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<<< if >>>>>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PIIESSURE FLOW)<<«< ELEVATION DATA: UPSTREAM(FEET) = 337.50 DOWNSTREAM(FEET) = 334.50 * FLOW LENGTH (FEET) = 64.00 MJUINING' S N = 0.013 ^ DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.48 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 IP PIPE-FLOW(CFS) = 7.79 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 10.38 Ii LONGEST FLOWPATH FROM NODE 200.00 TO NODE 325.00 = 944.00 FEET. **************************************************************************** ^ FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 10 ^ »>>>MAIN-STREAM HEHORY COPIED ONTO MEMORY BANK # 1 <«<< m **************************************************************************** Ml FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 21 ^ >>>»RATIONAL METHOD INITIAL StJBAREA ANALYSIS<«<< ^ *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 m INITIAL StJBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 361.00 • DOWNSTREAM ELEVATION(FEET) = 355.50 ELEVATION DIFFERENCE(FEET) = 5.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.359 WARNING: THE MAXIMtJM OVERLAND FLOW SLOPE, 10.%, IS USED IN TC CALCULATION! m 50 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. StJBAREA RUNOFF (CFS) = 0.52 ii TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.52 m m m **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 310.00 IS CODE = 61 >>>>>COMPtJTE STREET FLOW TRAVEL TIME THRU StJBAREA<«« >>>>>(STAiroARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 355.50 DOWNSTREAM ELEVATION(FEET) = 354.00 STREET LENGTH (FEET) = 210.00 CtJRB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK{FEET) = 23.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section{curb-to-curb) = 0.0130 ••TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.84 PRODUCT OF DEPTH&VELOCITY(FT^FT/SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 3.26 50 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. •USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NtJMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA (ACRES) = 0.24 SUBAREA RtJNOFF (CFS) = 1.24 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.75 END OF StJBAREA STREET FLOW HYDRAtJLICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.62 ii FLOW VELOCITY(FEET/SEC.) = 2.04 DEPTH^VELOCITY(FT^FT/SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 260.00 FEET. ffl **************************************************************************** ^ FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 81 >>>>>ADDITION OF StJBAREA TO MAINLINE PEAK FLOW<<<<< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 ii NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. •USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = -8700 • S.C.S. CURVE NUMBER (AMC II) = 0 ^ AREA-AVERAGE RtJNOFF COEFFICIENT = 0.8700 ™ SUBAREA AIIEA (ACRES) = 0.24 StJBAREA RUNOFF (CFS) = 1.24 TOTAL AHEA{ACRES) = 0.6 TOTJiL RtlNOFF(CFS) = 2.99 IP TC(MIN.) = 3.26 ii **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 315.00 IS CODE = 31 >>>»COHPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<<< ^ »>»USING COHPUTER-ESTIHATED PIPESIZE (NON-PRESSURE FLOW) <<«< ELEVATION DATA: UPSTREAM(FEET) = 347.30 DOWNSTREAM(FEET) = 345.50 IPI FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.5 INCHES ii PIPE-FLOW VELOCITY(FEET/SEC.) = 4.51 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.99 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 4.09 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 315.00 = 485.00 FEET. **************************************************************************** m FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 13 >>>>>CLEAR THE MAIN-STREAM HEMORY<<<<< **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 7 >>>>>USEE SPECIFIED HYDROLOGY INFORMATION AT NODE<<<« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY (INCH/HOtJR) = 5.93 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 1.50 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 10 >>>>>HAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 705.00 IS CODE = 21 >>>>>RATIONAL HETHOD INITIAL SUBAREA ANALYSIS<«<< •USER SPECIFIED (StJBAREA) : USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CURVE NtJHBER (AMC II) = 0 INITIAL StJBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 355.10 DOWNSTREAM ELEVATION(FEET) = 354.00 ELEVATION DIFFERENCE(FEET) = 1.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.251 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINtJTE. StJBAREA RtJNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CPS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 312.00 IS CODE = 61 >»>>COMPtJrE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »>>> (STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 354.00 DOWNSTREAM ELEVATION(FEET) = 350.50 STREET LENGTH{FEET) = 200.00 CtJRB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 OtJTSIDE STREET CROSSFJU,L (DECIMAL) = 0.020 SPECIFIED NtJMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 ••TRAVEL TIME COMPtJTED USING ESTIMATED FLOW (CFS) = 1.55 STREETFLOW MODEL REStJLTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STIiEET FLOW TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 3.44 50 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-HINtJTE. *USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CtJRVE NUHBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 0.40 StJBAREA RUNOFF (CFS) = 2.06 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.58 END OF SUBAREA STREET FLOW HYDRAtJLICS: ^ DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.40 FLOW VELOCITY(FEET/SEC.) = 3.13 DEPTH^VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 312.00 = 250.00 FEET. mm **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 81 ^ >>>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ^ 50 YEAR RAINFALL INTENSITY (INCH/HOtfR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. •USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CtJRVE NtJMBER (AMC II) = 0 AREA-AVERAGE RtJNOFF COEFFICIENT = 0.8700 StJBAREA AREA (ACRES) = 0.40 StJBAREA RtJNOFF (CFS) = 2.06 M> TOTAL AREA (ACRES) = 0.9 TOTAL RtJNOFF (CFS) = 4.64 TC(HIN.) = 3.44 IW **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 1 mm >»>>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<<<<< tM ============================================================================ TOTAL NtJMBER OF STREAMS = 2 mm CONFLtJENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) = 3.44 mm RAINFALL INTENSITY (INCH/HR) = 5.93 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 4.64 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 405.00 IS CODE = 21 M >»»RATIONAL METHOD INITIAL StJBAREA ANALYSIS<<<« •1 •USER SPECIFIED (StJBAREA) : USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 * INITIAL StJBAREA FLOW-LENGTH (FEET) = 50.00 ^ tJPSTREAM ELEVATION (FEET) = 359.00 DOWNSTREAM ELEVATION(FEET) = 354.00 ELEVATION DIFFERENCE(FEET) = 5.00 Ml StJBAREA OVERLAND TIME OF FLOW(MIN.) = 1.359 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCtJLATION! ii 50 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-HINtJTE. StJBAREA RtJNOFF (CFS) = 0.52 ^ TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.52 Ml m (************•****************************•••****•*******••••*******•••***• FLOW PROCESS FROM NODE 405.00 TO NODE 410.00 IS CODE = 51 >»>>COMPtJTE TRAPEZOIDAL CHANNEL FLOW<<«< »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «<<< ELEVATION DATA: UPSTREAM(FEET) = 354.00 DOWNSTREAM(FEET) = 351.00 ^ CHANNEL LENGTH THRU StJBAREA{FEET) = 152.00 CHANNEL SLOPE = 0.0197 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = 0.015 MAXIMtJM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU StJBAREA{CFS) = 0.52 FLOW VELOCITY(FEET/SEC.) = 1.70 FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 2.85 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 202.00 FEET. *************************************•***•*••****••••••*•••*******•••••••*•* FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 IS CODE = 81 >>»>ADDITION OP StJBAREA TO MAINLINE PEAK FLOW<«<< 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. •USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S-C-S. CtJRVE NtJMBER (AMC II) = 0 AREA-AVERAGE RtJNOFF COEFFICIENT = 0.8700 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF (CFS) = 0.93 TOTAL AI?EA(ACRES) = 0.3 TOTAL RtJNOFF(CFS) = 1.44 TC(MIN.) = 2.85 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 312.00 IS CODE = 31 >»»COMPtJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<< >>>>>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 351.00 DOWNSTREAM(FEET) = 345.80 FLOW LENGTH(FEET) = 25-00 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-PLOW VELOCITY(FEET/SEC.) = 12.54 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NtJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.44' PIPE TRAVEL TIME(MIN.) = 0.03 Tc(HIN.) = 2.88 LONGEST FLOWPATH FROH NODE 400.00 TO NODE 312.00 = 227.00 FEET- •******************************************************•****••+•••********•* FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<<<« >>>>>AND COMPtJTE VARIOUS CONFLtJENCED STREJ^iM VALUES<«<< TOTAL NUMBER OF STREAMS = 2 CONFLtJENCE VALtJES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 2.88 RAINFALL INTENSITY(INCH/HR) = 5.93 TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.44 •• CONFLtJENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUHBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.64 3 .44 5.928 0.90 2 1.44 2.88 5 .928 0.28 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMtJLA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RtJNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOtJR) 1 5.33 2.88 5.928 2 6.09 3 .44 5.928 COMPtJTED CONFLtJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.09 Tc(MIN.) = 3.44 TOTAL AREA(ACRES) = 1.2 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 312.00 = 250.00 FEET. **********************•**************************•**•*••***•••*••••*••****•• FLOW PROCESS FROM NODE 312.00 TO NODE 315.00 IS CODE = 31 >>>>>COMPtJTE PIPE-FLOW TRAVEL TIME T7HRU StJBAREA<<<<< >>>»USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW)«<<< ELEVATION DATA: UPSTREAM(FEET) = 345.60 DOWNSTREAM(FEET) = 345.40 PLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.80 ESTIMATED PIPE DIAHETER{INCH) = 18.00 NtJHBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.09 PIPE TRAVEL TIHE(MIN.) = 0.13 Tc(MIN.) = 3.57 iH LONGEST FLOWPATH FROM NODE 700.00 TO NODE 315.00 = 286.00 FEET. >**********•**************************************************••••*******•• FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 13 »>>>CLEAR THE MAIN-STREAM MEMORY<<«< **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 7 >>>>> USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<« USER-SPECIFIED VALUES ARE AS FOLLOWS: TC{MIN) = 5.00 RAIN INTENSITY (INCH/HOtJR) = 5.93 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 3.30 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 11 >> >»CONFLUENCE HEHORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< •* MAIN STREAM CONFLtJENCE DATA ** STREAM RtJNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.30 5.00 5.928 1.20 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 315.00 = 286.00 FEET. •• MEMORY BANK # 2 CONFLtJENCE DATA •* STREAM RtJNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.50 5.00 5.928 0.58 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 315.00 = 485.00 FEET. •• PEAK FLOW RATE TABLE ** STREAM RtJNOFF Tc INTENSITY NUHBER (CFS) (MIN.) (INCH/HOUR) 1 4 . 80 5.00 5.928 2 4 . 80 5.00 5.928 COMPtJTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.80 Tc(MIN.) = 5.00 TOTAL AREA(ACRES) = 1.8 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 31 »>»COMPtJTE PIPE-FLOW T^RAVEL TIME THRU StJBAREA«<« »>»USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 345.30 DOWNSTREAM(FEET) = 344.45 FLOW LENGTH(FEET) = 53.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.80 ESTIMATED PIPE DIAHETER(INCH) = 15.00 NUHBER OF PIPES = 1 PIPE-FLOW(CFS) =4.80 PIPE TRAVEL TIHE(MIN.) = 0.13 Tc(MIN.) = 5.13 LONGEST FLOWPATH FROH NODE 300.00 TO NODE 320.00 = 538.00 FEET. *******************************************••••••*********•••••••••*•****••• FLOW PROCESS FROH NODE 320.00 TO NODE 325.00 IS CODE = 31 >»>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< »>>>USING COMPtJTER-ESTIHATED PIPESIZE (NON-PRESSURE FLOW) <«« ELEVATION DATA: UPSTREAM(FEET) = 344.45 DOWNSTREAM(FEET) = 334.50 FLOW LENGTH{FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.11 ESTIMATED PIPE DIAMETER (INCH) = 12.00 NtJHBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.80 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 5.64 LONGEST FLOWPATH FROH NODE 300.00 TO NODE 325.00 = 818.00 FEET. **************************************************************************** FLOW PROCESS FROH NODE 325.00 TO NODE 325.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK tf 1 WITH THE HAIN-STREAM HEMORY<<<<c •* MAIN STREAM CONFLUENCE DATA ** STREAM RtJNOFF Tc INTENSITY AREA NtJMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.80 5.64 5.484 1.78 LONGEST FLOWPATH FROH NODE 300.00 TO NODE 325.00 = 818.00 FEET. •* MEMORY BANK # 1 CONFLtJENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.79 10.38 3.702 2.53 LONGEST FLOWPATH FROH NODE 200.00 TO NODE 325.00 = 944.00 FEET. ** PEAK FLOW RATE TABLE *• STREAM RtJNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.04 5.64 5.484 2 11.03 10.38 3.702 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.03 Tc(HIN.) = 10.38 TOTAL AREA(ACRES) = 4.3 ****************4********4***********************4************************** FLOW PROCESS FROH NODE 500.00 TO NODE 505.00 IS CODE = 21 >>>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< •USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CURVE NtJMBER (AMC II) = 0 INITIAL StJBAREA FLOW-LENGTH (FEET) = 114.00 UPSTREAM ELEVATION(FEET) = 354.50 DOWNSTREAM ELEVATION(FEET) = 354.00 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(HIN.) = 3.688 ^ WARNING: INITIAL StJBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.00 (Reference: Table 3-lB of Hydrology Manual) THE MAXIMtJM OVERLAND FLOW LENGTH IS USED IN Tc CALCtJLATION! 50 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 5.92 8 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINtJTE. StJBAREA RtJNOFF (CFS) = 1.65 _ TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 1.65 **********44********4*********************4********************************* FLOW PROCESS FROM NODE 600.00 TO NODE 605.00 IS CODE = 21 >>>>>RATIONAL HETHOD INITIAL StJBAREA ANALYSIS<:<<<:< M* *USER SPECIFIED (StJBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CtJRVE NtJMBER (AMC II) = 0 INITIAL StJBAREA FLOW-LENGTH (FEET) = 68.00 tM UPSTREAM ELEVATION(FEET) = 355.00 DOWNSTREAM ELEVATION(FEET) = 354.50 ELEVATION DIFFERENCE(FEET) = 0.50 ^ SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.3 93 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN * THE MAXIMtJM OVERLAND FLOW LENGTH = 54.71 (Reference: Table 3-IB of Hydrology Manual) PI THE MAXIMtJM OVERLAND FLOW LENGTH IS USED IN Tc CALCtJLATION! Ml m m 50 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 5.928 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. - StJBAREA RUNOFF (CFS) = TOTAL AREA(ACRES) = 0.83 0.16 TOTAL RUNOFF(CFS) = 0.83 mm END OF STtJDY SUMMARY; TOTAL AREA(ACRES) 0.2 TC(MIN.) = 3.3 9 mm PEAK FLOW RATE(CFS) 0.83 END OF RATIONAL METHOD ANALYSIS m m *********************************************************************#****** RATIONAL METHOD HYDROLOGY COMPtJTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2006 Advanced Engineering Software (aes) mm Ver. 2.0 Release Date: 06/01/2005 License ID 1499 M Analysis prepared by: Kimley-Horn and Associates, Inc. *• 1111111111111111111111111111111111111111111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111111111111111111111111111 1111111111111111111111111111111111111111111111111111111111111111111111111111 1^ ************************** DESCEIPTION OF STtJDY ************************** • First Responder mm * Post-Development - 180 year * * JSB ************************************************************************** ^ FILE NAME: 413PR100.DAT TIME/DATE OF STUDY: 11:39 02/03/2009 USER SPECIFIED HYDROLOGY AND HYDRAtJLIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA „ USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DtJRATION PRECIPITATION (INCHES) = 2.900 ^ SPECIFIED MINIHtJH PIPE SIZE (INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIHAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALtJES USED FOR RATIONAL METHOD « NOTE: USE MODIFIED RATIONAL HETHOD PROCEDURES FOR CONFLUENCE ANJU^YSIS •USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL^ HALF- CROWN TO STREET-CROSSFALL: CtJRB GtJTTER-GEOHETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR ^ NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) gg 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STIIEET 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 TRIBtJTARY PIPE.* m m **************************************************************************** FLOW PROCESS FROH NODE 100.00 TO NODE 105.00 IS CODE = 21 >>>>>RATIONAL HETHOD INITIAL StJBAREA ANALYSIS<<:<« •USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .3500 S.C.S. CtJRVE NtJHBER (AHC II) = 0 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 tJPSTREAH ELEVATION{FEET) = 366.50 DOWNSTREAM ELEVATION(FEET) = 365.00 ELEVATION DIFFERENCE(FEET) = 1.50 StJBAREA OVERLAND TIME OF FLOW(HIN.) = 6.619 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.376 SUBAREA RtJNOFF (CFS) = 0.22 TOTAL AREA(ACRES) = 0.10 TOTAL RtJNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 110.00 IS CODE = 61 >>>>>COMPtJTE STREET FLOW TRAVEL TIME THRU SUBAI?EA<<<<< >>>>> (STANDARD CtJRB SECTION USED) <«<< UPSTREAM ELEVATION(FEET) = 365.00 DOWNSTREAM ELEVATION(FEET) = 344.50 STREET LENGTH(FEET) = 665.00 CURB HEIGHT(INCHES) = 6.0 *" STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ^ OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 ^ SPECIFIED NtJMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 *" ••TRAVEL TIME COMPtJTED USING ESTIHATED FLOW(CFS) = 1.38 STREETFLOW HODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.26 mm AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.50 PRODUCT OF DEPTH&VELOCITY{FT^FT/SEC.) = 0.81 ^ STREET FLOW TRAVEL TIME(HIN.) = 3.16 Tc(HIN.) = 9.78 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.95 6 •USER SPECIPIED(StJBAREA) : USER-SPECIFIED RtJNOFF COEFFICIENT = .8500 S.C.S. CtJRVE NUMBER (AMC II) - 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.774 StJBAREA APiEA(ACRES) = 0.56 StJBAREA RtJNOFF(CFS) = 2.36 mm TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.53 MM END OF StJBAREA STREET FLOW HYDRAtJLICS; DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.31 FLOW VELOCITT (FEET/SEC.) = 3.88 DEPTH^VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 mm >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.956 •USER SPECIFIED(SUBAREA): ^ USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUHBER (AHC II) = 0 AREA-AVERAGE RtJNOFF COEFFICIENT = 0.8182 StJBAREA AREA(ACRES) = 0.56 StJBAREA RUNOFF (CPS) = 2.41 m TOTAL AREA(ACRES) = 1.2 TOTAL RtJNOFF(CFS) = 4.95 TC(MIN.) = 9.78 •I **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 210.00 IS CODE = 31 m ^ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< " >>>»USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) «<« IPI ELEVATION DATA: tJPSTREAM(FEET) = 340.00 DOWNSTREAM(FEET) = 337.85 PLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 IM DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.52 ESTIMATED PIPE DIAMETER (INCH) = 12.00 NtJMBER OF PIPES = 1 ii PIPE-FLOW(CFS) = 4.95 ^ PIPE TRAVEL TIME(HIN.) = 0.10 Tc(HIN.) = 9.88 LONGEST FLOWPATH FROH NODE 100.00 TO NODE 210.00 = 770.00 FEET. IP **************************************************************************** FLOW PROCESS FROH NODE 210.00 TO NODE 210.00 IS CODE = 1 >>>»DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<<<« * TOTAL NUMBER OF STREAMS = 2 H CONFLtJENCE VALtJES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.88 RAINFALL INTENSITY(INCH/HR) = 4.92 m TOTAL STREAM AREA(ACRES) = 1.22 m m ^ PEAK FLOW RATE (CFS) AT CONFLtJENCE = 4.95 **************************************************************************** ^ FLOW PROCESS FROH NODE 200.00 TO NODE 205.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL StJBAREA ANALYSIS<<<« ^ •USER SPECIFIED (StJBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .3500 ^ S.C.S. CURVE NUMBER (AMC II) = 0 INITIAL StJBAREA FLOW-LENGTH (FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 366.50 ^ DOWNSTREAM ELEVATION(FEET) = 364.50 ELEVATION DIFFERENCE(FEET) = 2.00 *• StJBAREA OVERLAND TIME OF FLOW (MIN.) = 6.014 100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 6.783 IB, StJBAREA RUNOFF (CFS) = 0.24 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24 mm **************************************************************************** FLOW PROCESS FROH NODE 205.00 TO NODE 210.00 IS CODE = 61 >>»>COHPtJTE STREET FLOW TRAVEL TIHE THRU StJBAREA<<<<< >>>>> (STANDARD CtJRB SECTION USED) <<«< mm UPSTREAM ELEVATION(FEET) = 364.50 DOWNSTREAM ELEVATION(FEET) = 341.00 STREET LENGTH(FEET) = 830.00 CtJRB HEIGHT (INCHES) = 6.0 ^ STREET HALFWIDTH(FEET) = 14.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OtJTSIDE STREET CROSSFALL (DECIMAL) = 0.020 SPECIFIED NtJMBER OF HALFSTREETS CAIiRYING RUNOFF = 1 m Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 Mi ••TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.49 STREETFLOW MODEL REStlLTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 • HALFSTREET FLOOD WIDTH(FEET) = 5.65 ^ AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.41 • PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 4.05 Tc(HIN.) = 10.07 IP 100 YEAR RAINFALL INTENSITY (INCH/HOtIR) = 4.865 *USER SPECIFIED(SUBAREA): Ml USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.796 • SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF (CFS) = 2.56 ^ TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.73 END OF SUBAREA STREET FLOW HYDRAtlLICS: pi DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.70 FLOW VELOCITY(FEET/SEC.) = 3.84 DEPTH*VELOCITY{FT*FT/SEC.) = 1.08 Mi LONGEST FLOWPATH FROH NODE 200.00 TO NODE 210.00 = 880.00 FEET. **************************************************************************** PLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 81 >>»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<«< Pt 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.865 •USER SPECIFIED(SUBAREA): IM USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CtJRVE NtJMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8303 ^ StJBAREA AREA (ACRES) = 0.61 SUBAREA RtJNOFF (CFS) = 2.56 ^ TOTAL AREA(ACRES) = 1.3 TOTAL RtJNOFF(CFS) = 5.29 TC{MIN.) = 10.07 ^m **************************************************************************** m ^ FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 1 >»>>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<«<< >»>>AND COMPUTE VARIOUS CONFLtJENCED STREAM VALUES<<<<< TOTAL NtJHBER OF STREAMS = 2 CONFLtJENCE VALtJES USED FOR INDEPENDENT STREAM 2 ARE; ^ TIME OF CONCENTRATION(HIN.) = 10.07 RAINFALL INTENSITY(INCH/HR) = 4.8 7 ^ TOTAL STREAH AREA(ACRES) = 1.31 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 5.2 9 •• CONFLtJENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUHBER (CFS) (MIN.) (INCH/HOtJR) (ACRE) 1 4.95 9.88 4 . 924 1.22 mm 2 5.29 10.07 4.865 1.31 M RAINFALL INTENSITY AND TIHE OF CONCENTRATION liATIO CONFLtJENCE FORMtJLA USED FOR 2 STREAMS. •* ** PEAK FLOW RATE TABLE ** STREAM RtJNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.14 9.88 4.924 mm 2 10.18 10.07 4.865 M COMPtJTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.18 Tc(MIN.) = 10.07 TOTAL AREA(ACRES) = 2.5 ^ LONGEST FLOWPATH FROH NODE 200.00 TO NODE 210.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROH NODE 210.00 TO NODE 325.00 IS CODE = 31 mm >>>»COMPtjrE PIPE-FLOW TRAVEL TIME THRU SUBAREA<«<c Ml >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) <<<« ELEVATION DATA: UPSTREAM(FEET) = 337.50 DOWNSTREAM(FEET) = 334.50 FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.013 ^ DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ) = 12.18 ESTIMATED PIPE DIAHETER (INCH) = 15.00 NtJHBER OF PIPES = 1 mm PIPE-FLOW(CFS) = 10.18 PIPE TRAVEL TIME(HIN.) = 0.09 Tc(MIN.) = 10.15 •i LONGEST FLOWPATH FROM NODE 200.00 TO NODE 325.00 = 944.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 10 ^ >»>>MAIN-STREAM HEHORY COPIED ONTO MEMORY BANK # 1 <<«< **************************************************************************** IM FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 21 >»>>RATIONAL HETHOD INITIAL StJBAREA ANALYSIS«<<< , ._ ^, _ = — = = = = = = = —= = -=—'=:^ = = ^ = = = = == = = = = = -=-=-=-= —— •=— — —— = = = = :=^^=:^ = = ^ •USER SPECIFIED (StJBAREA) ; USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CtJRVE NUHBER (AHC II) = 0 m INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAH ELEVATION(FEET) = 361.00 in DOWNSTREAM ELEVATION(FEET) = 355.50 ELEVATION DIFFERENCE(FEET) = 5.50 _ SUBAREA OVERLAND TIME OF FLOW{MIN.) = 1.359 WARNING: THE MAXIMtJM OVERLAND FLOW SLOPE, 10.%, IS USED IN TC CALCULATION! Il 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINtJTE. SUBAREA RtJNOFF (CFS) = 0.66 mm TOTAL AREA(ACRES) = 0.10 TOTAL RtJNOPF(CFS) = 0.66 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 310.00 IS CODE = 61 >>>>>COMPtJTE STIiEET FLOW TRAVEL TIHE THRU StJBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAH ELEVATION(FEET) = 355.50 DOWNSTREAH ELEVATION(FEET) = 354.00 STREET LENGTH(FEET) = 210.00 CtJRB HEIGHT (INCHES) = 6.0 STREET HALFWIDTH(FEET) = 2 8.00 DISTANCE FROH CROWN TO CROSSFALL GRADEBREAK(FEET) = 23.00 INSIDE STREET CROSSFALL(DECIHAL) = 0.020 OtJTSIDE STREET CROSSFALL (DECIMAL) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0130 ••TRAVEL TIME COMPtJTED USING ESTIMATED FLOW(CFS) = 1.46 STREETFLOW HODEL REStJLTS USING ESTIMATED FLOW: STREET PLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.56 STREET FLOW TRAVEL TIHE(MIN.) = 1.79 Tc(MIN.) = 3.15 100 YEAR RAINFALL INTENSITY(INCH/HOtJR) = 7.641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. *USER SPECIFIED (StJBAREA) ; USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CtJRVE NUMBER (AMC II) = 0 AREA-AVERAGE RtJNOFF COEFFICIENT = 0.870 StJBAREA AREA (ACRES) = 0.24 StJBAREA RUNOFF (CFS) = 1.60 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 2.26 END OF StJBAREA STREET FLOW HYDRAULICS; DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.65 Ml FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 310.00 = 260.00 FEET. HI **************************************************************************** FLOW PROCESS FROH NODE 310.00 TO NODE 310.00 IS CODE = 81 Ml m >»>>ADDITION OF StJBAREA TO MAINLINE PEAK FLOW<«<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641 f/H NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. •USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 • S.C.S. CURVE NUMBER (AMC II) = 0 ^ AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700 • SUBAREA AREA (ACRES) = 0.24 SUBJiREA RtJNOFF (CFS) = 1.60 TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 3.86 PH TC(MIN.) = 3.15 Ml **************************************************************************** FLOW PROCESS FROH NODE 310.00 TO NODE 315.00 IS CODE = 31 >>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<«< ^ >>>»USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 347.30 DOWNSTREAM(FEET) = 345.50 fP FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.1 INCHES IM PIPE-FLOW VELOCITY(FEET/SEC.) = 4.94 ESTIMATED PIPE DIAMETER (INCH) = 15.00 NtJMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.86 • PIPE TRAVEL TIME(MIN.) = 0.76 Tc(HIN.) = 3.91 ^ LONGEST FLOWPATH FROM NODE 300.00 TO NODE 315.00 = 485-00 FEET. **************************************************************************** PI FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 13 .>CLEAR THE HAIN-STREAM MEHORY<<<<< m m m **************************************************************************** FLOW PROCESS FROH NODE 315.00 TO NODE 315.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<« USER-SPECIFIED VALtJES ARE AS FOLLOWS: TC(HIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.64 TOTAL AREA(ACRES) = 0.58 TOTAL RtJNOFF(CFS) = 1.82 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 10 >» >>MAIN-STREAM MEMORY COPIED ONTO HEHORY BANK # 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 705.00 IS CODE = 21 >>>>>RATIONAL HETHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): ^ USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CtJRVE NtJHBER (AHC II) = 0 pg INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 355.10 DOWNSTREAH ELEVATION(FEET) = 354.00 • ELEVATION DIFFERENCE(FEET) = 1.10 StJBAREA OVERLAND TIHE OF PLOW(MIN.) = 2.251 • 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. PI StJBAREA RUNOFF (CFS) = 0.66 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.66 Ml **************************************************************************** FLOW PROCESS FROH NODE 705.00 TO NODE 312.00 IS CODE = 61 m ^ >»>>COMPtJTE STREET FLOW TRAVEL TIHE THRU StJBAREA<«« >>>>> (STANDAIID CURB SECTION USED)<<<<< UPSTREAH ELEVATION(FEET) = 354.00 DOWNSTREAM ELEVATION(FEET) = 350.50 STREET LENGTH(FEET) = 200.00 CtJRB HEIGHT (INCHES) = 6.0 Ml STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROH CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIHAL) = 0.020 ^ OtJTSIDE STREET CROSSFALL (DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RtJNOFF = 1 PI Manning's FRICTION FACTOR for Streetflow Section{curb-to-curb) = 0.0130 Mi **TRAVEL TIHE COMPtJTED USING ESTIMATED PLOW(CFS) = 1.99 STREETFLOW HODEL REStlLTS USING ESTIHATED FLOW: STREET FLOW DEPTH(FEET) = 0.2 8 HALFSTREET FLOOD WIDTH(FEET) = 7.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 1.13 Tc(HIN.) = 3.3 8 PI 100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 7.641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. HI *USER SPECIFIED (StJBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NtJHBER (AMC II) = 0 ^ AREA-AVERAGE RtJNOFF COEFFICIENT = 0.870 ^ SUBAREA AREA (ACRES) = 0.40 StJBAREA RtJNOFF (CFS) = 2.66 TOTAL AREA(ACRES) = 0.5 PEAK FLOW J4ATE(CFS) = 3.32 m END OF SUBAREA STREET FLOW HYDRAULICS: Hi m ^ DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.41 FLOW VELOCITY(FEET/SEC.) = 3.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 312.00 = 250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 81 ^ >>>>>ADDITION OF StJBAREA TO MAINLINE PEAK FLOW<<<<< ^ 100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 7.641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. *OSER SPECIFIED (StJBAREA) : ^ USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CURVE NUMBER (AHC II) = 0 AREA-AVERAGE RtJNOFF COEFFICIENT = 0.8700 StJBAREA AREA(ACRES) = 0.40 SUBAREA RtJNOFF(CFS) = 2.66 im» TOTAL AREA(ACRES) = 0.9 TOTAL RtJNOFF (CFS) = 5.98 TC(HIN.) = 3.3 8 mm **************************************************************************** FLOW PROCESS FROH NODE 312.00 TO NODE 312.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAH FOR CONFLUENCE<:<«< TOTAL NUHBER OF STREAHS = 2 mm CONFLtJENCE VALUES USED FOR INDEPENDENT STREAH 1 ARE: TIHE OF CONCENTRATION(MIN.) = 3.3 8 ^ RAINFALL INTENSITY(INCH/HR) = 7.64 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.98 mm **************************************************************************** FLOW PROCESS FROH NODE 400.00 TO NODE 405.00 IS CODE = 21 IP >>>>>RATIONAL HEirHOD INITIAL SUBAREA ANALYSIS««< Ml *USER SPECIFIED(SUBAREA): USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CURVE NUHBER (AMC II) = 0 ^ INITIAL StJBAREA FLOW-LENGTH (FEET) = 50.00 ^ UPSTREAM ELEVATION(FEET) = 359.00 DOWNSTREAM ELEVATION(FEET) = 354.00 ELEVATION DIFFERENCE(FEET) = 5.00 PI StJBAREA OVERLAND TIHE OF FLOW(MIN.) = 1.359 WARNING: THE MAXIMtJM OVERLAND FLOW SLOPE, 10.*, IS USED IN Tc CALCtJLATION! Hi 100 YEAR RAINFALL INTENSITY (INCH/HOtJE) = 7.641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINtJTE. StJBAREA RtJNOFF (CFS) = 0.66 * TOTAL AREA (ACRES) = 0.10 TOTAL RtJNOFF (CFS) = 0.66 ^ **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 410.00 IS CODE = 51 Hi >>»>COHPtJTE TRAPEZOIDAL CJUUmEL FLOW<<<<< IM >>»>TRAVELT1HE THRU StJBAREA (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 354.00 DOWNSHiEAM(FEET) = 351.00 * CHANNEL LENGTH THRU StJBAREA (FEET) = 152.00 CHANNEL SLOPE = 0.0197 ^ CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = 0.015 MAXIHUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU StJBAREA(CFS) = 0.66 Ml FLOW VELOCITY(FEET/SEC.) = 1.85 FLOW DEPTH (FEET) = 0.06 TRAVEL TIHE(HIN.) = 1.37 Tc(HIN.) = 2.73 iH LONGEST FLOWPATH FROM NODE 400.00 TO NODE 410.00 = 202.00 FEET. **************************************************************************** * FLOW PROCESS FROH NODE 410.00 TO NODE 410.00 IS CODE = 81 >»>>ADDITION OF StJBAREA TO MAINLINE PEAK FLOW«<<< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 7.641 m ^ NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-HINtJTE. •USER SPECIFIED (StJBAREA) : USER-SPECIFIED RUNOFF COEFFICIENT = .8700 S.C.S. CtJRVE NUHBER (AMC II) = 0 AREA-AVERAGE RtJNOFF COEFFICIENT = 0.8700 StJBAREA AREA (ACRES) = 0.18 StJBAREA RtJNOFF (CFS) = 1.20 TOTAL AREA(ACRES) = 0.3 TOTAL RtJNOFF{CFS) = 1.86 ^ TC(HIN.) = 2.73 ^ **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 312.00 IS CODE = 31 ^ >>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<« >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< *• ============================================================================ ELEVATION DATA: UPSTREJiM (FEET) = 351.00 DOWNSTREAM (FEET) = 345.80 p. FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAHETER(INCH) INCREASED TO 12.000 ^ DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.51 ESTIHATED PIPE DIAMETER(INCH) = 12.00 NtJMBER OF PIPES = 1 f-" PIPE-FLOW(CFS) = 1.86 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 2.76 LONGEST FLOWPATH FROH NODE 400.00 TO NODE 312.00 = 227.00 FEET. ^ **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 1 ^ >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<<<<< >>>>>AND COHPtJTE VARIOUS CONFLtJENCED STREAM VALUES<<«< TOTAL NtJMBER OF STREAHS = 2 CONFLtJENCE VALUES USED FOR INDEPENDENT STREAH 2 ARE: TIME OF CONCENTRATION(MIN.) = 2.76 m RAINFALL INTENSITY(INCH/HR) = 7.64 TOTAL STREAH AREA(ACRES) = 0.28 Ml PEAK FLOW RATE (CFS) AT CONFLtJENCE = 1.86 ** CONFLtJENCE DATA •• STREAM RtJNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 5.98 3.38 7.641 0.90 2 1.86 2.76 7.641 0.28 m RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO • CONFLUENCE FORMULA USED FOR 2 STREAHS. *• PEAK FLOW RATE TABLE •• • STREAM RUNOFF Tc INTENSITY 1^ NtJMBER (CFS) (MIN. ) (INCH/HOtJR) * 1 6-74 2.76 7.641 2 7.84 3.38 7.641 m COMPUTED CONFLtJENCE ESTIMATES ARE AS FOLLOWS: VM PEAK FLOW RATE(CFS) = 7.84 Tc(MIN.) = 3.38 TOTAL AREA(ACRES) = 1.2 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 312.00 = 250.00 FEET. m ^ **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 315.00 IS CODE = 31 Ml >»»COMPtJTE PIPE-FLOW TRAVEL TIME THRU i SUB ARE A<<«< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) <<«< Ml ============================================================================ ELEVATION DATA; UPSTREAH(FEET) = 345.60 DOWNSTREAM(FEET) = 345.40 FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES g| PIPE-FLOW VELOCITY(FEET/SEC.) = 5.15 ESTII^TED PIPE DIAMETER (INCH) = 21.00 NtJHBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.84 Ml PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 3.50 Ml iM LONGEST FLOWPATH FROH NODE 700.00 TO NODE 315.00 = 286.00 FEET. **************************************************************************** FLOW PROCESS FROH NODE 315.00 TO NODE 315.00 IS CODE = 13 >»>>CLEAR THE MAIN-STREAM HEHORY<<<<< **************************************************************************** FLOW PROCESS FROH NODE 315.00 TO NODE 315.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<«<< USER-SPECIFIED VALtJES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 7.64 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 4.18 **************************************************************************** FLOW PROCESS FROH NODE 315.00 TO NODE 315.00 IS CODE = 11 >>>>>CONFLUENCE HEHORY BANK # 2 WITH THE MAIN-STREAM MEMORY«< << Mi •• HAIN STREAM CONFLUENCE DATA •• STREAM RtJNOFF Tc INTENSITY AREA NtJHBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.18 5-00 7.641 1.20 PH LONGEST FLOWPATH FROM NODE 700.00 TO NODE 315.00 = 286.00 FEET. •* MEMORY BANK # 2 CONFLtJENCE DATA *• STREAM RtJNOFF Tc INTENSITY AREA NtJMBER (CFS) (MIN. ) (INCH/HOtJE) (ACRE) 1 1.82 5.00 7.641 0.58 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 315.00 = 485.00 FEET. ™ •• PEAK FLOW RATE TABLE •• Ml STREAM RtJNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.00 5.00 7.641 • 2 6.00 5.00 7.641 g| ^ COMPtJTED CONFLtJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.00 Tc(MIN.) = 5.00 IPI TOTAL AREA(ACRES) = 1.8 m **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 320.00 IS CODE = 31 >>>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<<< ^ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) <«<< ELEVATION DATA: UPSTREAH(FEET) = 345.30 DOWNSTREAM(FEET) = 344.45 PI FLOW LENGTH(FEET) = 53.00 HANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.7 INCHES Ml PIPE-FLOW VELOCITY(FEET/SEC.) = 7.13 ESTIMATED PIPE DIAHETER(INCH) = 15.00 NUHBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.00 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 5.12 LONGEST FL0WPAT7H FROM NODE 300.00 TO NODE 320.00 = 538.00 FEET. **************************************************************************** IP FLOW PROCESS FROH NODE 320.00 TO NODE 325.00 IS CODE = 31 Hi »>>>COMPtJTE PIPE-FLOW TRAVEL TIME THRU StJBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< * ELEVATION DATA: UPSTREAM(FEET) = 344.45 DOWNSTREAM(FEET) = 334.50 m FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.45 PI ESTIMATED PIPE DIAMETER (INCH) = 12.00 NtJMBER OF PIPES = 1 Hi m PIPE-FLOW(CFS) = 6.00 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(HIN.) = 5.62 LONGEST FLOWPATH FROH NODE 300.00 TO NODE 325.00 = 818.00 FEET. t*******************************4**********************************j,*^**^j,^ FLOW PROCESS FROM NODE 325.00 TO NODE 325.00 IS CODE = 11 >»»CONFLtJENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<«<< ** MAIN STREAM CONFLtJENCE DATA *• STREAM RtJNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.00 5.62 7.088 1.78 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 818.00 FEET. •• HEHORY BANK # 1 CONFLtJENCE DATA •• STREAH RtJNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.18 10.15 4.838 2.53 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 325.00 = 944.00 FEET. •• PEAK FLOW RATE TABLE •* STREAM RtJNOFF Tc INTENSITY NtJMBER (CPS) (HIN.) (INCH/HOUR) 1 11.63 5.62 7.088 2 14.27 10.15 4.838 COMPtJTED CONFLtJENCE ESTIMATES RRE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.27 Tc(MIN.) = 10.15 TOTAL JU?EA(ACRES) = 4.3 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 505.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL StIBAREA ANALYSIS <<<<< •USER SPECIFIED (StJBAREA) : USER-SPECIFIED RtJNOFF COEFFICIENT = .8700 S.C.S. CtJRVE NtJHBER (AMC II) = 0 INITIAL StJBAREA FLOW-LENGTH (FEET) = 114.00 UPSTREAH ELEVATION(FEET) = 354.50 DOWNSTREAM ELEVATION(FEET) = 354.00 ELEVATION DIFFERENCE(FEET) = 0.50 StJBAREA OVERLAND TIHE OF FLOW (MIN.) = 3.688 WAI?NING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIHtJH OVERLAND FLOW LENGTH = 50.00 (Reference: Table 3-IB of Hydrology Manual) THE HAXIHtJM OVERLAND FLOW LENGTH IS USED IN Tc CALCtJLATION! 100 YEAR mviNFALL INTENSITY(INCH/HOtm) = 7.S41 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-HINtJTE. SUBAREA RtJNOFF (CFS) = 2.13 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 2.13 **************************************************************************^* FLOW PROCESS FROH NODE 600.00 TO NODE 605.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL StJBAREA ANALYSIS<<«< •USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .8700 PI S.C.S. CtJRVE NtJMBER (AMC II) = 0 INITIAL StJBAREA FLOW-LENGTH (FEET) = 68.00 Ml UPSTREAM ELEVATION(FEET) = 355.00 DOWNSTREAM ELEVATION(FEET) = 354.50 ELEVATION DIFFERENCE(FEET) = 0.50 * StJBAREA OVERLAND TIME OF FLOW(MIN.) = 3.393 |g WARNING: INITIAL StJBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMtJM OVERLAND FLOW LENGTH = 54.71 (Reference: Table 3-lB of Hydrology Manual) Ml THE MAXIMtJM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! m 100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 7.641 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 1.06 0.16 TOTAL RtJNOFF (CFS) = 1.06 tpi END OF STtJDY SUMMARY; TOTAL AREA(ACRES) 0.2 TC(MIN.) = 3.3 9 mm PEAK FLOW RATE(CFS) 1.06 1 tl 1 It 1 II 1 i< 1 11 1 II 1 II 1 II 1 II 1 II 1 It 1 It 1 II 1 It 1 It 1 II 1 tt 1 It 1 It 1 II 1 It 1 II 1 tl 1 tl 1 It I tl 1 11 1 It 1 It 1 It 1 It 1 It 1 II 1 It 1 It 1 It 1 II 1 It 1 It 1 It 1 It 1 II 1 11 1 tl t II 1 1' 1 I' 1 1. 1 II 1 II 1 II 1 II 1 II I ii 1 l: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 II 1 tl 1 II t II 1 II 1 II 1 END OF RATIONAL METHOD ANALYSIS Ml Ml m m APPENDIX C RATIONAL METHOD HYDROGRAPH PROGRAM •'•OPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY •KUN DATE 2/2/2009 HYDROGRAPH FILE NAME Textl •TIME OF CONCENTRATION 5 MIN. HOUR RAINFALL 1.85 INCHES fc^ASINAREA 1.2 ACRES RUNOFF COEFFICIENT 0.87 PEAK DISCHARGE 5 CFS IME MIN) = 0 DISCHARGE (CFS) = 0 •TIME MIN) = 5 DISCHARGE (CFS) = 0.1 TIME MIN) 10 DISCHARGE (CFS) = 0.1 -'IME MIN) = 15 DISCHARGE (CFS) = 0.1 IME MIN) = 20 DISCHARGE (CFS) = 0.1 •flME MIN) -25 DISCHARGE (CFS) = 0.1 TIME MIN) = 30 DISCHARGE (CFS) = 0.1 ^IME MIN) = 35 DISCHARGE (CFS) = 0.1 IME MIN) = 40 DISCHARGE (CFS) = 0.1 a«IME MIN) 45 DISCHARGE (CFS) = 0.1 TIME MIN) 50 DISCHARGE (CFS) = 0.1 TIME MIN) 55 DISCHARGE (CFS) = 0.1 **IME MIN) -60 DISCHARGE (CFS) = 0.1 IME MIN) = 65 DISCHARGE (CFS) = 0.1 "TIME MIN) = 70 DISCHARGE (CFS) = 0.1 TIME MIN; = 75 DISCHARGE (CFS) = 0.1 -TIME (MIN; 80 DISCHARGE (CFS) = 0.1 IME (MIN) = 85 DISCHARGE (CFS) = 0.1 M.1ME MIN) = 90 DISCHARGE (CFS) = 0.2 TIME MIN) = 95 DISCHARGE (CFS) = 0.2 .JIME MIN' = 100 DISCHARGE (CFS) = 0.2 "IME MIN' 105 DISCHARGE (CFS) = 0.2 ^IME (MIN) -110 DISCHARGE (CFS) = 0.2 "IME (MIN) = 115 DISCHARGE (CFS) = 0.2 TIME (MIN = 120 DISCHARGE (CFS) = 0.2 "-•IME (MIN = 125 DISCHARGE (CFS) = 0.2 "IME (MIN) = 130 DISCHARGE (CFS) = 0.2 •i'lME (MIN) = 135 DISCHARGE (CFS) = 0.2 TIME (MIN) = 140 DISCHARGE (CFS) = 0.2 -JIME (MIN = 145 DISCHARGE (CFS) = 0.2 "IME (MIN 150 DISCHARGE (CFS) = 0.2 .-"IME (MIN) = 155 DISCHARGE (CFS) = 0.2 TIME (MIN) = 160 DISCHARGE (CFS) = 0.2 TIME (MIN) = 165 DISCHARGE (CFS) = 0.2 •^IME (MIN) = 170 DISCHARGE (CFS) = 0.2 "IME (MIN) 175 DISCHARGE (CFS) = 0.3 "^IME (MIN -180 DISCHARGE (CFS) = 0.3 TIME (MIN) = 185 DISCHARGE (CFS) = 0.3 -TIME (MIN) -190 DISCHARGE (CFS) = 0.3 "IME (MIN -195 DISCHARGE (CFS) = 0.3 MIME (MIN) = 200 DISCHARGE (CFS) = 0.3 TIME (MIN) = 205 DISCHARGE (CFS) = 0.4 TIME (MIN = 210 DISCHARGE (CFS) = 0.4 IME (MIN = 215 DISCHARGE (CFS) = 0.5 T"IME (MIN -220 DISCHARGE (CFS) = 0.5 T"IME (MtN' -225 DISCHARGE (CFS) = 0.6 TIME (MIN = 230 DISCHARGE (CFS) = 0.7 •TIME MIN' = 235 DISCHARGE (CFS) = 1 a^lME (MtN) 240 DISCHARGE (CFS) = 1.5 '^IME MIN' = 245 DISCHARGE (CFS) = 5 TIME MIN = 250 DISCHARGE (CFS) = 0.8 ^IME (MIN' = 255 DISCHARGE (CFS) = 0.5 •IME (MIN) = 260 DISCHARGE (CFS) = 0.4 iriME (MIN = 265 DISCHARGE (CFS) = 0.4 TIME (MIN = 270 DISCHARGE (CFS) = 0.3 TIME (MIN) 275 DISCHARGE (CFS) = 0.3 »IME (MIN -280 DISCHARGE (CFS) = 0.2 l^'IME ~IME (MIN) -285 DISCHARGE (CFS) = 0.2 l^'IME ~IME (MIN 290 DISCHARGE (CFS) = 0.2 TIME (MIN) 295 DISCHARGE (CFS) = 0.2 MTIME (MIN = 300 DISCHARGE (CFS) = 0.2 ^IME •TIME (MIN) -305 DISCHARGE (CFS) = 0.2 ^IME •TIME (MIN) -310 DISCHARGE (CFS) = 0.2 TIME (MIN) = 315 DISCHARGE (CFS) = 0.2 J"IME (MIN) 320 DISCHARGE (CFS) = 0.2 "iME (MIN) -325 DISCHARGE (CFS) = 0.1 MflME (MIN) 330 DISCHARGE (CFS) = 0,1 TIME (MIN) = 335 DISCHARGE (CFS) = 0.1 TIME (MIN) -340 DISCHARGE (CFS) = 0.1 PriME (MIN) -345 DISCHARGE (CFS) = 0.1 ^IME (MIN) -350 DISCHARGE (CFS) = 0.1 TIME (MIN) = 360 DISCHARGE (CFS) = 0.1 •"ME (MIN) = 365 DISCHARGE (CFS) = 0 m m m m m RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY •^UN DATE 2/3/2009 HYDROGRAPH FILE NAME Textl rflME OF CONCENTRATION 5 MIN. i HOUR RAINFALL 2.25 INCHES l^ASINAREA 1.2 ACRES RUNOFF COEFFICIENT 0.87 J^EAK DISCHARGE 6.1 CFS JIME n"IME (MIN) = 0 DISCHARGE (CFS) = 0 JIME n"IME (MIN) = 5 DISCHARGE (CFS) = 0.1 TIME (MIN; = 10 DISCHARGE (CFS) = 0.1 ^IME MIN' = 15 DISCHARGE (CFS; = 0.1 TIME MIN) = 20 DISCHARGE (CFs; -0.1 •flME 'MIN) = 25 DISCHARGE (CFs; = 0.1 TIME (MIN) -30 DISCHARGE (CFS) = 0.1 «;riME 'MIN) = 35 DISCHARGE (CFs; 0.2 TIME (MIN) -40 DISCHARGE (CFs; 0.2 MiME (MIN) = 45 DISCHARGE (CFS) = 0.2 TIME (MIN) 50 DISCHARGE (CFs; = 0.2 TIME (MIN) = 55 DISCHARGE (CFs; = 0.2 "TIME (MIN' = 60 DISCHARGE (CFS) = 0.2 riME (MIN -65 DISCHARGE (CFS) = 0.2 n^lME (MIN = 70 DISCHARGE (CFs; = 0.2 TIME (MIN) = 75 DISCHARGE (CFs; 0.2 •^IME (MIN) = 80 DISCHARGE (CFs; = 0.2 TIME (MIN) = 85 DISCHARGE (CFS) = 0.2 *^IME (MIN) = 90 DISCHARGE (CFs; = 0.2 TIME (MIN) = 95 DISCHARGE (CFS) = 0.2 ^IME (MIN = 100 DISCHARGE (CFS) 0.2 TIME (MIN -105 DISCHARGE (CFS) = 0.2 JIME (MIN = 110 DISCHARGE (CFs; = 0.2 TIME (MIN = 115 DISCHARGE (CFs; 0.2 TIME (MIN = 120 DISCHARGE (CFs; = 0.2 n"IME (MIN = 125 DISCHARGE (CFS) 0.2 TIME (MIN = 130 DISCHARGE (CFS) = 0.2 •TIME (MIN = 135 DISCHARGE (CFS) = 0.2 TIME (MIN = 140 DISCHARGE (CFS) = 0.2 -TIME (MIN -145 DISCHARGE (CFS) = 0.2 TIME (MIN = 150 DISCHARGE (CFS) = 0.3 mJME (MIN = 155 DISCHARGE (CFS) 0,3 TIME (MIN = 160 DISCHARGE (CFS) = 0.3 TIME (MIN 165 DISCHARGE (CFS) = 0.3 TIME (MIN = 170 DISCHARGE (CFS) = 0,3 TIME (MIN) 175 DISCHARGE (CFS) -0.3 "^IME (MIN = 180 DISCHARGE (CFS) -0,3 TIME (MIN) = 185 DISCHARGE (CFS) -0.3 -TIME (MIN = 190 DISCHARGE (CFS) = 0.4 TIME (MIN = 195 DISCHARGE (CFS) 0.4 -<IME (MIN = 200 DISCHARGE (CFS) = 0,4 TIME (MIN = 205 DISCHARGE (CFS) 0,5 JIME (MIN) = 210 DISCHARGE (CFS) = 0,5 TIME (MIN 215 DISCHARGE (CFS) = 0.6 JIME (MIN = 220 DISCHARGE (CFS) = 0,6 TIME (MIN) = 225 DISCHARGE (CFs; = 0.7 TIME (MIN) = 230 DISCHARGE (CFs; = 0.8 ^IME (MIN) = 235 DISCHARGE (CFs; = 1,2 JIME •TIME (MIN) = 240 DISCHARGE (CFs; = 1,8 JIME •TIME (MIN) = 245 DISCHARGE (CFs; 6.1 TIME (MIN) = 250 DISCHARGE CFS' = 1 •TIME (MIN) = 255 DISCHARGE (CFs; = 0.7 "IME (MIN) = 260 DISCHARGE (CFs; -0,5 tariME (MIN) = 265 DISCHARGE (CFs; = 0.4 TIME (MIN) = 270 DISCHARGE (CFS) = 0,4 JIME ~IME (MIN) = 275 DISCHARGE (CFS) = 0,3 JIME ~IME (MIN) = 280 DISCHARGE (CFS) = 0.3 ^IME "iME (MIN) = 285 DISCHARGE (CFs; 0.3 ^IME "iME (MIN) = 290 DISCHARGE (CFs; = 0.3 TIME (MIN) = 295 DISCHARGE (CFS) = 0.2 PriME (MIN' = 300 DISCHARGE (CFS) -0,2 JIME (MIN' = 305 DISCHARGE (CFS) -0,2 •TIME (MIN) = 310 DISCHARGE (CFS) = 0.2 TIME (MIN) = 315 DISCHARGE (CFS) 0.2 JIME (MIN) -320 DISCHARGE (CFs; -0.2 TIME (MIN; = 325 DISCHARGE (CFs; = 0,2 UriME (MIN; = 330 DISCHARGE (CFs; = 0,2 TIME (MIN; = 335 DISCHARGE (CFS) 0.2 TIME MIN; = 340 DISCHARGE (CFS) = 0,2 ^IME (MIN' 345 DISCHARGE (CFS) = 0.2 JIME (MIN) = 350 DISCHARGE (CFS) -0.2 TIME (MIN) = 360 DISCHARGE (CFS) = 0.1 "nME(MIN)= 365 DISCHARGE (CFS) = 0 m Mi m m m mu m m RATIONAL METHOD HYDROGRAPH PROGRAM "COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY •KUN DATE 2/2/2009 HYDROGRAPH FILE NAME Textl UIME OF CONCENTRATION 5 MIN. HOUR RAINFALL 2.9 INCHES ,«ASIN AREA 1.2 ACRES RUNOFF COEFFICIENT 0.87 PEAK DISCHARGE 7.8 CFS IME MIN) = 0 DISCHARGE (CFS) = 0 *TlME MIN) = 5 DISCHARGE (CFS) = 0,2 TIME MIN) = 10 DISCHARGE (CFS) = 0.2 ""IME MIN) 15 DISCHARGE (CFS) = 0.2 IME MIN) -20 DISCHARGE (CFS) = 0.2 •NTlME MIN) = 25 DISCHARGE (CFS) = 0.2 TIME MIN) = 30 DISCHARGE (CFS) = 0.2 aiME MIN) = 35 DISCHARGE (CFS) = 0.2 IME MIN) = 40 DISCHARGE (CFS) = 0.2 •-IME MIN) = 45 DISCHARGE (CFS) = 0.2 TIME MIN) = 50 DISCHARGE (CFS) = 0,2 TIME MIN) = 55 DISCHARGE (CFS) = 0.2 "~IME MIN) = 60 DISCHARGE (CFS) = 0.2 IME MIN) -65 DISCHARGE (CFS) = 0.2 "TIME MIN) = 70 DISCHARGE (CFS) = 0.2 TIME MIN) 75 DISCHARGE (CFS) = 0.2 -^IME MIN) = 80 DISCHARGE (CFS) = 0.2 "IME MIN) = 85 DISCHARGE (CFS) = 0,2 •i^'IME (MIN) = 90 DISCHARGE (CFS) = 0.2 TIME (MIN) = 95 DISCHARGE (CFS) = 0.2 JIME (MIN) = 100 DISCHARGE (CFS) = 0.2 'IME (MIN) = 105 DISCHARGE (CFS) = 0.3 ^'IME (MIN) = 110 DISCHARGE (CFS) = 0.3 ~IME (MIN) = 115 DISCHARGE (CFS) = 0.3 TIME MIN) = 120 DISCHARGE (CFS) = 0.3 —"IME (MIN) 125 DISCHARGE (CFS) = 0.3 'IME (MIN) = 130 DISCHARGE (CFS) = 0.3 -!"IME (MIN) = 135 DISCHARGE (CFS) = 0.3 TIME (MIN) = 140 DISCHARGE (CFS) = 0.3 ^IME (MIN) = 145 DISCHARGE (CFS) = 0.3 "IME (MIN) = 150 DISCHARGE (CFS) = 0.3 JIME (MIN) = 155 DISCHARGE (CFS) = 0.3 TIME (MIN) = 160 DISCHARGE (CFS) = 0.4 TIME (MIN) = 165 DISCHARGE (CFS) = 0.4 """IME (MIN) = 170 DISCHARGE (CFS) = 0.4 JIME (MIN) = 175 DISCHARGE (CFS) = 0,4 ~IME (MIN; = 180 DISCHARGE (CFS) = 0.4 TIME MIN' = 185 DISCHARGE (CFS) = 0.4 flflME (MIN' = 190 DISCHARGE (CFS) = 0.5 TIME (MIN) = 195 DISCHARGE (CFS) = 0.5 MTIME (MIN) = 200 DISCHARGE (CFS) = 0.5 TIME (MIN) = 205 DISCHARGE (CFS) = 0.6 JIME "iME (MIN) = 210 DISCHARGE (CFS) = 0.6 JIME "iME (MIN) = 215 DISCHARGE (CFS) = 0,7 ^IME ^IME (MIN -220 DISCHARGE (CFS) = 0.8 ^IME ^IME (MIN' = 225 DISCHARGE (CFS) = 0.9 TIME (MIN) = 230 DISCHARGE (CFS) = 1.1 MTIME (MIN) = 235 DISCHARGE (CFS) = 1.6 JIME ^IME (MIN = 240 DISCHARGE (CFS) = 2.4 JIME ^IME (MIN 245 DISCHARGE (CFS) = 7.8 TIME (MIN) -250 DISCHARGE (CFS) = 1.3 JIME (MIN) = 255 DISCHARGE (CFS) = 0.8 n-IME (MIN) = 260 DISCHARGE (CFS) = 0,7 iriME (MIN = 265 DISCHARGE (CFS) = 0.6 TIME (MIN = 270 DISCHARGE (CFS) = 0.5 TIME (MIN = 275 DISCHARGE (CFS) = 0.4 %IME (MIN = 280 DISCHARGE (CFS) = 0.4 JIME ^IME (MIN = 285 DISCHARGE (CFS) = 0.4 JIME ^IME (MIN -290 DISCHARGE (CFS) = 0.3 TIME (MIN = 295 DISCHARGE (CFS) = 0.3 mriME (MIN -300 DISCHARGE (CFS) = 0,3 JIME (MIN = 305 DISCHARGE (CFS) = 0.3 •TIME (MIN = 310 DISCHARGE (CFS) = 0.3 TIME (MIN 315 DISCHARGE (CFS) = 0.3 JIME ^IME (MIN 320 DISCHARGE (CFS) = 0.2 JIME ^IME (MIN = 325 DISCHARGE (CFS) = 0.2 HgriME (MIN = 330 DISCHARGE (CFS) = 0.2 TIME (MIN 335 DISCHARGE (CFS) = 0.2 TIME (MIN = 340 DISCHARGE (CFS) = 0.2 PriME (MIN = 345 DISCHARGE (CFS) = 0.2 JIME (MIN = 350 DISCHARGE (CFS) = 0.2 TIME (MIN) = 360 DISCHARGE (CFS) = 0.2 "^ME (MIN) = 365 DISCHARGE (CFS) = 0 HI Ml IH m Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description Manual Reservoir Manual Reservoir 5.00 2.81 2.50 1.32 245 250 245 250 6,840 6,839 3,750 3,749 347.52 348.14 665 390 Basin Detained West Basin Detained Underground Detention underground detained m m m m First Responder-Basin.gpw Return Period: 10 Year Tuesday, Feb 3 2009. 11:34 AM Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 2 West Basin Detained Hydrograph type = Resen/oir Storm frequency = 10 yrs Inflow hyd. No. = 1 Reservoir name = Detention Basin Tuesday, Feb 3 2009, 11:34 AM Peak discharge Time interval Max. Elevation Max. Storage = 2.81 cfs = 5 min = 347.52 ft = 665 cuft Storage Indication method used. Hydrograph Volume = 6,839 cuft Q (cfs) 6.00 • 5.00 - 4.00 - 3.00 - West Basin Detained Hyd. No. 2-10 Yr Ml 2.00 Hi 1.00 0.00 Ml m 0.0 0.8 1.7 2,5 Hyd No. 2 — Hyd No. 1 3.3 4.2 ^ ^ Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 5.0 5.8 6.7 Time (hrs) Pond Report Hydraflow Hydrographs by Intelisolve Pond No. 1 - Detention Basin Pond Data Tuesday, Feb 3 2009,11:34 AM mm Pond storage is based on known values mm Stage / Storage Table mm stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) mm 0.00 345.50 00 0 0 1.00 346.50 00 198 198 2.00 347.50 00 441 639 3,00 348.50 00 1,057 1.696 4.00 349.50 00 1,328 3,024 mm 5.00 350,50 00 1,446 4,470 6.00 351.50 00 1,500 5,970 Culvert / Orifice Structures Weir Structures mm [Al [B] [C] [D] [A] [B] [C] [Dl Rise (in) -18.00 8.00 0,00 0.00 Crest Len (ft) = 4.00 0.40 0.00 0.00 mm Span (in) = 18.00 8.00 0,00 0.00 Crest El. (ft) = 348,80 346.70 0,00 0.00 No. Barrels -1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 0.00 mm Invert El. (ft) -345.50 345,51 0.00 0.00 Weir Type = Riser Rect — ... mm Length (ft) = 50.00 2,00 0.00 0.00 Multi-stage = Yes Yes No No Slope (%) = 0.50 0,50 0.00 0.00 mm N-Value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 mm Multi-Stage -n/a Yes No No Exfiltration = 0,000 in/hr (Contour) Tailwater Elev. = 0.00 Note: Culvert/OrrficG outflows have been analyzed under Inlet and outlet control. Weir riser checked for orifice conditions. Stage / Discharge III m m m m m Stage (ft) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 14.00 16.00 18.00 Discharge (cfs) Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description Manual Resen/oir Manual Reservoir 6.10 3.30 3.00 1.52 245 250 245 250 8.520 8,519 4,350 4,349 347.74 348,38 895 516 Basin Detained West Basin Detained Underground Detention underground detained m m m m m m m m First Responder-Basin.gpw Return Period: 50 Year Tuesday, Feb 3 2009, 12:52 PM Hurlraflnw Hvrirnoranhs hv lntf>li<;olve Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 2 West Basin Detained Hydrograph type = Reservoir Storm frequency = 50 yrs Inflow hyd. No. = 1 Reservoir name = Detention Basin storage Indication method used. Tuesday, Feb 3 2009, 12:52 PM Peak discharge Time interval Max. Elevation Max. Storage = 3.30 cfs = 5 min = 347.74 ft = 895 cuft Hydrograph Volume = 8,519 cuft m m m m m m Q (Cfs) 7.00 • 6.00 - m m 5.00 4.00 3.00 2.00 1.00 0.00 0.0 0.8 Hyd No. 2 West Basin Detained Hyd. No. 2-50 Yr 1.7 2.5 — Hyd No. 1 3.3 4.2 5.0 — ' 5.8 Q (cfs) 7.00 6.00 5.00 -I- 4.00 3.00 2.00 1.00 0.00 6.7 Time (hrs) Pond Report Hydraflow Hydrographs by Intelisolve Pond No. 1 - Detention Basin Pond Data Pond storage is based on known values Stage / Storage Table Tuesday, Feb 3 2009. 12:52 PM mm Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) M 0.00 345.50 00 0 0 1.00 346.50 00 198 198 2.00 347.50 00 441 639 mm 3,00 348.50 00 1,057 1.696 4,00 349,50 00 1,328 3,024 mm 5.00 350.50 00 1,446 4,470 6.00 351.50 00 1,500 5,970 Culvert / Orifice Structures Weir Structures rmm [A] [B] [C] [Dl [A] [B] [C] [D] Rise (in) = 18.00 8,00 0.00 0.00 Crest Len (ft) = 4,00 0.40 0.00 0.00 mm Span (in) = 18.00 8.00 0,00 0.00 Crest El. (ft) = 348.80 346.70 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 0.00 Invert El. (ft) = 345.50 345.51 0.00 0.00 Weir Type = Riser Rect — — mm Length (ft) = 50.00 2.00 0.00 0.00 Multi-Stage = Yes Yes No No Slope (%) = 0.50 0,50 0.00 0.00 N-Value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 mm Multi-Stage - n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Taiivifater Elev. = 0.00 ft Note: Cui vert/0 ritice outflows have been analyzed under inlet and outlet control, W/eir riser checked tor oritice conditions. Ml m m m m m m Stage (ft) 6.00 - 5.00 Stage / Discharge 4.00 3.00 2.00 1.00 0.00 Stage (ft) 6.00 5,00 4.00 3,00 2.00 1.00 0.00 0,00 2.00 Total Q 4.00 6.00 8.00 10.00 12.00 14.00 16,00 18.00 Discharge (cfs) Hydrograph Summary Report Hyd. No. m m m Hydrograph type (origin) Manual Reservoir Manual Reservoir m Peak flow (cfs) 7,80 4.18 3.90 1.82 Time interval (min) Time to peak (min) 245 250 294 250 Volume (cuft) 10,920 10.919 6,444 5,369 First Responder-Basin.gpw Inflow hyd(s) Maximum elevation (ft) 348.10 348.81 Maximum storage (cuft) 1,272 739 Hydrograph description Basin Detained West Basin Detained Underground Detention underground detained Return Period: 100 Year Tuesday, Feb 3 2009, 11:34 AM Hydrograph Plot 8 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 West Basin Detained Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 1 Reservoir name = Detention Basin Tuesday, Feb 3 2009. 11:34 AM Peak discharge Time interval Max. Elevation Max. Storage = 4.18 Cfs = 5 min = 348.10 ft = 1,272 cuft storage Indication method used. Hydrograph Volume = 10,919 cuft m m m Q (cfs) 8,00 - 6.00 4.00 2.00 0.00 0.0 West Basin Detained Hyd. No. 2-100 Yr / 1 I 0.8 Hyd No. 2 1.7 2.5 Hyd No. 1 3.3 4.2 5.0 5.8 Q (cfs) 8.00 6.00 4.00 2.00 0.00 6.7 Time (hrs) 01 Pond Report Hydraftow Hydrographs by intelisolve Pond No. 1 - Detention Basin Pond Data Pond storage is based on known values Tuesday, Feb 3 2009, 11:34 AM Stage / Storage Table stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 1.00 2.00 3.00 4.00 5.00 6.00 345.50 346.50 347.50 348.50 349.50 350.50 351.50 00 00 00 00 00 00 00 0 198 441 1.057 1,328 1,446 1,500 0 198 639 1,696 3,024 4,470 5,970 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise (in) = 18.00 8.00 0.00 0.00 Crest Len (ft) = 4.00 0.40 0.00 0.00 Span (in) = 18.00 8.00 0.00 0.00 Crest El. (ft) = 348.80 346.70 0.00 0.00 No. Barrels -1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 0.00 Invert El. (ft) = 345.50 345.51 0.00 0.00 WeIr Type = Riser Rect — Length (ft) = 50.00 2.00 0.00 0.00 Multi-stage = Yes Yes No No Slope (%) = 0,50 0.50 0.00 0.00 N-Value -.013 .013 .000 .000 Orif. Coeff. = 0,60 0.60 0,00 0.00 Multi-stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev, = 0.00 m Note: Culvert/Orifice outflows have been analyzed under inlel and outlet control. Weir riser checked for orifice conditions. m m m m m m m m m m stage (ft) 6.00 - 5.00 - 4.00 3.00 2.00 1.00 0.00 Stage / Discliarge 0.00 2.00 Total Q 4.00 6.00 ,00 10,00 12.00 14.00 16.00 Stage (ft) 6.00 5,00 4,00 3,00 2.00 1.00 0,00 18.00 Discharge (c^) RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY ••RUN DATE 2/2/2009 HYDROGRAPH FILE NAME Textl P.TIME OF CONCENTRATION 5 MIN. 6 HOUR RAINFALL 1.85 INCHES MgBASINAREA 0.6 ACRES RUNOFF COEFFICIENT 0.87 PEAK DISCHARGE 2.5 CFS ^TIME (MIN 0 DISCHARGE (CFS) = 0 ^IME (MIN = 5 DISCHARGE (CFS) = 0.1 TIME (MIN = 10 DISCHARGE (CFS) = 0.1 -^IME (MIN = 15 DISCHARGE (CFS) = 0,1 TIME (MIN = 20 DISCHARGE (CFS) = 0.1 •^IME (MIN = 25 DISCHARGE (CFS) = 0.1 TIME (MIN = 30 DISCHARGE (CFS) = 0,1 ipJIME (MIN 35 DISCHARGE (CFS) = 0,1 TIME (MIN = 40 DISCHARGE (CFS) 0.1 MriME (MIN = 45 DISCHARGE (CFS) 0.1 TIME (MIN = 50 DISCHARGE (CFS) = 0.1 TIME (MIN = 55 DISCHARGE (CFS) = 0,1 n"iME (MIN = 60 DISCHARGE (CFS) = 0.1 riME (MIN = 65 DISCHARGE (CFS) 0.1 **riME (MIN = 70 DISCHARGE (CFS) = 0.1 TIME (MIN = 75 DISCHARGE (CFS) = 0.1 —TIME (MIN = 80 DISCHARGE (CFS) = 0,1 TIME (MIN = 85 DISCHARGE (CFS) = 0.1 mmTME (MIN = 90 DISCHARGE (CFS) =: 0.1 TIME (MIN = 95 DISCHARGE (CFS) = 0.1 •JIME (MIN = 100 DISCHARGE (CFS) = 0.1 TIME (MIN 105 DISCHARGE (CFS) = 0.1 riME (MIN = 110 DISCHARGE (CFS) = 0.1 TIME (MIN 115 DISCHARGE (CFS) = 0.1 TIME (MIN = 120 DISCHARGE (CFS) = 0.1 -TIME (MIN = 125 DISCHARGE (CFS) = 0.1 riME (MIN = 130 DISCHARGE (CFS) = 0.1 "TIME (MIN 135 DISCHARGE (CFS) = 0.1 TIME (MIN = 140 DISCHARGE (CFS) = 0.1 «TIME (MIN = 145 DISCHARGE (CFS) = 0.1 TIME (MIN) = 150 DISCHARGE (CFS) = 0.1 MflME (MIN) -155 DISCHARGE (CFS) = 0.1 TIME (MIN) = 160 DISCHARGE (CFS) = 0.1 TIME (MIN) = 165 DISCHARGE (CFS) = 0.1 ^IME (MIN) = 170 DISCHARGE (CFS) = 0.1 ^riME "TIME MIN' 175 DISCHARGE (CFS) = 0.1 ^riME "TIME (MIN; = 180 DISCHARGE (CFS) 0.1 TIME MIN; = 185 DISCHARGE (CFS) = 0.1 WTIME (MIN; = 190 DISCHARGE (CFS) = 0.1 , riME (MIN; = 195 DISCHARGE (CFS) 0.2 •TIME (MIN; = 200 DISCHARGE (CFS) = 0.2 TIME (MIN; = 205 DISCHARGE (CFS) = 0.2 —TIME ^IME (MIN; = 210 DISCHARGE (CFS) = 0.2 —TIME ^IME (MIN) = 215 DISCHARGE (CFS) 0.2 MME TIME (MIN) -220 DISCHARGE (CFS) -0.2 MME TIME (MIN) = 225 DISCHARGE (CFS) -0.3 TIME MIN) 230 DISCHARGE (CFS) 0.3 ffiriME (MIN) 235 DISCHARGE (CFS) = 0.5 ^IME MIN) 240 DISCHARGE (CFS) 0.8 ^IME MIN) = 245 DISCHARGE (CFS) = 2.5 TIME MIN) = 250 DISCHARGE (CFS) = 0.4 TIME MIN) = 255 DISCHARGE (CFS) = 0.3 TIME MIN) = 260 DISCHARGE (CFS) 0.2 ITIME MIN) = 265 DISCHARGE (CFS) = 0.2 TIME (MIN) -270 DISCHARGE (CFS) 0.2 TIME •"IME MIN) = 275 DISCHARGE (CFS) = 0.1 TIME •"IME (MIN) = 280 DISCHARGE (CFS) = 0.1 tt|TME MIN) = 285 DISCHARGE (CFS) = 0.1 H'lME MIN) 290 DISCHARGE (CFS) = 0.1 TIME (MIN) -295 DISCHARGE (CFS) = 0.1 vriME (MIN) = 300 DISCHARGE (CFS) -0.1 ^"IME MIN) -305 DISCHARGE (CFS) = 0.1 •TIME MIN) -310 DISCHARGE (CFS) = 0.1 TIME MIN) = 315 DISCHARGE (CFS) = 0.1 ^IME MIN) = 320 DISCHARGE (CFS) = 0.1 ^IME MIN) = 325 DISCHARGE (CFS) 0.1 iriME MIN) = 330 DISCHARGE (CFS) = 0.1 TIME MIN) = 335 DISCHARGE (CFS) -0.1 TIME MIN) 340 DISCHARGE (CFS) = 0.1 •iME MIN) = 345 DISCHARGE (CFS) = 0.1 ^IME MIN) = 350 DISCHARGE ;CFS) = 0.1 TIME (MIN) = 360 DISCHARGE (CFS) = 0.1 ^IME(MIN)= 365 DISCHARGE (CFS) = 0 m m m m RATIONAL METHOD HYDROGRAPH PROGRAM •COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY •^UN DATE 2/3/2009 HYDROGRAPH FILE NAME Textl -TIME OF CONCENTRATION 5 MIN. ) HOUR RAINFALL 2.25 INCHES «3ASINAREA 0.6 ACRES RUNOFF COEFFICIENT 0,87 PEAK DISCHARGE 3 CFS "IME (MIN = 0 DISCHARGE (CFS) = 0 •^IME (MIN = 5 DISCHARGE (CFS = 0.1 TIME (MIN = 10 DISCHARGE (CFS) 0.1 -^IME (MIN 15 DISCHARGE (CFS) = 0.1 •|ME (MIN = 20 DISCHARGE (CFS) = 0.1 «*l'IME (MIN = 25 DISCHARGE (CFS = 0.1 TIME (MIN = 30 DISCHARGE (CFS = 0.1 -JIME (MIN = 35 DISCHARGE (CFS) 0.1 "IME (MIN -40 DISCHARGE (CFS) = 0.1 •..'IME (MIN = 45 DISCHARGE (CFS) 0.1 TIME (MIN = 50 DISCHARGE (CFS = 0.1 TIME (MIN -55 DISCHARGE (CFS) -0.1 "^IME (MIN = 60 DISCHARGE (CFS) = 0.1 "IME (MIN = 65 DISCHARGE (CFS 0.1 ^ME (MIN = 70 DISCHARGE (CFS = 0.1 TIME (MIN = 75 DISCHARGE (CFS) = 0.1 -^IME (MIN -80 DISCHARGE (CFS 0.1 'IME (MIN 85 DISCHARGE (CFS = 0.1 mm'UE (MIN = 90 DISCHARGE (CFS 0.1 TIME (MIN = 95 DISCHARGE (CFS) 0.1 -JIME (MIN = 100 DISCHARGE (CFS 0.1 TIME (MIN = 105 DISCHARGE (CFS = 0.1 •J'ME TIME (MIN = 110 DISCHARGE (CFS = 0,1 •J'ME TIME (MIN = 115 DISCHARGE (CFS = 0.1 TIME (MIN = 120 DISCHARGE (CFS = 0,1 •^IME (MIN = 125 DISCHARGE (CFS = 0,1 TIME (MIN = 130 DISCHARGE (CFS) = 0,1 -1'IME (MIN) = 135 DISCHARGE (CFS = 0,1 TIME (MIN = 140 DISCHARGE (CFS) 0,1 •JIME (MIN = 145 DISCHARGE (CFS) = 0.1 TIME (MIN' = 150 DISCHARGE (CFS = 0,1 ^IME (MIN) = 155 DISCHARGE (CFS) = 0,1 TIME (MIN; = 160 DISCHARGE (CPS' 0.1 TIME MIN) = 165 DISCHARGE (CFS) = 0.1 ^IME MIN) = 170 DISCHARGE (CFS) 0.1 ^IME MIN) = 175 DISCHARGE (CPS' = 0.2 ^"IME MIN) = 180 DISCHARGE (CPS 0.2 TIME (MIN) = 185 DISCHARGE (CFS) 0.2 (priME (MIN) 190 DISCHARGE (CFS) = 0.2 iJIME (MIN) -195 DISCHARGE (CPS' = 0.2 mmE (MIN) = 200 DISCHARGE (CFS) = 0.2 TIME MIN) -205 DISCHARGE (CFS) = 0.2 JIME ~1ME MIN) -210 DISCHARGE (CFS) = 0.2 JIME ~1ME MIN) -215 DISCHARGE (CFS; -0.3 H'lME MIN) = 220 DISCHARGE (CFS; = 0.3 ~IME MIN) -225 DISCHARGE (CFS; = 0.4 TIME MIN) = 230 DISCHARGE (CFS; = 0.4 •TIME MIN) = 235 DISCHARGE (CFS) 0.6 l^'IME (MIN) = 240 DISCHARGE (CFS) = 1 ^IME MIN) 245 DISCHARGE (CFS) = 3 TIME MIN) = 250 DISCHARGE (CFS) 0.5 rf'ME MIN) = 255 DISCHARGE (CFS) = 0,3 ; "IME MIN) = 260 DISCHARGE (CFS) = 0.3 iriME MIN) = 265 DISCHARGE (CFS) = 0.2 TIME MIN) 270 DISCHARGE (CFS) 0.2 TIME •"IME MIN) = 275 DISCHARGE (CFS) = 0.2 TIME •"IME MIN) = 280 DISCHARGE (CFS) = 0.2 ^'IME "iME MIN) = 285 DISCHARGE (CFS) = 0.1 ^'IME "iME MIN) = 290 DISCHARGE (CFS) = 0.1 TIME MIN) = 295 DISCHARGE (CFS) = 0.1 «riME MIN) 300 DISCHARGE (CFS) = 0.1 j^"IME ^IME MIN) = 305 DISCHARGE (CFS) = 0.1 j^"IME ^IME MIN) -310 DISCHARGE (CFS) 0.1 TIME MIN) 315 DISCHARGE (CFS) = 0.1 yiME ^IME MIN) = 320 DISCHARGE (CFS) 0.1 yiME ^IME MIN) = 325 DISCHARGE (CFS) = 0.1 MTIME MIN) -330 DISCHARGE (CFS) = 0.1 TIME MIN) = 335 DISCHARGE (CFS) -0.1 TIME MIN) = 340 DISCHARGE (CFS) 0.1 •"IME MIN) -345 DISCHARGE (CFS) = 0.1 ^IME MIN) 350 DISCHARGE (CFS) -0.1 TIME (MIN) = 360 DISCHARGE (CFS) = 0.1 •"IME (MIN) = 365 DISCHARGE (CFS) = 0 m m m m m m m m KATIONAL METHOD HYDROGRAPH PROGRAM '':OPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY -.;JUN DATE 2/2/2009 HYDROGRAPH FILE NAME Textl JIME OF CONCENTRATION 5 MIN. i HOUR RAINFALL 2,9 INCHES ,^ASIN AREA 0.6 ACRES RUNOFF COEFFICIENT 0,87 PEAK DISCHARGE 3,9 CFS "IME MIN) = 0 DISCHARGE (CFS) = 0 -TIME MIN) -5 DISCHARGE (CFS) = 0.1 TIME MIN) -10 DISCHARGE (CFS) = 0.1 -TIME MIN) -15 DISCHARGE (CFS) = 0.1 •|ME MIN) =. 20 DISCHARGE (CFS) = 0.1 m.;\UE MIN) 25 DISCHARGE (CFS) = 0.1 TIME MIN) = 30 DISCHARGE (CFS) = 0.1 TIME MIN) = 35 DISCHARGE (CFS) = 0.1 "IME MIN) = 40 DISCHARGE (CFS) = 0.1 MIN) 45 DISCHARGE (CFS) = 0.1 n"iME (MIN) -50 DISCHARGE (CFS) = 0.1 TIME MIN) = 55 DISCHARGE (CFS) = 0.1 -*IME (MIN) = 60 DISCHARGE (CFS) = 0.1 'IME (MIN) 65 DISCHARGE (CFS) = 0.1 •-flME (MIN) = 70 DISCHARGE (CFS) = 0,1 TIME (MIN) = 75 DISCHARGE (CFS) = 0,1 *JIME (MIN) = 80 DISCHARGE (CFS) = 0.1 "IME (MIN) = 85 DISCHARGE (CFS) = 0.1 ^"IME (MIN) = 90 DISCHARGE (CFS) = 0.1 TIME (MIN) = 95 DISCHARGE (CFS) = 0.1 TIME MIN; = 100 DISCHARGE (CFS) = 0.1 "^IME MIN; = 105 DISCHARGE (CFS) = 0.1 "IME (MIN) 110 DISCHARGE (CFS) = 0.1 TIME (MIN) = 115 DISCHARGE (CFS) = 0,1 TIME (MIN) = 120 DISCHARGE (CFS) = 0,1 -^IME (MIN) = 125 DISCHARGE (CFS) = 0,1 'IME (MIN) = 130 DISCHARGE (CFS) = 0.1 wTME MIN; = 135 DISCHARGE (CFS) = 0.1 TIME MIN; = 140 DISCHARGE (CFS) = 0.2 JIME MIN; = 145 DISCHARGE (CFS) = 0.2 "IME (MIN) -150 DISCHARGE (CFS) = 0.2 JIME "iME (MIN) = 155 DISCHARGE (CFS) = 0.2 JIME "iME MIN) 160 DISCHARGE (CFS) = 0.2 TIME MIN) = 165 DISCHARGE (CFS) = 0.2 WME (MIN) = 170 DISCHARGE (CFS) = 0.2 JIME •^IME (MIN) 175 DISCHARGE (CFS) = 0.2 JIME •^IME (MIN) = 180 DISCHARGE (CFS) = 0.2 TIME (MIN) = 185 DISCHARGE (CFS) = 0,2 JIME "^"IME (MIN) 190 DISCHARGE (CFS) = 0,2 JIME "^"IME (MIN) = 195 DISCHARGE (CFS) = 0.3 tHriME (MIN) = 200 DISCHARGE (CFS) = 0.3 TIME (MIN) 205 DISCHARGE (CFS) = 0.3 TIME MIN) = 210 DISCHARGE (CFS) = 0.3 •iME MIN) = 215 DISCHARGE (CFS) = 0.4 JIME MIN; = 220 DISCHARGE (CFS) = 0.4 ~1ME MIN; = 225 DISCHARGE (CFS) = 0.5 TIME MIN; = 230 DISCHARGE (CFS) = 0.5 iriME (MIN' = 235 DISCHARGE (CFS) = 0.8 iJIME (MIN' = 240 DISCHARGE (CPS) = 1.2 illME (MIN) -245 DISCHARGE (CFS) = 3.9 TIME (MIN) = 250 DISCHARGE (CFS) = 0.6 JIME ^IME (MIN) 255 DISCHARGE (CFS) = 0.4 JIME ^IME (MIN) = 260 DISCHARGE (CFS) = 0,3 H'lME (MIN = 265 DISCHARGE (CFS) = 0.3 TIME (MIN) 270 DISCHARGE (CFS) = 0.2 TIME (MIN = 275 DISCHARGE (CFS) = 0.2 WiME (MIN) 280 DISCHARGE (CFS) = 0.2 JIME ^IME (MIN) = 285 DISCHARGE (CFS) = 0.2 JIME ^IME (MIN) = 290 DISCHARGE (CFS) = 0.2 TIME (MIN = 295 DISCHARGE (CFS) = 0.2 •tflME (MIN) = 300 DISCHARGE (CFS) = 0.1 "IME (MIN) = 305 DISCHARGE (CFS) = 0.1 ItlME (MIN) -310 DISCHARGE (CFS) = 0,1 TIME (MIN) = 315 DISCHARGE (CFS) = 0,1 TIME •iME (MIN) = 320 DISCHARGE (CFS) = 0.1 TIME •iME (MIN) -325 DISCHARGE (CFS) = 0.1 IgTME (MIN) = 330 DISCHARGE (CFS) = 0.1 "iME (MIN) = 335 DISCHARGE (CFS) = 0.1 TIME (MIN) = 340 DISCHARGE (CFS) = 0.1 WIME (MIN) = 345 DISCHARGE (CFS) = 0.1 JIME itiMF (MIN = 350 DISCHARGE (CFS) = 0.1 JIME itiMF -35.5 niSCHARGF fCFS^ = 0 1 TIME (MIN) = 360 DISCHARGE (CFS) = 0.1 •^IME(MIN)= 365 DISCHARGE (CFS) = 0 in il m m Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description Manual Reservoir Manual Reservoir 5.00 2.81 2.50 1.32 245 250 245 250 6,840 6,839 3,750 3,749 347.52 348.14 665 390 Basin Detained West Basin Detained Underground Detention underground detained First Responder-Basin.gpw Return Period: 10 Year Tuesday, Feb 3 2009, 11:32 AM Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 4 underground detained Hydrograpii type Storm frequency Inflow hyd. No. Reservoir name = Reservoir = 10 yrs = 3 = underground Tuesday, Feb 3 2009.11:32 AM Peak discharge Time interval Max. Elevation Max. Storage = 1.32 cfs = 5 min = 348.14 ft = 390 cuft Storage Indication method used. Hydrograph Volume = 3,749 cuft m m m m m m m il m m m m m Q (cfs) 3.00 - 2.00 1.00 0.00 underground detained Hyd. No.4-10Yr \ 1/ J I J 0.0 0.8 Hyd No. 4 1.7 2.5 Hyd No. 3 3.3 4.2 5.0 5.8 Q (cfs) 3.00 2.00 1.00 0.00 6.7 Time (hrs) m Pond Report Ml Hydraflow Hydrographs by Intelisolve Tuesday, Feb 3 2009,11:32 AM - Pond No. 3 Pond Data - underground Pipe dia. = 3.00 ft Pipe length = 50.0 ft No. Barrels = 3.0 Slope = 0.30 % Invert eiev. = 347.00 ft mm Stage / Storage Table -stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 347.00 00 0 0 0.16 347.16 00 11 11 0.32 347.32 00 36 47 0.47 347.47 00 50 97 0.63 347.63 00 60 157 mm 0.79 347.79 00 67 224 0.95 347.95 00 72 296 1.10 348.10 00 76 373 1.26 348.26 00 79 452 mm 1.42 348.42 00 81 533 1.58 348.58 00 82 615 1.73 348.73 00 82 697 ^m 1.89 348.89 00 81 778 2.05 349.05 00 79 858 mm 2.21 349.21 00 76 934 2.36 349.36 00 72 1,006 mm 2.52 349.52 00 67 1,073 2.68 349.68 00 60 1,133 mm 2.84 349.84 00 50 1,183 2.99 349.99 00 36 1,219 mm 3.15 350.15 00 11 1,230 mm Culvert / Orifice Structures Weir Structures «• [A] [B] [C] [D] [A] [B] [C] [D] Rise (in) = 18.00 8.00 0.00 0,00 Crest Len (ft) = 2,00 0.00 0.00 0.00 Span (in) = 18,00 8.00 0.00 0,00 Crest El. (ft) = 349.70 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0,00 Invert El, (ft) = 347.00 347.01 0.00 0,00 Weir Type = Riser — Length (ft) Slope (%) = 50.00 2.00 0.00 = 0.50 0.50 0.00 0.00 0,00 Multi-stage = Yes No No No «i N-Value = ,013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft m m m m m m m m Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Stage / Disciiarge Stage (ft) 4.00 3,00 2.00 1.00 0.00 5.00 Discharge (cfs) Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description Manual Reservoir Manual Reservoir 6.10 3.30 3.00 1.52 245 250 245 250 8,520 8,519 4,350 4,349 347.74 348.38 895 516 Basin Detained West Basin Detained Underground Detention underground detained First Responder-Basin.gpw Return Period: 50 Year Tuesday, Feb 3 2009. 12:52 PM Hvdraflow Hvdroaraohs bv Intelisolve Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 4 underground detained Tuesday, Feb 3 2009, 12:52 PM Hydrograph type Storm frequency Inflow hyd. No. Reservoir name = Reservoir = 50 yrs = 3 = underground Peak discharge Time interval Max. Elevation Max. Storage = 1.52 cfs = 5 min = 348.38 ft = 516 cuft storage Indication method used. Hydrograph Volume = 4,349 cuft m m m m m m m m m m m Q (cfs) 4.00 - 3.00 2.00 1.00 0.00 0.0 underground detained Hyd. No. 4 - 50 Yr /^ 0.8 Hyd No. 4 1.7 2.5 Hyd No. 3 3.3 4.2 5.0 5.8 Q (cfs) 4.00 3.00 2.00 1.00 0.00 6.7 Time (hrs) Pond Report MB Hydraflow Hydrographs by Intelisolve Tuesday, Feb 3 2009, 12:52 PM m Pond No. 3 - underground Pond Data -Pipe dia. = 3.00 ft Pipe length = 50.0 ft No. Barrels = 3.0 Slope = 0.30 % Invert elev. = 347.00 ft Stage / Storage Table mm Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) mm 0.00 347.00 00 0 0 0,16 347.16 00 11 11 0.32 347.32 00 36 47 0,47 347,47 00 50 97 0,63 347.63 00 60 157 IM 0.79 347,79 00 67 224 0,95 347.95 00 72 296 1.10 348,10 00 76 373 1,26 348.26 00 79 452 1.42 348.42 00 81 533 1.58 348.58 00 82 615 1.73 348.73 00 82 697 1.89 348.89 00 81 778 2.05 349.05 00 79 858 «i 2.21 349.21 00 76 934 2.36 349.36 00 72 1,006 2,52 349.52 00 67 1,073 2.68 349.68 00 60 1,133 mm 2.84 349.84 00 50 1,183 2.99 349.99 00 36 1,219 ma 3.15 350.15 00 11 1,230 m Culvert / Orifice Structures Weir Structures m [A] [B] [C] [D] [A] [B] [C] [D] M Rise (in) = 18,00 8.00 0,00 0.00 Crest Len (ft) = 2.00 0.00 0.00 0.00 Span (in) = 18.00 8.00 0.00 0.00 Crest Et. (ft) = 349.70 0.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. (ft) = 347.00 347.01 0.00 0,00 Weir Type = Riser — ... __ ii Length (ft) = 50,00 2.00 0.00 0.00 Multi-Stage = Yes No No No Slope (%) = 0.50 0,50 0.00 0.00 Ml N-Value = .013 .013 .000 .000 - Orif. Coeff. = 0.60 0.60 0.00 0.00 -Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Stage / Discharge ii Stage (ft) 4.00 3.00 2.00 1.00 0.00 5.00 Discharge (cfs) Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description Manual Reservoir Manual Reservoir 7.80 4.18 3.90 1,82 245 250 294 250 10,920 10,919 6,444 5,369 348.10 348.81 1,272 739 Basin Detained West Basin Detained Underground Detention underground detained iM ii m m m il m m First Responder-Basin.gpw Return Period: 100 Year Tuesday, Feb 3 2009, 11:32 AM Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 4 underground detained Hydrograph type Storm frequency Inflow hyd. No. Reservoir name = Reservoir = 100 yrs = 3 = underground Tuesday, Feb 3 2009,11:32 AM Peak discharge Time interval Max. Elevation Max. Storage = 1.82 cfs = 5 min = 348.81 ft = 739 cuft storage Indication method used. Hydrograph Volume = 5,369 cuft m m m m m Q (cfs) 4.00 • 3.00 2.00 m 1.00 0.00 0.0 underground detained Hyd. No. 4-100 Yr \ 0.8 Hyd No. 4 1.7 2.5 Hyd No. 3 3,3 Q (cfs) 4.00 3.00 2.00 1.00 0.00 4.2 5.0 5.8 6.7 Time (hrs) Pond Report Hydraflow Hydrographs by Intelisolve Pond No. 3 - underground Pond Data Tuesday, Feb 3 2009, 11:32 AM Pipe dia. = 3.00 ft Pipe length = 50.0 ft No. Barrels = 3.0 Slope = 0.30 ' •1 stage / Storage Table -stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage •• 0.00 347.00 00 0 0 0,16 347.16 00 11 11 0,32 347.32 00 36 47 0,47 347.47 00 50 97 0.63 347.63 00 60 157 0,79 347.79 00 67 224 0.95 347.95 00 72 296 wm 1.10 348.10 00 76 373 1.26 348.26 00 79 452 ma 1.42 348.42 00 81 533 1.58 348.58 00 82 615 1,73 348.73 00 82 697 1.89 348.89 00 81 778 2.05 349.05 00 79 858 ** 2.21 349,21 00 76 934 2.36 349.36 00 72 1,006 mm. 2.52 349.52 00 67 1,073 2,68 349.68 00 60 1.133 mm 2,84 349.84 00 50 1,183 2.99 349.99 00 36 1,219 mm 3,15 350.15 00 11 1,230 mm Culvert / Orifice Structures Weir structures — [A] [B] [C] [D] [A] [B] IC] [D] Rise (in) = 18.00 8.00 0.00 0,00 Crest Len (ft) = 2.00 0.00 0,00 0.00 Span (in) = 18.00 8.00 0.00 0.00 Crest El. (ft) = 349.70 0.00 0.00 0,00 mm No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. (ft) 347.00 347,01 0.00 0.00 Weir Type = Riser — m Length (ft) = 50.00 2.00 0,00 0.00 Multi-stage = Yes No No No Slope (%) = 0.50 0.50 0,00 0.00 mm N-Value = .013 ,013 .000 ,000 mm Orif. Coeff. = 0.60 0,60 0.00 0.00 Multi-stage n/a Yes No No Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0. Note: Culvert/Orifice outflows have been analyzed under inlet arxt outlet control. stage / Discharge ii m m m m m m m stage (ft) 4.00 3.00 2.00 1.00 0.00 5.00 Discharge (cfs) APPENDIX D I I San Diego County Hydrology Manual Date: June 2003 Section: Page: Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS 3 6 of 26 Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited L) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General L) General Industrial 95 0.87 0.87 0.87 0.87 ...w „ini vnjua may uavvj uutv^i can^uiaiiuu Ul uic luiiuii cuciin^icui cis ucsuuucu Ul .seciion j.i./ ^representing me pervious runoii coefficient, Cp, for the soil type), or for areas that will remain undismrbed 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 County of San Diego Hydrology Manual Rainfall Isopluvials 50 Year Rainfall Event - 6 Hours isopluvial (inches) Pe = 2.25 inches DPW GIS Wc Have .San Dicgii C-ovcrcd! THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED. INCLUDING, BUT NOT LIMITED TO. THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FtTNESS FOR A PARTICULAR PURPOSE. Copyright SanGIS. AH Rights Reserved. This products may contain information from the SANDAG Regional Inlofmalion Syslem which cannot be reproduced withoul the writlen permission of SANDAG. This producI may contain information wtiich has been reproduced with permission grarited by Thomas Brothers Maps. 3 Miles County of San Diego Hydrology Manual Rainfall Isopluvials 50 Year Rainfall Event - 24 Hours isopluvial (inches) P24 = 3.75 inches DPW GIS Wc Have .San Diego ("civered! THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LMTEO TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FtTNESS FOR A PARTICULAR PURPOSE. Copytighl SanGIS. Al Rights Resen/ed. This products may contain information from the SANDAG Regional Inlormalion System wtiich cannot t>e reproduced without the written permission of SANDAG, This product may contain information wtiich has been reproduced with permission grantee by Thomas Brothers Maps. 3 Miles 7 8 9 10 20 30 40 50 1 Minutes Duration 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 (b) P6=l:60 in.. P24 = 10 year _ 2.75 Zs.- 58 'P24" %<2' (c) Adjusted Pg'^) = "^-^Q in. (d) tj^ = — min. (e) I = — in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 Duration ; 1.5 1 2 1 2.5 3 1 3.5 : 4.5 5.5 6 1 5 2,63 3.95 5.27 6.59 790 9.22 10.54 11.86 13.17 1449 15.81 7 2 12 3.18 4,24 5,30 6,36 7.42 8,48 9.54 10 60 11,66 12,72 10 1 68 2,53 3.37 4.21 5,05 5.90 6.74 7,58 8,42 9.27 10,11 15 1.30 1 95 2.59 3,24 3.89 4 54 5,19 5,84 6.49 7.13 7.78 20 1.08 1 62 2.15 2,69 3,23 3.77 4.31 4,85 5.39 5.93 646 25 0,93 1 -SO 1.87 2,33 280 327 3.73 4.20 4.67 5.13 5.60 30 0,83 1 24 1.66 2,07 2,49 2,90 3.32 3.73 4.15 4.56 4.98 40 0,69 1 03 1,38 1.72 2.07 2,41 276 3 10 3,45 3,79 4,13 50 0.60 0.90 1.19 1,49 1 79 209 2.39 2.69 2,98 328 3,58 60 053 0 80 1 06 1,33 1 59 1 86 2 12 2.39 2 65 2 92 3 18 90 0 41 0.61 0.82 1 02 1 23 1,43 1 63 1.84 2.04 225 2,45 120 034 051 068 0,85 1 02 1 19 1 36 1 53 1.70 1.87 204 150 0,29 0/4 0,59 073 088 1 03 1,18 1.32 1,47 1,62 1 76 1B0 026 0,39 0 52 0,65 0 78 0,91 1 04 1.18 131 1,44 1,57 240 022 0.33 0.43 0,54 0 65 0 76 0.87 098 1,08 1.19 1.30 300 0 19 0.28 038 0.47 056 066 0,75 0,85 0.94 1.03 1.13 360 0 17 025 0 33 0.42 050 0 58 0,67 0.75 0.84 0.92 1 00 FIGURE Intensity-Duration Design Chart - Template o ro Orange County 1... T7^ i in to County of San Diego Hydrology Manual ^^^^ Rainfall Isopluvials 10 Year Rainfall Event - 6 Hours Isopluvial (inches) Pe -1.6 inches DPW >an >X'c Ha\c San Dic^o Oucrol! GIS SanGIS THIS MAP IS PROVIDED WITHOl/T WARRANTY OF ANY KINO, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTKULAR PURPOSE. Copyrigtil SanGIS. Al Rights Reserved. This pfOduds may coma n intormation from the SANDAG Regional P Infonnation Syslem which cannol be reproduced withoul the writlen permission ol SANDAG, This produci may contain information which has been reproduced wilh permission granted by Thomas Brothers Maps. 3 Miles y 33'-30'-Orange "County~]jy.o7 io 32°30' 32°30' County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event - 24 Hours Isopluvial (inches) P24 • 2.75 inches DPW GIS Cmq9^t^ y PuWc lAis^s SanGIS >X'c Have San Dicp> C>)vcrcd! N THIS WAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTK JLAR PURPOSE. Copyrighl SanGIS. Al RighU Reserved. TNs products may contain information from the SANDAG Regions! trtformation System which canrK>l be reproduced wilhoul the written permission of SANDAG. This produci may contain information which has been reproduced with permission granted by Thomas Brothers Maps. 3 Miles