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HomeMy WebLinkAboutCT 02-17; Shelley Property; Tentative Map (CT) (4)I I II I I I I il I I I I I I I I I I I I PREliMINARY HYDROLOGY REPORT FOR SHELLEY PROPERTY CARLSBAD, CALIFORNIA BUCCOLA ENGINEERING, INC. I I I I I I I I I I I I I I I I ! I II Philip D. ccola Registration Expires 3-31-06 II PRELIMINARY HYDROLOGY REPORT FOR SHELLEY PROPERTY CARLSBAD, CALIFORNIA Prepared for: DANIEL T. SHELLEY P.O. Box 230985 Encinitas, CA. 92023 (858) 759-2268 Prepared by: BUCCOLA ENGINEERING, INC. 3142 Vista Way, Suite 301 Oceanside, California 92056 (760) 721-2000 August 2, 2002 JN 160-1 Page I Prepared By: LBR I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS Section 1.0 INTRODUCTION 2.0 EXISTING CONDITION 3.0 DEVELOPED CONDITION 4.0 HYDROLOGY CALCULATIONS 4.1 Determination of Runoff Coefficient 4.2 Determination oflntensity 4.3 Determination of Areas 4.4 Determination oflnitial Time of Concentration 4.5 Flood Routing Method 4.6 Hydrology Calculations 5.0 CONCLUSION Page2 I I I I I I I I I I I I I I I I I I I SECTION 1 INTRODUCTION This Preliminary Hydrology Report has been prepared to outline the design procedures and calculations used to determine the onsite storm drain facilities proposed for the onsite improvements associated with the Tentative Map for the Shelley Property, a single family residential development in the city of Carlsbad, State of California. The project site is zoned R-1-40, General plan designation RL and OS. The site is located east of Rancho Santa Fe Road, in proximation with La Costa Avenue extension, adjacent to the Village of La Costa -La Costa Oaks South. The proposed development shall be in accordance with the City Master Drainage and Storm Water Quality Management Plan. The pre-development and post development drainage basins, storm drain layout, points of discharges, inlets, outlets points, preliminary sedimentation basins are shown on exhibits A and B attached at the rear of this report. This Preliminary Hydrology Report was prepared in accordance with the following reference documents: • • • "Standards" for the Design and Construction of Public Works Improvements in the City of Carlsbad, "latest edition," April 1993 State Water Resources Control Board Order No. 99-08-DWQ (Per option 2, part 8 of Section A) San Diego Area Regional Standard Drawings, dated March 1995 by the City of San Diego ("Regional Standard Drawings"). • Hydrology Manual, County of San Diego, dated April1985 ("County Design Manual"). Page3 I I I I I I I I I I I I I I :I I I I I SECTION2 EXISTING CONDITION The project site is located in the southeast portion of the City of Carlsbad east of Rancho Santa Fe Drive, south of La Costa Avenue. The site consists of 81.3 acres. Topographically, the site slopes from the north to the south with offsite drainage contributal from the east and west. The overall existing drainage basin consists of 116.0 acres and is the upper tributary basin for Encinitas Creek. Page4 I I I I I I I I I I I I I I I I I I I SECTION3 DEVELOPED CONDITION The proposed project will consist of 49 single-family lots including associated roadway and underground utility improvements. Storm drain facilities will consist of brow ditches located along the perimeters of the project boundaries such that they will intercept all offsite flows that discharge toward the property. Flows are then either discharged into natural drainage ways or a proposed storm drain system. There is an existing storm drain system within Camino Junipero that will discharge developed flows from the Villages of La Costa development located along the westerly subdivision boundary. A portion of undeveloped land west of the site and east of Camino Junipero will be picked up by the extension of a storm drain pipe at the project boundary. These areaS within the La Costa Village development are designated LCV1-4 on Exhibit A. The 100-year storm discharge at this location is 21.7 cfs with a time of concentration of 14.87 minutes and a total area of 10.76 acres. Source of these figures were determined from the Hydrology Report prepared by Hunsaker and Associates titled "Mass Grading Hydrology Study for Village of La Costa, Neighborhoods 3.10-3.15;" dated December 24, 2001. The design node at the reference point is designated 110. This project development proposed to connect onto and extend the storm drain system south within Camino Junipero together with additional onsite systems that pick up onsite developed flows and will discharge into a desiltation/sedimentation basin of approximately 3.18 acre feet of storage volume. The total graded area contributable to the desilt basin consists of offsite basins LCV1-4 and onsite basins SP1-SP18 at a peak of QlOO flow rate of 68.03 cfs, with a time of concentration of 22.83 minutes and a total area of 42.19 acres. Offsite basins LCV1-3 have been previously considered in the reference Hunsaker report for desiltation and have been excluded from the total area contributed to the desiltation basin, therefore, the area considered for calculating the estimated desiltation volume is 42.19 acres less the area for offsite basins LCV1-3 (5.20 acres) totaling 37.0 acres. The balance of the site is open space with included natural offsite areas to the north and east. The total peak Q100 year runoff for the post development condition is 172.5 cfs with a time of concentration of 19.26 minutes and an area of 111.4 acres. The pre-condition peak QlOO year runoff is 186.4 cfs with a time of concentration of 18.99 minutes and an area of 116.0 acres. Page 5 I I I I I I I I I I I I I I I I I I I SECTION 4 HYDROLOGY CALCULATIONS The hydrological analysis utilized to calculate the storm runoff for the 100-year storm event was the Rational Method (Q = C * I * A). Using a computer program based on the San Diego County Flood Control Division 1985, 1981 Hydrology Manual © copyright 1983-1998 Advanced Engineering Software (AES) ver. Beta, release date: 1/1/98, Serial No. ED1740, determines each component of the Rational Method equation, in which: Q = Runoff(cfs), c = Runoff coefficient, IA = Rainfall intensity (inches/hour), A = Area (acres), Tc = Time of Concentration (initial, overland, street gutter, or pipe). 4.1 Determination of Runoff Coefficient The runoff coefficient (C) is based on the soil group of the drainage basin. This project lies in Soil Group D, as determined by referencing the soil survey maps. (See Appendix A-1) Runoff coefficients are also dependent on the proposed land use of each basin. Coefficients for this project were based from the County of San Diego Hydrology Manual. A runoff coefficient of 0.55 has been used in the calculation of developed areas, and 0.45 for natural open space areas. (See Appendix A-2). 4.2 Determination of Intensity Rainfall intensity (I) is a function of the six-hour precipitation measure and the time of concen- tration for the drainage basin, as defined by the County of San Diego Hydrology Manual (Appendix A-3). 4.3 Determination of Areas The area (A) of each drainage basin was determined from the Drainage Area Map. The onsite drainage basins have been based on the proposed land use. See Exhibit A for the pre-condition and Exhibit B for the post condition Drainage Basins. Page6 I I I I I I I I I I I I I I I I I 4.4 Determination of Initial Time of Concentration The initial TC is the overland time period required for runoff to travel from the farthest edge of a drainage basin to the street gutter. For natural watersheds, overland time is determined using the County of San Diego Hydrology Manual (Appendix A-6 with a user specified time of 10.0 min. to be added to the time of concentration. 4.5 Flood Routing Method The Modified Rational Method was utilized to calculate peak storm water flows and route the calculated flows through the proposed drainage system. 4.6 Hydrology Calculations A summary of hydrology calculations for the developed 1 00-year conditions is listed in Appendix A-8. Each basin is identified with its corresponding area, C-factor, length of flow path, slope of flow path, time of concentration, intensity, and total flow listed. Page7 I I I I I I I I I I I I I I I I I SECTIONS CONCLUSION This Preliminary Hydrology Study has been prepared in conjunction with the Tentative Map for the Shelley Property. It is intended to identify the proposed drainage basins, flow patterns, approximate runoff rates, and storm drain systems necessary to convey the developed 1 00-year flows for the existing offsite areas and onsite improvements from the subject development. The pre-condition drainage basin consists of 116.0 acres and has a peak QlOO runoff value of 186.4 cfs at a time of concentration of 18.99 minutes. The post condition drainage basin consists of 111.4 acres and has a peak Q 100 developed runoff value of 172.5 cfs at a time of concentration of 19.26 minutes. When comparing the pre-condition value to the post condition there is a net decrease of 13.9 cfs during the peak runoff condition. This is a result of a portion of pre-condition area being redirected per the Mass Grading for the Villages of La Costa Neighborhoods 3.10-3.15, prepared by Hunsaker and Associates, Drawing number 397-1A, approved January 16, 2002. (Refer to Hunsaker Report identified as Mass Grading Hydrology Study for the Villages of La Costa Neighborhoods 3.10-3.15; dated December 24, 2001.) Therefore, post condition runoff is less than pre-condition and will not necessitate any requirement for onsite detention facilities. De-siltation will be required per the State Water Resource Quality Control Board to include necessary de-pollutant devices. A Final Hydrology and Pipe Hydraulic Report will be prepared with final engineering drawings for the project development. Page 8 I I I I I I I I I I I I I I , I I I I I LIST OF APPENDICES Appendix A. HYDROLOGY A-1 Hydrologic Soil Groups Map-San Diego County Soils Interpretation Study A-2 Runoff Coefficients (Rational Method) A-3 100-Year, 6-Hour Precipitation Isopluvials A-4 100-Year, 24-Hour Precipitation lsopluvials A-5 Intensity-Duration Design Chart {100-year) A-6 Time ofConcentration for Natural Watersheds Nomograph A-7 Urban Area Overland Time of Flow Curves A-8 Hydrology Calculations-100 Year A-9 Preliminary De-Siltation Basin Page 9 l1 I LIST OF FIGURES I Figure I 1. Location Map (Thomas Bros.) 2. Quad Map-USGS Topo-(Oceanside) I 3. Pre-Condition Hydrology (Exhibit A) 4. Post Condition Hydrology (Exhibit B) I I I I I I I I I I I I I I Page 10 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760)721-2000 /Fax: (760)721-2046 ************************** DESCRIPTION OF STUDY * SHELLEY PROPERTY -CARLSBAD, CA * Q100 STORM EVENT -PRE CONDITION * JN:160-1, BY:LBR ************************** ************************************************************************** FILE NAME: G:\1601\1601EXSP.DAT TIME/DATE OF STUDY: 11:26 08/01/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.900 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD * * * *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREET FLOW HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: WIDTH CROSS FALL IN-I OUT-/PARK-HEIGHT WIDTH LIP NO. (FT) (FT) SIDE I SIDE/ WAY (FT) (FT) (FT) ========== ================= ====== ====== 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 2 30.0 17.0 0.020/0.020/0.020 0.50 1. so 0.0312 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* HIKE (FT) 0.167 0.125 MODEL* MANNING FACTOR (n) ======= 0.0150 0.0150 **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 710.00 IS CODE = 21 ~~ -------------------------------------------------------------------------~-- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I I I I I I I I I I I I I I I I I I I ===========================================================================~ RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.26(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 836.00 UPSTREAM ELEVATION = 960.00 DOWNSTREAM ELEVATION = 725.00 ELEVATION DIFFERENCE = 235.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.283 SUBAREA RUNOFF(CFS) 9.79 TOTAL AREA(ACRES) = 5.08 TOTAL RUNOFF(CFS) 9.79 **************************************************************************** FLOW PROCESS FROM NODE 710.00 TO NODE 720.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 725.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 1220.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 0.00 "Z" FACTOR= 5.000 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 9.79 FLOW VELOCITY(FEET/SEC) = 8.58 FLOW DEPTH(FEET) = 0.48 TRAVEL TIME(MIN.) = 2.37 Tc(MIN.) = 14.63 477.00 0.2033 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 720.00 2056.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE= 81 ~~ ---------------------------------------------------------------------tL-~-- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.822 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) 13.30 TOTAL AREA(ACRES) 18.38 TC(MIN) = 14.63 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 22.88 32.67 **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE= 81 t>~ ------------------------------------------------------------------------,2-- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.822 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) 15.08 TOTAL AREA(ACRES) 33.46 TC(MIN) = 14.63 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 25.94 58.60 **************************************************************************** FLOW PROCESS FROM NODE 720. 00 TO NODE 730.00 IS CODE = 51 I I I I I I I I I I I I I I I I I I I -~---------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ==~========================================================================= ELEVATION DATA: UPSTREAM(FEET) = 477.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 1103.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 0.00 "Z" FACTOR== 5.000 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 58.60 FLOW VELOCITY(FEET/SEC) = 9.53 FLOW DEPTH(FEET) = 1.11 TRAVEL TIME(MIN.) = 1.93 Tc(MIN.) = 16.56 385.00 0.0834 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 730.00 3159.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 730.00 TO NODE 730.00 IS CODE= 81 {)A- -------------------------------------------------------------------------~- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.529 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) 26.67 TOTAL AREA(ACRES) 60.13 TC(MIN) = 16.56 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 42.35 100.95 **************************************************************************** --~~~~-~~~=~==-~~~~-~~~~----~=~~~~-~~-~~~~----~=~~~~-==-=~~~-=--~=----!?~->>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.529 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER SUBAREA AREA(ACRES) TOTAL AREA(ACRES) TC(MIN) = 16.56 (AMC II) = 25.56 85.69 87 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 40.59 141.54 **************************************************************************** FLOW PROCESS FROM NODE 730.00 TO NODE 740.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 385.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 736.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 0.00 "Z" FACTOR= 7.500 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 141.54 FLOW VELOCITY(FEET/SEC) = 7.08 FLOW DEPTH(FEET) = 1. 63 TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 18.30 366.00 0.0258 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 740.00 3895.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 740.00 TO NODE 740.00 IS CODE = 81 l>'-------------------------------------------------------------------------~- I I I I I I I I I I I I I I I I I I I ------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ===========================================~================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.309 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER SUBAREA AREA(ACRES) TOTAL AREA(ACRES) TC(MIN) = 18.30 (AMC II) = 21.16 106.85 87 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 31.51 173. OS **************************************************************************** FLOW PROCESS FROM NODE 740.00 TO NODE 750.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 366.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 0.00 "Z" FACTOR= 10.000 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 173.05 FLOW VELOCITY(FEET/SEC) = 4.78 FLOW DEPTH(FEET) = 1. 90 TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 18.99 364.00 0.0100 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 750.00 4095.00 FEET. **************************************************************************** --~~~~-:~~====-~~~~-~~~=----~~~~~~-~~-~~~=----~~~~~~-==-=~~=-=--~=-----t?-;l >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.230 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) 9.18 TOTAL AREA(ACRES) = 116.03 TC(MIN) = 18.99 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 13.35 186.40 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 116.03 TC(MIN.) = 186.40 18.99 ============================================================================ END OF RATIONAL METHOD ANALYSIS -IS ... I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 /Fax: (760) 721-2046 ************************** DESCRIPTION OF STUDY * SHELLEY PROPERTY -CARLSBAD, CA * Q100 STORM EVENT -POST CONDITION * JN:160-1, BY:LBR ************************** ************************************************************************** FILE NAME: G:\1601\1601SP.DAT TIME/DATE OF STUDY: 10:33 08/01/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 2.900 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD * * * *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING NO. 1 2 WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT (FT) (FT) SIDE / SIDE/ WAY (FT) 30.0 30.0 ========= ================= ====== 20.0 17.0 0.018/0.018/0.020 0.020/0.020/0.020 0.67 0.50 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET WIDTH LIP (FT) (FT) =:::::::::==== 2.00 0.0312 1. 50 0.0312 as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* HIKE (FT) 0.167 0.125 FACTOR (n) 0.0150 0.0150 **************************************************************************** --~~~~-~~~~:~~-~~~~-~~~:----=~~~~~-~~-~~~:----=~~~~~-~~-=~~:-=---~-----~~~-~ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I I I I I I I I I I I I I I I I I I ============================================================================ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.91 RAIN INTENSITY(INCH/HOUR) = 3.95 TOTAL AREA(ACRES) = 5.56 V'TOTAL RUNOFF(CFS) = 10.15 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 437.20 DOWNSTREAM(FEET) 436.60 FLOW LENGTH(FEET) = 184.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 4.26 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 10.15 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 14.63 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 110.00 184.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110. 00 TO NODE 110.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 14.63 RAINFALL INTENSITY(INCH/HR) = 3.82 TOTAL STREAM AREA(ACRES) = 5.56 PEAK FLOW RATE(CFS) AT CONFLUENCE= 10.15 **************************************************************************** FLOW PROCESS FROM NODE llO. 00 TO NODE 110.00 IS CODE = 7 I J \ J ,.,. 3 ----------------------------------------------------------------------~-v- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.87 RAIN INTENSITY(INCH/HOUR) = 3.78 TOTAL AREA(ACRES) = 5.20 TOTAL RUNOFF(CFS) = 11.67 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 14.87 RAINFALL INTENSITY(INCH/HR) = 3.78 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE= 11.67 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) Tc (MIN.) INTENSITY (INCH/HOUR) AREA (ACRE) I I I I I I I I I I I I I I I I I I I 1 10.15 14.63 3.823 5.56 2 11.67 14.87 3. 783 5.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.70 14.63 3.823 ~flu~ 2 21.71 14.87 3.783 COMPUTED CONFLUENCE ESTIMATES ARE/AS FOLLOWS: t,£;\1 1-'f-PEAK FLOW RATE(CFS) 21.7~ Tc(MIN.) = 14.87 TOTAL AREA(ACRES) = 10.761 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 110.00 184.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE= 31 ./ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 436.60 DOWNSTREAM(FEET) 426.80 FLOW LENGTH(FEET) = 307.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 12.14 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 21.71 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 15.29 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 120.00 491.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 31 / >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 426.80 DOWNSTREAM(FEET) 416.90 FLOW LENGTH(FEET) = 307.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 12.19 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 21.71 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 15.71 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 130.00 798.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 10 / >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** --~~~~-~~~=~~~-~~~~-~~~~----~~~~~~-~~-~~~~----~=~~~~-=~-=~~~-=--~=------~"' >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I I I I I I I I I I I I I I I I I I I ============================================================================ SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 250.00 UPSTREAM ELEVATION= 514.60 DOWNSTREAM ELEVATION = 512.20 ELEVATION DIFFERENCE = 2.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) WITH 0-MINUTES ADDED= 15.87(MINUTES) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.628 SUBAREA RUNOFF(CFS) 1.70 TOTAL AREA(ACRES) = 0. 85 ( TOTAL RUNOFF (CFS) 1. 70 **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 61 5~~~-------------------------------------------------------------------------r~~ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 512.20 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 1106.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 16.50 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 476.50 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 4.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.90 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.29 STREET FLOW TRAVEL TIME(MIN.) = 4.62 Tc(MIN.) 20.49 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.077 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) 3.16 SUBAREA RUNOFF(CFS) 5.35 TOTAL AREA(ACRES) = 4.01 PEAK FLOW RATE(CFS) 7.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) 12.05 FLOW VELOCITY(FEET/SEC.) = 4.49 DEPTH*VELOCITY(FT*FT/SEC.) 1.65 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 220.00 = 1356.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I I I I I I I I I I I I I I I I I I I ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 469.80 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 7.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 6.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPE-FLOW(CFS) = 7.04 NUMBER OF PIPES 0.02 Tc(MIN.) = 4 69.70 1 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 200.00 TO NODE 20.50 230.00 1363.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 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.) 20.50 RAINFALL INTENSITY(INCH/HR) = 3.07 TOTAL STREAM AREA(ACRES) = 4.01 PEAK FLOW RATE(CFS) AT CONFLUENCE= 7.04 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 ~~ ---------------------------------------------------------------------=)[-~-- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION= 514.60 DOWNSTREAM ELEVATION= 511.60 ELEVATION DIFFERENCE= 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) WITH 0-MINUTES ADDED= 17.15(MINUTES) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.451 SUBAREA RUNOFF(CFS) 1.44 TOTAL AREA(ACRES) = 0.76 TOTAL RUNOFF(CFS) 1. 44 *************************************************************************lt* FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE= 61 ~rtf~ ----------------------------------------------------------------------~---~ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 511.60 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 740.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 16.50 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 476.50 I I I I I I I I I I I I I I I I Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.02 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.63 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.31 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.20 STREET FLOW TRAVEL TIME(MIN.) = 2.86 Tc(MIN.) 20.01 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.124 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA (ACRES) 1. 8~/ TOTAL AREA(ACRES) = 2.60v SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 3.16 4.60 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) 9.27 FLOW VELOCITY(FEET/SEC.) = 4.71 DEPTH*VELOCITY(FT*FT/SEC.) 1.47 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 1040.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 230.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 470.00 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 5.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPE-FLOW(CFS) = 4.60 NUMBER OF PIPES 0.10 Tc(MIN.) = 1 469.70 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 300.00 TO NODE 20.11 230.00 1072.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 ========================~=================================================== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) 20.11 RAINFALL INTENSITY(INCH/HR) = 3.11 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE= 4.60 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER ( CFS) 1 7. 04 2 4.60 Tc (MIN.) 20.50 20.11 INTENSITY (INCH/HOUR) 3.075 3.114 2 ARE: AREA (ACRE) 4.01 2.60 I I I I I I I I I I I I I I I I I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.56 20.11 3.114 2 11.59 20.50 3.075 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 11.59 Tc(MIN.) = 20.50 TOTAL AREA (ACRES) = 6. 61 I LONGEST FLOWPATH FROM NODE 200.00 TO NODE 230.00 1363.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ====~======================================================================= ELEVATION DATA: UPSTREAM(FEET) = 469.70 DOWNSTREAM(FEET) 453.20 FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 12.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 11.59 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 20.94 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 240.00 1693.00 FEET. **************************************************************************** --~~~~-~~~==~~-~~~~-~~~=----~~~~~~-~~-~~~=----~~~~~~-=~-=~~=-=--~=-----~~-~ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.033 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION S.C.S. CURVE NUMBER SUBAREA AREA(ACRES) TOTAL AREA(ACRES) TC(MIN) = 20.94 IS "D" (AMC II) = /88 4. 4 5 ·'· SUBAREA RUNOFF ( CFS) 11.06/ TOTAL RUNOFF(CFS) = 7.42 . 19.01 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 250.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 453.20 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 14.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPE-FLOW(CFS) = 19.01 NUMBER OF PIPES 0.39 Tc(MIN.) = 435.40 1 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 200.00 TO NODE 21.33 250.00 2023.00 FEET. I I I I I I I I I I I I I I I I I -----------~------------------------ **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 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.) 21.33 RAINFALL INTENSITY(INCH/HR) = 3.00 TOTAL STREAM AREA(ACRES) = 11.06 PEAK FLOW RATE(CFS) AT CONFLUENCE= 19.01 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 410.00 IS CODE = 21 ~I)~ ---------------------------------------------------------------------·~r~--- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 190.00 UPSTREAM ELEVATION= 478.00 DOWNSTREAM ELEVATION= 476.60 ELEVATION DIFFERENCE = 1.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) WITH 0-MINUTES ADDED= 15.11(MINUTES) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.744 SUBAREA RUNOFF(CFS) 1.67 TOTAL AREA(ACRES) = 0.81 TOTAL RUNOFF(CFS) 1. 67 **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 420.00 IS CODE= 61 C:.t/J-r -----------------------------------------------------------------------~--1 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 476.60 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 546.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 15.50 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: 8.99 STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = AVERAGE FLOW VELOCITY(FEET/SEC.) PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) STREET FLOW TRAVEL TIME(MIN.) = 2.00 4.54 1. 39 Tc(MIN.) 4.21 17.11 451.80 0.0150 I I I I I I I I I I I I I I I I I I I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.455 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) 2.67' TOTAL AREA (ACRES) = 3 . 4 8 1/ SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 5.07 6.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) 11.02 FLOW VELOCITY(FEET/SEC.) = 5.06 DEPTH*VELOCITY(FT*FT/SEC.) 1.75 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 420.00 = 736.00 FEET. **************************************************************************** --~~~~-~~~=~~~-~~~~-~~~~----~~~~~~-=~-~~~~----~=~~~~-=~-=~~~-=--~=--~~~->>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 451.80 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 15.50 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 445.80 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 8.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.46 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.69 STREET FLOW TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) 18.01 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.343 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 SUBAREA AREA(ACRES) 1.65 TOTAL AREA(ACRES) = 5.13. SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 3.03 9.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) 14.37 FLOW VELOCITY(FEET/SEC.) = 4.48 DEPTH*VELOCITY(FT*FT/SEC.) 1.85 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 430.00 = 966.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = 81 !)1)01 ------------------------------------------------------------------------r--1 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.343 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500 I I I I I I I I I I I I I I I I I I I SOIL CLASSIFICATION IS "D" S.C. S. CURVE NUMBER (AMC II) =:./88 SUBAREA AREA(ACRES) = 2.36 , SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) 7.49;/ TOTAL RUNOFF(CFS) = TC(MIN) = 18.01 4.34 14.12 **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 250.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =======~==================================================================== ELEVATION DATA: UPSTREAM(FEET) = 435.70 DOWNSTREAM(FEET) 435.40 FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 6.70 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 14.12 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 18.09 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 250.00 998.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 18.09 RAINFALL INTENSITY(INCH/HR) = 3.33 TOTAL STREAM AREA(ACRES) = 7.49 PEAK FLOW RATE(CFS) AT CONFLUENCE= 14.12 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 19.01 2 14 .12 Tc (MIN.) 21.33 18.09 INTENSITY (INCH/HOUR) 2.998 3.334 AREA (ACRE) 11.06 7.49 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF NUMBER ( CFS) 1 31.21 2 31.70 Tc (MIN.) 18.09 21.33 INTENSITY (INCH/HOUR) 3.334 2.998 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 31.70 Tc(MIN.) = 21.33 TOTAL AREA(ACRES) = 18.55/ LONGEST FLOWPATH FROM NODE 200.00 TO NODE 250.00 2023.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 250.00 TO NODE 260.00 IS CODE= 31 I I I I I I I I I I I I II I I I I I I >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =======:==================================================================== ELEVATION DATA: UPSTREAM(FEET) = 435.40 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 365.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 14.93 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 31.70 NUMBER OF PIPES 0.41 Tc(MIN.) = 420.00 1 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 200.00 TO NODE 21.74 260.00 2388.00 FEET. **************************************************************************** --~~~~-~~~::::_~~~~-~~~=----~~~~~~-:~-~~~=----~~~~~~-::_:~~=-=--~=---~f'~l2 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.961 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) ~ SUBAREA AREA(ACRES) 0.82. TOTAL AREA(ACRES) 19.37: TC(MIN) = 21.74 88 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 1. 34 33.04 **************************************************************************** --~~~~-~~~::::_~~~~-~~~=----~~~~~~-:~-~~~=----~~~~~~-::_:~~=-=--~=----~~~\ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.961 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 1.93 TOTAL AREA(ACRES) 21.30/ TC(MIN) = 21.74 88 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 3.14 36.18 **************************************************************************** FLOW PROCESS FROM NODE 260.00 TO NODE 130.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 420.00 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 13.66 ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPE-FLOW(CFS) = 36.18 NUMBER OF PIPES 0.12 Tc(MIN.) = 416.90 1 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 200.00 TO NODE 21.85 130.00 2483.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I I I I I I I I I I I I I I I I I I I ==~========================================================================= ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 36.18 21.85 2.951 AREA (ACRE) 21.30 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 130.00 2483.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.71 15.71 3.651 AREA (ACRE) 10.76 130.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 798.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 50.96 15.71 3.651 2 53.73 21.85 2.951 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 53.7~ Tc(MIN.) = 21.85 TOTAL AREA(ACRES) = 32.06~ **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 416.90 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 101.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 17.77 ESTIMATED PIPE DIAMETER(INCH) = 27.00 PIPE-FLOW(CFS) = 53.73 NUMBER OF PIPES 0.09 Tc(MIN.) = 412.00 1 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 200.00 TO NODE 21.95 140.00 2584.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 510.00 IS CODE = 21 ~~~ ------------------------------------------------------------------------rt~~~ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = INITIAL SUBAREA FLOW-LENGTH = UPSTREAM ELEVATION = 421.00 DOWNSTREAM ELEVATION 418.30 ELEVATION DIFFERENCE 2.70 88 194.00 I I I I I I I I I I I I I I I I URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) WITH 0-MINUTES ADDED= 12.35(MINUTES) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.264 SUBAREA RUNOFF(CFS) 1.24 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) 1. 24 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 520.00 IS CODE = 61 ~~~ -----------------------------------------------------------------------~~] __ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ======~===================================================================== UPSTREAM ELEVATION(FEET) = 418.30 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 16.50 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 416.50 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.11 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.92 STREET FLOW TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) 13.56 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.015 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) =, 88 SUBAREA AREA(ACRES) 2. 44/ TOTAL AREA(ACRES) = 2.97 SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) 5.39 6.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) 14.95 FLOW VELOCITY(FEET/SEC.) = 2.82 DEPTH*VELOCITY(FT*FT/SEC.) 1.20 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 520.00 = 374.00 FEET. **************************************************************************** --~~~~-~~~=~==-~~~~-~~~~----~:~~~~-=~-~~~~----~:~~~~-==-=~~~-=--~=----~~JL~ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================~=============================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.015 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT= .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER SUBAREA AREA(ACRES) TOTAL AREA(ACRES) TC(MIN) = 13.56 (AMC II) = 0.25 3.22 88 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 0.55 7.18 I I I I I I I I I I I I I I II I I I I **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 530.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 413.00 DOWNSTREAM(FEET) 412.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 6.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 7.18 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 13.70 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 530.00 424.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 13.70 RAINFALL INTENSITY(INCH/HR) = 3.99 TOTAL STREAM AREA(ACRES) = 3.22 PEAK FLOW RATE(CFS) AT CONFLUENCE= 7.18 **************************************************************************** --~~~~-~~~~~==-~~~~-~~~~----~~~~~~-~~-~~~~----~=~~~~-==-~~~~-=--~=----~1~ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH = 250.00 UPSTREAM ELEVATION = 422.00 DOWNSTREAM ELEVATION = 419.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) WITH 0-MINUTES ADDED= 14.73(MINUTES) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.806 SUBAREA RUNOFF(CFS) 1.93 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) 1. 93 **************************************************************************** --~~~~-~~~~~==-~~~~-~~~~----~=~~~~-~~-~~~~----~~~~~~-==-~~~~-=--~=----~~JGP >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 419.00 DOWNSTREAM ELEVATION(FEET) STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 28.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 16.50 INSIDE STREET CROSSFALL(DECIMAL) 0.020 416.50 I I I I I I I I I I I I I I I I I I I OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 2.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.60 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.79 STREET FLOW TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) 16.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.535 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = .-88 SUBAREA AREA(ACRES) = 1.00~/ TOTAL AREA(ACRES) = 1. 92 , SUBAREA RUNOFF(CFS) PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) 11.98 1. 94 3.87 0.0150 FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH*VELOCITY(FT*FT/SEC.) 0.91 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 620.00 = 500.00 FEET. *********************************************************************~l*l7 FLOW PROCESS FROM NODE 620.00 TO NODE 620.00 IS CODE = 81 ~~./L: ________________________________________________________________________ ) __ _ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.535 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER SUBAREA AREA(ACRES) TOTAL AREA(ACRES) TC(MIN) = 16.52 (AMC II) = 88 1.56 ' SUBAREA RUNOFF(CFS) 3.48 /TOTAL RUNOFF(CFS) = 3.03 6.90 **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 530.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 413.00 DOWNSTREAM(FEET) 412.50 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 6.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 6.90 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 16.60 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 530.00 535.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 530.00 IS CODE = 1 I I I I I I I I I I I I I I I I I I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 16.60 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) = 3.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.18 13.70 3.989 2 6.90 16.60 3.523 RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.28 13.70 3.989 2 13.25 16.60 3.523 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: AREA (ACRE) 3.22 3.48 RATIO PEAK FLOW RATE(CFS) 13.28 Tc(MIN.) = 13.70 TOTAL AREA(ACRES) = 6.70 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 530.00 535.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 140.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 412.50 DOWNSTREAM(FEET) 412.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 6.32 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 13.28 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 13.86 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 140.00 595.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.28 13.86 3.959 AREA (ACRE) LONGEST FLOWPATH FROM NODE 600.00 TO NODE 6.70 140.00 595.00 FEET. • I I I I I I I I I I I I I I 'I I I I I ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 53.73 21.95 2.943 AREA (ACRE) 32.06 140.00 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 2584.00 FEET. ** PEAK FLOW RATE STREAM RUNOFF NUMBER (CFS) 1 53.22 2 63.61 TABLE ** Tc (MIN.) 13.86 21.95 INTENSITY (INCH/HOUR) 3.959 2.943 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 63.61 Tc(MIN.) = 21.95 TOTAL AREA(ACRES) = 38.76 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ~====================~====================================================== ELEVATION DATA: UPSTREAM(FEET) = 412.00 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 86.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 39.07 ESTIMATED PIPE DIAMETER(INCH) = 21.00 PIPE-FLOW(CFS) = 63.61 NUMBER OF PIPES 0.04 Tc(MIN.) = 382.30 1 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 200.00 TO NODE 21.99 150.00 2670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 382.30 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 106.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 12.83 ESTIMATED PIPE DIAMETER(INCH) = 33.00 PIPE-FLOW(CFS) = 63.61 NUMBER OF PIPES 0.14 Tc(MIN.) = 1 380.30 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 200.00 TO NODE 22.12 160.00 2776.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 380.30 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 240.00 CHANNEL SLOPE CHANNEL BASE(FEET) 10.00 "Z" FACTOR= 2.000 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 2.00 376.00 0. 0179 I I I I I I I I I I I I I I I I I I I CHANNEL FLOW THRU SUBAREA{CFS) = 63.61 FLOW VELOCITY{FEET/SEC) = 5.67 FLOW DEPTH(FEET) 0.94 TRAVEL TIME{MIN.) = 0.71 Tc(MIN.) = 22.83 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 170.00 3016.00 FEET. **************************************************************************** tf FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE= 81 ~~ l) -----------------------------------------------------------------------:1-l-- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.869 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = SUBAREA AREA(ACRES) 3.43 TOTAL AREA(ACRES) 42.19 TC(MIN) = 22.83 87 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 4.43 68.03 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 376.00 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 115.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 16.37 ESTIMATED PIPE DIAMETER(INCH) = 30.00 PIPE-FLOW(CFS) = 68.03 NUMBER OF PIPES 0.12 Tc(MIN.) = 1 372.00 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 200.00 TO NODE 22.94 180.00 3131.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 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.) 22.94 RAINFALL INTENSITY{INCH/HR) = 2.86 TOTAL STREAM AREA(ACRES) = 42.19 PEAK FLOW RATE(CFS) AT CONFLUENCE= 68.03 +--------------------------------------------------------------------------+ I NATURAL ONSITE and OFFSITE BASIN "0" I Q100 STORM EVENT -CONTRIBUTAL AT I POST CONDITION. JN:160-1 BY:LBR +--------------------------------------------------------------------------+ **************************************************************************** --~~~~-~~~=~::_~~~~-~~~~----~~~~~~-=~-~~~~----~=~~~~-=:-=~~~-=--~=-------~' >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ===================~======================================================== RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 I I I I I I I I I I I I I I I I I I I SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) 87 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.26(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 836.00 UPSTREAM ELEVATION = 960.00 DOWNSTREAM ELEVATION= 725.00 ELEVATION DIFFERENCE = 235.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 4.283 SUBAREA RUNOFF(CFS) 9.79 TOTAL AREA(ACRES) = 5.08 TOTAL RUNOFF(CFS) 9.79 **************************************************************************** FLOW PROCESS FROM NODE 710.00 TO NODE 720.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ==;===========================;============================================= ELEVATION DATA: UPSTREAM(FEET) = 725.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 1220.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 0.00 "Z" FACTOR= 5.000 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 9.79 FLOW VELOCITY(FEET/SEC) = 8.58 FLOW DEPTH(FEET) = 0.48 TRAVEL TIME(MIN.) = 2.37 Tc(MIN.) = 14.63 477.00 0.2033 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 720.00 2056.00 FEET. **************************************************************************** --~~~~-~~~====-~~~~-~~~=----~~~~~~-~~-~~~=----~~~~~~-==-=~~=-=--~~-----~-~ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.822 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER SUBAREA AREA(ACRES) TOTAL AREA(ACRES) TC(MIN) = 14.63 (AMC II) = 13.30 18.38 87 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 22.88 32.67 **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 81 £:)~ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.822 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER SUBAREA AREA(ACRES) TOTAL AREA(ACRES) TC(MIN) = 14.63 (AMC II) = 15.58 33.96 87 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 26.80 59.4 6 **************************************************************************** FLOW PROCESS FROM NODE 720. 00 TO NODE 730.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< I I I I I I I I I I I I I I I I I >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< =================================================~========================== ELEVATION DATA: UPSTREAM(FEET) = 477.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 1103.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 0.00 "Z" FACTOR= 5.000 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 59.46 FLOW VELOCITY(FEET/SEC) = 9.54 FLOW DEPTH(FEET) = 1.12 TRAVEL TIME(MIN.) = 1.93 Tc(MIN.) = 16.56 385.00 0.0834 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 730.00 3159.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 730.00 TO NODE 730.00 IS CODE = 81 ~ )l. ----------------------------------------------------------------------~~- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.529 RURAL DEVELOPMENT RUNOFF COEFFICIENT= .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER SUBAREA AREA(ACRES) TOTAL AREA(ACRES) TC(MIN) = 16.56 (AMC II) = 17.17 51.13 87 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 27.27 86.73 **************************************************************************** FLOW PROCESS FROM NODE 730.00 TO NODE 740.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 385.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 736.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 0.00 "Z" FACTOR= 7.500 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 86.73 FLOW VELOCITY(FEET/SEC) = 6.16 FLOW DEPTH(FEET) = 1. 37 TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 18.55 366.00 0.0258 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 740.00 3895.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 740.00 TO NODE 740.00 IS CODE = 81 ()_J~ ----------------------------------------------------------------------~-- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.280 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER SUBAREA AREA(ACRES) TOTAL AREA(ACRES) TC(MIN) = 18.55 (AMC II) = 11.25 62.38 87 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 16.60 103.33 **************************************************************************** FLOW PROCESS FROM NODE 740.00 TO NODE 740.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< 1 I I I I I I I I I I I I I I I I I I I ===========================================================================~ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 18.55 RAINFALL INTENSITY(INCH/HR) = 3.28 TOTAL STREAM AREA(ACRES) = 62.38 PEAK FLOW RATE(CFS) AT CONFLUENCE= 103.33 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 68.03 22.94 2.860 2 103.33 18.55 3.280 RAINFALL INTENSITY AND TIME OF CONCENTRATION CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 162.66 18.55 3.280 2 158.14 22.94 2.860 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 162.66 Tc (MIN.) = TOTAL AREA(ACRES) = 104.57 AREA (ACRE) 42.19 62.38 RATIO 18.55 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 740.00 3895.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 740.00 TO NODE 750.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< =====~====================================================================== ELEVATION DATA: UPSTREAM(FEET) = 366.00 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 0.00 "Z" FACTOR= 10.000 MANNING'S FACTOR= 0.030 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 162.66 FLOW VELOCITY(FEET/SEC) = 4.71 FLOW DEPTH(FEET) = 1. 86 TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 19.26 364.00 0.0100 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 750.00 4095.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 750.00 TO NODE 750.00 IS CODE = 81 !?~ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================~=====:========================================= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.201 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER SUBAREA AREA(ACRES) TOTAL AREA(ACRES) = TC(MIN) = 19.26 (AMC II) = 6.83 111.40 87 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 9.84 172.50 ============================================================================ END OF STUDY SUMMARY: I I I I I I I I I I I I I I I I I I I TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 111.40 TC(MIN.) = 172.50 19.26 ===========;================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS I I I I I I I I I I I I I I I I I I I I I I I I I ~M~J:btxt Riser Calculator Given Input Data: Base Flowrate .................. . Riser Elevation ................ . Inlet Elevation ................ . Outlet Elevation ............... . Water Surface Elevation ........ . Spillway Elevation ............. . Pipe Length .................... . Manning ' s n .................... . Entrance Coefficient ........... . Bend Angle ..................... . I Computed Results: I I I I I I !I I I I I I Riser Diameter ................. . Pipe Diameter .................. . Riser Flowrate ................. . Pipe Flowrate .................. . Flow Type ...................... . Orifice Flow ................... . Weir Flow ...................... . Riser Head ..................... . Pipe Head ...................... . Page 1 60.0000 cfs 380.0000 ft 372.5000 ft 372.0000 ft 382.0000 ft 382.0000 ft 110.0000 ft 0.0130 0.8500 90.0000 deg 42.0000 in 30.0000 in 65.4877 cfs 68.9959 cfs Weir 65.4877 cfs 103.5636 cfs 2.0000 ft 10.0000 ft I I I I I I I I I I I i I I I I I I I I tmp#1.rtc #Units=Structural Dimensions,in,Flowrate,cfs #Riser Rating Curve Data #Depth -in Flowrate -cfs #------------------------- 0.00000000, 0.00000000 0.10000000, 14.64349513 0.20000000, 20.70902941 0.30000000, 25.36327756 0.40000000, 29.28699025 0.50000000, 32.74385053 0.60000000, 35.86909111 0.70000000, 38.74304643 0.80000000, 41.41805882 0.90000000, 43.93048538 1.00000000, 46.30679751 1.10000000, 48.56697896 1.20000000, 50.72655512 1.30000000, 54.27216905 1.40000000, 60.65326778 1.50000000, 67.26653222 1.60000000, 68.99590237 1.70000000, 68.99590237 1.80000000, 68.99590237 1.90000000, 68.99590237 2.00000000, 68.99590237 Page 1 I I I I I I I I I I I I I Riser Rating Curve I o. 4o 1------+------+-t!:..___----J.---+------1 I I I I I 0. 00 w:::;;.....&...--L-.L.--L.._._..I.--I-_._..1.--1-_._.L....-L-_._.L....-L-_._..I.--I---J 0.00 14 28 42 56 68 Flowrate -cfs U.S{; ~k;o Gf· p.w ~ 1~~ I Y'..W 51K1f; ~lrTeJL fl~. CD~I... ~ Ofl~ F ,.,_t;[-PWf\ '*A. f!A!1 -u, v + :. ss·t. ~ >PI-Sfl~ = 11.13 ~ ~"·'' lit~ '31.0 k ~ :. 37 ( ~1.66) ~ 1~-?,0l-tJ't> ef· . . . ~IN DIM-:..- w trJTH :. l:1 o' I -.., I --'31 U}l> sf. ~Tf.\ ~ Z·'f't> -'-- '-'!~ -::. ;;.. 1,16"0 s-f. V~H-:=; ) s· 1~8'1 SM cf. + = ~.rv ~f+-. - • . * "6ft: UV 1-i" ~ ~l.Ut16? J ~IOU~'-'( tllNftO'e(l.~ PJ'r: 157 BUCCOLA 7110/721-2000 EI\GINEERIN6. h:: 3142 Vista Way, Suite 301 0 Oceanside, CA 9205<4 NO. CO. B.P. CO 143111 JOB TITLE ___________ _ CLIENT·-~,.---....------------ JOBNO. I'D-I BY--=:..s.,Lf;ll~.___------DATE.--- ' ,_ I EXHIBIT A EXISTING COND/170N HYDROLOGY 1W~1P flOJl SHELLEY PROPE~R1~Y ' ' e· w· wm OWNER/DEVE'LOPER i DANIEL T. S11ELLEY I /I / I I P.O.BOX 230985 I I I ' I Jt.1\'CJNITAS., CA., 92023 i .· I I , TELE: (8580: 759-2268 / I I I f / I I I I/ / / f / I I I / I I OWNERS RE'PRESE1Vt1TJVE LWWJG DE:::.IGN GROUP, INC. 703 PALOJIAR AiRPORT ROAD SUiTE 300 CARL$BAD, CA., 92009 TEL£~ {760} 1383182 -, tft 7 " ~w-%" • ev·a e;l -~ w 0 0 '"' PREP.·! RED 1\' /liE OFF/( E Of': ct~,cwt··*'YP'1 "'Yv:zro·'fPN we ·raw M EH!NTE .~UG 0 5 2002 ~··~C;-,L· A -"G ''u~·N~ It''~ Ul..iv 1..; , ~:1 ;~!:1: d I.J 1\.;, Oc ~A''~'u'" "II 'FOR"'A -,'L ... l C. v '~I , .111 ----- \ \ I --T ------ I TC::: 1 J.·~" A<U<\''-" ---""" (JJOO:::l AREA=H,~~..f~~'\(7·\:' • \ PROPOSED CONDITION HYDROLOGY MAP g-- P-If:U- ·,; ; ' . . . ._ 703 SWTE CA{lLSBAD, CA., 92009 TELE: {760} 438318?. + " \ . . --. / .. ,. : ". -> __ · " _ __; ·----~----/·. ~ ----------~---· .£__.-' "-=._, ___ ~::~:";_~,>--_::._;_ ,~ . ---~ ~"'"-. ~ - · CA., fJZO?.:J {8!580 759-2?.68 J . /' ... -~ ~ /" ! ~: ( ·' I Y:/1 ,1 /[ . : -;I /--. /• . or--~ ·' .. 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