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HomeMy WebLinkAboutCT 99-09; RANCHO CARRILLO VILLAGE N; HYDROLOGY STUDY; 2000-06-02HUNSAKER & AS SOCIATES SAN DIEGO, INC. PLANNING ENGINEERING SURVEYING IRVINE RIVERSIDE SAN DIECO HYDROLOGY STUDY for RANCHO CARRILLO VILLAGE N City of Carlsbad, California Prepared for: D.R. Horton 1010 South Coast Highway 101 Suite 101 Encinitas, CA 92024 w.o. 1375-83 June 2, 2000 DAVE HAMMAR JACK HILL LEX WILLIMAN ALISA VIALPANDO 10179 Huennekens St. San Diego, CA 92121 (858) 558-4500 PH (858) 558-1414 FX www.hunsaker.com lnfo@HunsakerSD.com Raymond L. Martin, R.C.E. Project Manager Hunsaker & Associates San Diego, Inc. SJ:kd msword\h;\report5\1375\083\a04.doc W.O. 1375-83 5/31/00 Rancho Carrillo - Village N Hydrology Study TABLE OF CONTENTS SECTION Executive Summary I Introduction Vicinity Summary of Results References Methodology & Model Development II Peak Flowrate Determination storm Drain Analysis Curb Inlet Design Hydrologic Analysis - 100 Year Return Interval III storm Drain Analysis IV Curb Inlet Design V Reference Data VI Hydrology Map (pocket) SJ:kd msword\ti:\reports\1375\083\a04.doc W.O. 1375-83 5/31/00 Rancho Carrillo - Village N Hydrology Study TABLE OF CONTENTS SECTION Executive Summary Introduction Vicinity Summary of Results References Methodology & Model Development Peak Flowrate Determination Storm Drain Analysis Curb Inlet Design Hydrologic Analysis - 100 Year Return Interval Storm Drain Analysis Curb Inlet Design Hydrology Map III IV V (pocket) SJ:kd msword\ti:\reports\1375\083\a04.doc W.O. 1375-83 6/1/00 Rancho Carrillo - Village N Hydrology Study EXECUTIVE SUMMARY Introduction Village N of the Rancho Carrillo development is located west of Melrose Drive in the City of Carlsbad. The site, which has a drainage area of 10 acres, will drain to an existing 24-inch RCP located on the northern side of the development. All site runoff will be intercepted by a series of six curb inlets, each of which will be placed in roadway sag locations. Two main storm drain lines will confluence at a sump along Drive "B" and then exit the basin via 24-inch RCP. This hydrologic analysis determines the peak flowrates for the Village N development based on a 6-hour rainfall duration and a 100-year return interval. Methodology for the analysis appears in Section li, results appear in Section lil, IV, and V. CITY OF OCEANSIDE MARCOS CITY OF ENCINITAS SJ:kd msword\h:\reports\1375\083\a04.doc W.O. 1375-83 6/1/00 Rancho Carrillo - Village N Hydrology Study Summary of Results Table 1 below summarizes the results ofthe hydrologic analysis. Curb inlets forthis analysis will be designed to intercept 100 percent ofthe runoff. Table 1 - Hydrologic Results 100-Year Design Storm Inlet Node Number Street Flow Condition 100-Year Peak Flow (cfs) Drainage Area (acres) 1 D Sump 1.35 0.34 2 D Sump 2.45 0.78 3 A Sump 5.17 1.75 4 A Sump 1.52 0.38 7 B Sump 10.58 ' 4.17 8 B Sump 6.85 2.22 Table 2 below summarizes the preliminary pipe sizing forthe storm drain systems in the analysis and all pipes are assumed to be RCP. Calculations show that a 24-inch RCP will convey the total runoff from the site to the existing pipe along the property's northern boundary. Table 2 - Preliminary Pipe Sizing 100-Year Design Storm Upstream Node Number Downstream Node Number Pipe Size 100-Year Peak Flow (cfs) Drainage Area (acres) 1 2 18" 1.35 0.34 2 6 18" 3.56 1.12 3 4 18" 5.17 1.75 4 5 18" 6.24 2.13 5 6 18" 6.24 2.13 6 10 18" 9.46 3.25 7 9 18" 10.58 4.17 8 9 18" 6.85 2.22 9 10 out 18" 15.80 6.39 10 11 24-25.97 9.64 References CityofCarlsbad Drainage Design Manual, 1984. County of San Diego Drainage Design & Procedure Manual, 1985. SJ:kd msword\h;\feportsM 375\083\a04.doc W.O. 1375-83 5/31/00 Rancho Carrillo - Village N Hydrology Study METHODOLOGY & MODEL DEVELOPMENT Rational Method Hydrologic Analvsis Computer Software Package - AES-99 Design Storm - 100-year return intervals Land Use - Single-family residential onsite; mostly natural areas offsite Soil Type - Hydrologic soil group D was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials. Group D soils have a very slow rate of water transmission. Runoff Coefficient - In accordance with the County of San Diego standards, single- family residential areas were designated a runoff coefficient of 0.55 while natural areas were designated a runoff coefficient of 0.45_ When a watershed encompasses solely pavement conditions, a runoff coefficient of 0.95 was selected. Rainfall Intensity - Initial time of concentration values were determined using the County of San Diego's overland flow nomograph for urban or natural areas. Per City of Carlsbad standards, a maximum 10-minute time increment is added to the initial subbasin when the natural area nomograph is selected. Downstream Tc values are determined by adding the initial subbasin time of concentration and the downstream routing time. Intensity values were determined from the Intensity-Duration design chart from the County of San Diego's Drainage Design Manual. Precipitation values correspond to the 100-year, 6-hour design storm. Method of Analysis - The Rational Method is the most widely used hydrologic model for estimating peak runoff rates. Applied to small urban and semi-urban areas with drainage areas less than 0.5 square miles, the Rational Method relates storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q = CIA, where: Q = The peak runoff rate in cubic feet per second at the point of analysis. C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall intensity. I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. SJ:kd m5wotd\h:\rep<jrts\1375\083\a04.doc W.O. 1375-83 5/31/00 Rancho Carrillo - Village N Hydrology Study To perform a node-link study, the total watershed area is divided into subareas which discharge at designated nodes. The procedure for the subarea summation model is as follows: (1) Subdivide the watershed into an initial subarea (generally 1 lot) and subsequent subareas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each subarea. (2) Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. (3) Using the initial Tc, determine the corresponding values of 1. Then Q = C 1 A. (4) Using Q, estimate the travel time between this node and the next by Manning's equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calcuiation for Q based on the revised intensity (which is a function of the revised time of concentration) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-99 computer subarea menu is as follows: SUBAREA HYDROLOGIC PROCESS 1. Confluence analysis at node. 2. Initial subarea analysis (including time of concentration calculation). 3. Pipeflow travel time (computer estimated). 4. Pipeflow travel time (user specified). 5. Trapezoidal channel travel time. 6. Street flow analysis through subarea. 7. User - specified information at node. 8. Addition of subarea runoff to main line. 9. V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin's times of concentration. This adjustment is based on the assumption that each basin's hydrographs are triangular in shape. (1). If the collection streams have the same times of concentration, then the Q vaiues are directly summed, Qp = Qa + Qb; Tp = Ta = Tb SJ:kd msword\h:\reports\1375\083\a04.doc W.O. 1375-83 5/31/00 Rancho Carrillo - Village N Hydrology Study (2). If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: (i) . The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. Qp = Qa + Qb (ia/lb); Tp = Ta (ii) . In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. Qp = Qb + Qa (TbATa); Tp = Tb Storm Drain Capacity Analysis Computer Software - StormCAD Design Storm - 100-year return interval Storm drain systems in this analysis were sized to prevent street flooding and to predict outlet velocities to receiving channels. The StormCAD computer program, developed by Haested Methods, was used to predict hydraulic grade lines, pipe flow travel times and velocities in the storm drain systems. Required input includes the peak flowrate at each inlet, upstream and downstream inverts, pipe lengths, and rim elevations. Flow calculations are valid for both pressure and varied flow situations, including hydraulic jumps, backwater, and drawdown cun/es. The gravity network solution is solved using a numerical model that utilizes both the direct step and standard step gradually varied flow methods. Junction losses are modeled using the standard method, which calculates structure headloss based on the stmcture's exit velocity (velocity at the upstream end of the downstream pipe). The exit velocity head is multiplied by a user-entered coefficient to determine the loss according to the following formula... Hs = K*Vo^/2g Where Hs = structure headloss (ft.) K = headloss coefficient Vo = exit pipe velocity (ft/s) G = gravitational acceleration (ft/s^) SJ:kd msword\h:\iBports\1375\083\a04.doc W.O. 1375-83 5/31/00 Rancho Carrillo - Village N Hydrology Study Typical headloss coefficients used forthe standard method range from 0.5 to 1.0 depending on the number of pipes meeting at the junction and the confluence angle. For a trunkline only with no bend at the junction, a headloss coefficient of 0.5 is selected. For three or more entrance lines confluencing at a junction, a value of 1.0 is selected. A table with standard method headloss coefficients with accompanying diagrams is included in this report. Manning's Roughness Values: Pipe Type Manninq's Value Corrugated Metal 0.024 Reinforced Concrete 0.012 Cast-in-Place Concrete 0.015 Asbetos Concrete 0.011 Curb Inlet Sizing Design Storm 10O-year return interval On Grade Inlets Required curb opening lengths based on City of Carisbad Drainage Design Manual, 1984. Sag Inlets Required curb opening lengths based on City of Carlsbad Drainage Design Manual, 1984. SJ:kd mswotd\h:\reportsU 375\083\a04.doc W.O. 1375-83 5«1/00 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. l.SA Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ************************** * RANCHO CARRILLO VILLAGE N HYDROLOGY STUDY * * 100-YEAR PEAK FLOW RATE • * * W.O. 1375-83 * ************************************************************************** FILE NAME: H:\AES99\1375\83\RCN.DAT TIME/DATE OF STUDY: 7:19 5/23/2000 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 120.00 UPSTREAM ELEVATION = 469.50 DOWNSTREAM ELEVATION = 468.30 ELEVATION DIFFERENCE = 1.20 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 7.887 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.105 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.86 ************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 3.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 468.30 DOWNSTREAM ELEVATION = 461.10 STREET LENGTH (FEET) - 530.00 CURB HEIGHT (INCHES) =• 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.01 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.3 3 HALFSTREET FLOODWIDTH(FEET) = 10.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.69 PRODUCT OF DEPTH&VELOCITY = 0.88 STREETFLOW TRAVELTIME(MIN) = 3.29 TC(MIN) = 11.17 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.078 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA (ACRES) = 1.51 SUBAREA RUNOFF (CFS) = 4.31 StJMMED AREA (ACRES) = 1.75 TOTAL RUNOFF (CFS) = 5.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.59 FLOW VELOCITY(FEET/SEC.) = 3.04 DEPTH*VELOCITY = 1.15 **************************************************************** *:^********* FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESI2E<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.5 UPSTREAM NODE ELEVATION = 452.90 DOWNSTREAM NODE ELEVATION = 452.58 FLOWLENGTH(FEET) = 69.40 MANNING'S N = 0.012 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.17 TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 11.43 *************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM POR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS =• 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.43 RAINFALL INTENSITY(INCH/HR) = 4.02 TOTAL STREAM AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.17 **************************************************************** FLOW PROCESS FROM NODE 4 01.00 TO NODE 4.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D» MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 130.00 UPSTREAM ELEVATION = 463.60 DOWNSTREAM ELEVATION = 461.10 ELEVATION DIFFERENCE = 2.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.602 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.726 SUBAREA RUNOFF(CFS) = 1.52 TOTAL AREA(ACRES) = 0.38 TOTAL RUNOFF(CFS) = 1.52 ************************************************************************ FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<c<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.60 RAINFALL INTENSITY (INCH/HR) = 5.73 TOTAL STREAM AREA(ACRES) = 0.3 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.52 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.17 11.43 4.018 1.75 2 1.52 6.60 5.726 0.38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.15 6.60 5.726 2 6.24 11.43 4.018 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.24 Tc(MIN.) = 11.43 TOTAL AREA(ACRES) = 2.13 ************************************************************************ FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE =• 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.8 UPSTREAM NODE ELEVATION = 452.25 DOWNSTREAM NODE ELEVATION = 451.53 FLOWLENGTH(FEET) = 144.24 MANNING'S N = 0.012 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 6.24 TRAVEL TIME(MIN.) = 0.50 TC(MIN.) = 11.93 I**************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.8 UPSTREAM NODE ELEVATION = 451.20 DOWNSTREAM NODE ELEVATION = 450.72 FLOWLENGTH(FEET) = 96.24 MANNING'S N = 0.012 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 6.24 TRAVEL TIME (MIN.) = 0.33 TC(MIN.) = 12.26 *********************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< *************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 70.00 UPSTREAM ELEVATION = 465.60 DOWNSTREAM ELEVATION = 464.90 ELEVATION DIFFERENCE = 0.70 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 6.024 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.075 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.64 ******************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 1.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 464.90 DOWNSTREAM ELEVATION = 464.10 STREET LENGTH(FEET) = 120.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 0.99 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH (FEET) =• 7.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.48 PRODUCT OF DEPTH&VELOCITY = 0.41 STREETFLOW TRAVELTIME(MIN) = 1.35 TC(MIN) = 7.37 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.333 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 0.19 SUBAREA RUNOFF(CFS) = 0.71 SUMMED AREA(ACRES) = 0.34 TOTAL RUNOFF(CFS) = 1.35 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.46 FLOW VELOCITY(FEET/SEC.) = 1.62 DEPTH*VELOCITY = 0.48 *************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 3.2 UPSTREAM NODE ELEVATION = 456.59 DOWNSTREAM NODE ELEVATION = 456.43 FLOWLENGTH(FEET) = 32.50 MANNING'S N = 0.012 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) =1.35 _ TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 7.54 *************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 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.) = 7.54 RAINFALL INTENSITY(INCH/HR) = 5.26 TOTAL STREAM AREA(ACRES) = 0.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.3 5 *************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 115.00 UPSTREAM ELEVATION = 468.60 DOWNSTREAM ELEVATION = 467.45 ELEVATION DIFFERENCE = 1.15 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.721 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.176 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.54 ^******************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 2.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 467.45 DOWNSTREAM ELEVATION = 464.10 STREET LENGTH (FEET) = 300.00 CURB HEIGHT (INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.51 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.02 PRODUCT OF DEPTH&VELOCITY = 0.58 STREETFLOW TRAVELTIME (MIN) = 2.48 TC(MIN) = 10.20 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.326 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA (ACRES) = 0.63 SUBAREA RUNOFF (CFS) = 1.91 SUMMED AREA(ACRES) = 0.78 TOTAL RUNOFF(CFS) = 2.45 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.32 HALFSTREET FLOODWIDTH (FEET) = 9.49 FLOW VELOCITY(FEET/SEC.) = 2.41 DEPTH*VELOCITY = 0.76 ********************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VAHra;S<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.2 0 RAINFALL INTENSITY(INCH/HR) = 4.33 TOTAL STREAM AREA (ACRES) = 0.78 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.45 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.35 7.54 5.256 0.34 2 2.45 10.20 4.326 0.78 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.36 7.54 5.256 2 3.56 10.20 4.326 COMPtlTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.56 Tc(MIN.) = 10.20 TOTAL AREA(ACRES) = 1.12 ************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 6.00 IS CODE = >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<c<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.1 UPSTREAM NODE ELEVATION = 456.10 DOWNSTREAM NODE ELEVATION = 450.72 FLOWLENGTH(FEET) = 179.73 MANNING'S N = 0.012 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.56 TRAVEL TIME(MIN.) = 0.37 TC(MIN.) = 10.57 ********************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK (t 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.56 10.57 4.228 1.12 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.24 12.26 3.840 2.13 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.22 10.57 4.228 2 9.47 12.26 3.840 COMPUTED CONFLtJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.47 Tc(MIN.) = 12.26 TOTAL AREA(ACRES) = 3.25 *************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 10.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU StJBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY (FEET/SEC. ) = 5.4 UPSTREAM NODE ELEVATION = 450.39 DOWNSTREAM NODE ELEVATION = 449.38 FLOWLENGTH(FEET) = 201.34 MANNING'S N = 0.012 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 9.47 TRAVEL TIME(MIN.) = 0.63 TC(MIN.) = 12.89 *************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************************************* FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL StIBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.44(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 508.00 DOWNSTREAM ELEVATION = 479.80 ELEVATION DIFFERENCE = 28.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.261 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.50 ************************************************************************* FLOW PROCESS FROM NODE 902.00 TO NODE 903.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 479.80 DOWNSTREAM ELEVATION = 467.00 STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 0.57 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH (FEET) =• 0.16 HALFSTREET FLOODWIDTH(FEET) = 1.50 AVERAGE FLOW VELOCITY (FEET/SEC. ) =• 5.92 PRODUCT OF DEPTH&VELOCITY = 0.92 STREETFLOW TRAVELTIME(MIN) = 0.37 TC(MIN) = 10.81 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.167 *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .9000 SUBAREA AREA(ACRES) = 0.04 SUBAREA RtJNOFF(CFS) = 0.15 SUMMED AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.65 END OF SUBAREA STREETFLOW HYDRAtTLICS: DEPTH(FEET) =0.16 HALFSTREET FLOODWIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) = 5.92 DEPTH*VELOCITY = 0.92 ************************************************************************* FLOW PROCESS FROM NODE 903.00 TO NODE 903.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.81 RAINFALL INTENSITY(INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.65 *************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 903.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 468.60 DOWNSTREAM ELEVATION = 467.00 ELEVATION DIFFERENCE = 1.60 tJRBAN SUBAREA OVERLAND TIME OF FLOW(MINOTES) = 8.148 _ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.999 SUBAREA RtJNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.80 ******************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 903.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLireNCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.15 RAINFALL INTENSITY(INCH/HR) = 5.00 TOTAL STREAM AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.80 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.65 10.81 4.167 0.30 2 0.80 8.15 4.999 0.23 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 1.35 8.15 4.999 2 1.32 10.81 4.167 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.35 Tc(MIN.) = 8.15 TOTAL AREA(ACRES) = 0.53 *************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 7.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 467.00 DOWNSTREAM ELEVATION = 461.70 STREET LENGTH(FEET) = 555.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 2.67 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18 PRODUCT OF DEPTH&VELOCITY = 0.73 STREETFLOW TRAVELTIME(MIN) = 4.24 TC(MIN) = 12.39 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.816 SOIL CLASSIFICATION IS "D" IWLTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 StJBAREA AREA (ACRES) = 1.00 SUBAREA RtJNOFF (CFS) = 2.67 SUMMED AREA(ACRES) = 1.53 TOTAL RUNOFF(CFS) = 4.02 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.37 HALFSTREET FLOODWIDTH(FEET) = 12.07 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY = 0.94 ******************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< **************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED (StJBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.82(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 560.00 UPSTREAM ELEVATION = 50 8.00 DOWNSTREAM ELEVATION = 468.00 ELEVATION DIFFERENCE = 40.00 100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 3.732 StJBAREA RUNOFF (CFS) = 1.34 TOTAL AREA (ACRES) = 0.80 TOTAL RUNOFF (CFS) = 1.34 ******************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 6" >>>>>COMPtJTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 468.00 DOWNSTREAM ELEVATION = 463.00 STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPtJTED USING MEAN FLOW (CFS) = 1.41 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.23 HALFSTREET FLOODWIDTH(FEET) = 5.37 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.47 PRODUCT OF DEPTH&VELOCITY = 0.81 STREETFLOW TRAVELTIME(MIN) = 0.62 TC(MIN) = 13.44 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.620 *USER SPECIFIED(SUBAREA): MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .9000 SUBAREA AREA (ACRES) = 0.04 SUBAREA RUNOFF (CFS) = 0.13 SUMMED AREA (ACRES) = 0.84 TOTAL RUNOFF (CFS) = 1.47 END OF StJBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.2 3 HALFSTREET FLOODWIDTH(FEET) = 5.37 FLOW VELOCITY(FEET/SEC.) = 3.63 DEPTH*VELOCITY = 0.85 *************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 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.) = 13.44 RAINFALL INTENSITY(INCH/HR) =3.62 TOTAL STREAM AREA (ACRES) = 0.84 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.47 **************************************************************** FLOW PROCESS FROM NODE 708.00 TO NODE 709.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 468.60 DOWNSTREAM ELEVATION = 467.80 ELEVATION DIFFERENCE = 0.80 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 7. 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.161 SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = ******************************************************************* FLOW PROCESS FROM NODE 709.00 TO NODE 503.00 IS CODE = 6 >>>>>COMPtJTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 467.60 DOWNSTREAM ELEVATION = 463.00 STREET LENGTH (FEET) = 440.00 CURB HEIGHT (INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RtJNOFF = 1 ** TRAVELTIME COMPtJTED USING MEAN FLOW (CFS) = 2.35 STREETFLOW MODEL RESttLTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.49 AVERAGE FLOW VELOCITY (FEET/SEC. ) = 2.31 PRODUCT OF DEPTH&VELOCITY =0.73 STREETFLOW TRAVELTIME (MIN) = 3.18 TC(MIN) = 10.93 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.13 6 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RtJNOFF COEFFICIENT = .7000 SUBAREA AREA (ACRES) = 1.18 SUBAREA RUNOFF (CFS) = 3.42 SUMMED AREA (ACRES) = 1.36 TOTAL RUNOFF (CFS) = 4.07 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.37 HALFSTREET FLOODWIDTH(FEET) = 12.07 FLOW VELOCITY (FEET/SEC. ) = 2.58 DEPTH*VELOCITY = 0.95 *********************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 503.00 IS CODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFHJENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.93 RAINFALL INTENSITY(INCH/HR) = 4.14 TOTAL STREAM AREA (ACRES) = 1.3 6 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.07 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.47 13.44 3.620 0.84 2 4.07 10.93 4.136 1.36 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 5.36 10.93 4.136 2 5.03 13.44 3.620 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.36 Tc(MIN.) = TOTAL AREA(ACRES) = 2.20 I ********************************************************************* FLOW PROCESS FROM NODE 503.00 TO NODE 7.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 463.00 DOWNSTREAM ELEVATION = 461.70 STREET LENGTH (FEET) = 230.00 CURB HEIGHT (INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPtJTED USING MEAN FLOW (CFS) = 5.93 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.45 HALFSTREET FLOODWIDTH(FEET) = 16.20 . AVERAGE FLOW VELOCITY (FEET/SEC.) = 2.17 PRODUCT OF DEPTH&VELOCITY = 0.97 STREETFLOW TRAVELTIME (MIN) = 1.77 TC(MIN) = 12.70 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.754 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 StJBAREA AREA (ACRES) = 0.44 SUBAREA RtJNOFF (CFS) = 1.16 SUMMED AREA (ACRES) = 2.64 TOTAL RtJNOFF (CFS) = 6.51 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.46 HALFSTREET FLOODWIDTH(FEET) = 16.71 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH'VELOCITY = 1.03 *************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK ft 3 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RtJNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.51 12.70 3.754 2.64 ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.02 12.39 3.816 1.53 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOtTR) 1 10.42 12.39 3.816 2 10.46 12.70 3.754 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.46 Tc(MIN.) = 12.70 TOTAL AREA(ACRES) = 4.17 **************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 9.00 IS CODE = 4 >>>>>COMPtJTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION = 454.15. DOWNSTREAM NODE ELEVATION = 453.73 FLOWLENGTH(FEET) = 26.25 MANNING'S N = 0.012 GIVEN PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.46 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 12.75 ************************************************************************ FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.75 RAINFALL INTENSITY(INCH/HR) = 3.74 TOTAL STREAM AREA (ACRES) = 4.17 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 10.46 ************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MtJLTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 115.00 UPSTREAM ELEVATION = 465.60 DOWNSTREAM ELEVATION = 464.45 ELEVATION DIFFERENCE = 1.15 URBAN SUBAREA OVERLAND TIME OF FLOW (MINOTES) = 7.721 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.176 SUBAREA RUNOFF(CFS) = 1.05 TOTAL AREA(ACRES) = 0.2 9 TOTAL RUNOFF(CFS) = 1.05 ******************************************************* FLOW PROCESS FROM NODE 802.00 TO NODE 8.00 IS CODE = 6 >>>>>COMPtJTE STREETFLOW TRAVELTIME THRU StJBAREA<<<<< UPSTREAM ELEVATION = 464.45 DOWNSTREAM ELEVATION = 461.70 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 •*TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.95 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.32 PRODUCT OF DEPTH&VELOCITY = 0.88 STREETFLOW TRAVELTIME(MIN) = 2.59 TC(MIN) = 10.31 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.2 96 SOIL CLASSIFICATION IS "D" MULTI-tJNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA (ACRES) = 1.93 StJBAREA RtJNOFF (CFS) = 5.80 SUMMED AREA(ACRES) = 2.22 TOTAL RUNOFF(CFS) = 6.85 END OF SUBAREA STREETFLOW HYDRAULICS: _ DEPTH(FEET) = 0.45 HALFSTREET FLOODWIDTH(FEET) = 16.20 FLOW VELOCITY(FEET/SEC.) = 2.50 DEPTH*VELOCITY = 1.13 ******************************************************************* FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.1 UPSTREAM NODE ELEVATION = 454.15 DOWNSTREAM NODE ELEVATION = 453.73 FLOWLENGTH(FEET) = 6.25 MANNING'S N = 0.012 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 6.85 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 10.31 *********************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.31 RAINFALL INTENSITY(INCH/HR) = 4.29 TOTAL STREAM AREA(ACRES) = 2.22 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 6.85 ** CONFLUENCE DATA ** STREAM RtJNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.46 12.75 3.745 4.17 2 6.85 10.31 4.294 2.22 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 15.98 10.31 4.294 2 16.44 12.75 3.745 COMPtJTED CONFLtJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.44 Tc(MIN.) = 12.7! TOTAL AREA(ACRES) = 6.39 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 27.3 UPSTREAM NODE ELEVATION = 453.40 DOWNSTREAM NODE ELEVATION = 44 9.38 FLOWLENGTH(FEET) = 15.29 MANNING'S N = 0.012 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU StJBAREA (CFS) = 16.44 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 12.76 ******************************************************************* FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 >>>>>CONFHJENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<:<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.44 12.76 3.743 6.39 ** MEMORY BANK # 2 CONFLtJENCE DATA *• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOtJR) (ACRE) 1 9.47 12.89 3.719 3.25 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 25.85 12.76 3.743 2 25.81 12.89 3.719 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.85 Tc(MIN.) = 12.76 TOTAL AREA(ACRES) = 9.64 *********************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 4" >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.6 UPSTREAM NODE ELEVATION = 448.88 DOWNSTREAM NODE ELEVATION = 441.31 FLOWLENGTH(FEET) = 109.44 MANNING'S N = 0.012 GIVEN PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 25.85 TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 12.86 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 25.85 Tc(MIN.) TOTAL AREA(ACRES) = 9.64 END OF RATIONAL METHOD ANALYSIS TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Coefficient. C Land Use Soii Type (i; Residential: Single Family Multi-Units Mobile Homes Rural (lots greater than 1/2 acre) D .55 ' .65 .*5." Commercial (2) .85 80% Impervious Industrial (2) .95 90%-Impervious NOTES: (1) (2) Type D soil to be used for all areas. Where actua! «ndition3 deviate -g^^'^^^^ ^^JTurt^^^t property on D soil- Actual imperviousness Tabulated imperviousness 50% 80% Revised C = 80 1°. X 0.S5 = 0.53 82 n COJ.IY OF SAW DIEGO DEPARTMENT OF SANITATION T FLOOD CONTROL •mi/ 100-YEAR PRECIPITATIOri •W.y ISOPLUVIALS OF IGO-YEAR 6-HOUR PRECIPITATIOn IH TENTHS OF AN liiCil 33 Pfcpn U.S. DEPARTMEN MATION AL OCEANIC AND AT' 6PECIAU STUDIES URANCll. Of FICE OF II Scenario: Base INLET 4 EXISTING CO. TO BE REMOVED P-8 INL ET 3 P-6 INLET 1 a INLET 2 Title: Rancho Carrillo h:\stormcad\1375\83\village n2.stm 05/22/00 11:18:32 AM © Haestad Methods, Inc. Project Engineer: Hunsaker & /Ssociates San Diego, Inc. Hunsaker & Associates San Dlego, Inc StormCAD v3.0 [319] 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Pagelofi Scenario: Base Combined Pipe/Node Report Label Upstream Node Downstream Node System Known Fiow (cfs) Section Size Length (ft) Upstream Invert Elevation (ft) Downstream Invert Elevation (ft) Upstream Ground Elevation (ft) Downstream Ground Elevation (ft) Hydraulic Grade In (ft) Hydraulic Grade Out (ft) Velocity In (ft/s) Velocity Out (ft/s) P-10 INLET 3 INLET 4 5.17 18 Inch 69.40 456.79 456.47 460.40 460.40 458.89 458.72 2.93 2.93 P-9 INLET 4 5 6.24 18 inch 144.24 456.14 455.42 460.40 464.28 458.60 458.09 3.53 3.53 P-7 INLET 1 INLET 2 1.35 18 inch 32.50 456.59 456.43 464.09 464.09 457.86 457.86 0.85 0.78 P-3 INLET 8 9 6.85 18 inch 12.11 454.89 453.67 461.66 461.40 456.93 456.88 3.88 3.88 P^ INLET 7 9 10.46 18 inch 26.25 454.89 453.67 461.64 461.40 457.14 456.88 5.92 5.92 P-8 5 6 6.24 18 inch 96.24 455.09 454.61 464.28 463.42 457.94 457.60 3.53 3.53 P-6 INLET 2 6 3.56 18 inch 179.73 456.10 454.61 464.09 463.42 457.81 457.60 2.01 2.01 P-2 9 10 16.44 18 inch 15.30 453.34 453.27 461.40 461.47 456.07 455.70 9.30 9.30 P-5 6 10 9.46 18 inch 201.34 454.28 453.27 463.42 461.47 457.33 455.70 5.35 5.35 P-1 10 11 25.85 24 inch 108.80 452.77 451.69 461.47 453.65 455.07 453.65 8.23 8.27 P-11 11 EXISTING CO. TC 25.85 24 inch 12.20 451.36 448.92 453.65 453.65 453.14 449.94 8.74 16.06 Title: Rancho Carrillo h:\stormcad\1375\83\village n2.stm 05/23/00 07:20:23 AM I Haestad Methods, Inc. Hunsaker & Associates San Dlego, Inc 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Hunsaker & Associates San Diego, Inc. StormCAD v3.0 [319] (203) 755-1666 Page 1 of 1 Headloss Coefficients for Manholes and Junctions These are typical headloss coefficients used in the standard method for estimating headloss through manholes and junctions. Type of Manhole Diagram Headloss Coefficient Trunkline only with no bend at die jmcdon 0.5 Trunkline only widi 45 degree bend at junction 0.6 Trunkline only with 90 degree bend at junction 0.8. TTrunkline with one lateral Small 0.6 Large 0.7 Two rou^ily equivalent entrance lines with angle of < 90 degrees between lines Two roughly equivalent entrance lines with angle of > 90 degrees between lines Three or more entrance lines 0.8 0.9 1.0 Related Information Headloss AASHTO Method Headloss-Absolute Method Headiosses Method Section Headloss UF.C..77 Rnerev Method