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HomeMy WebLinkAboutCT 02-04; Villages of La Costa Neighborhood 3.14; Hydrology; 2002-11-18HUNSAKER ^ASSOCIATES SAN DIECO, INC. PLANNING ENGINEERING SURVEYING IRVINE LOS ANGELES RIVERSIDE SAN DIEGO HYDROLOGY STUDY for VILLAGES OF LA COSTA NEIGHBORHOOD 3.14 City of Car\sba6, California Prepared for: Real Estate Collateral Management Company c/o Morrow Development 1903 Wright Place Suite 180 Carlsbad, CA 92008 W.O. 2352-41 November 18, 2002 DAVE HAMMAR LEX WILLIMAN ALISA VIALPANDO 10179 Huennekens St. San Diego, CA 92121 (858) 558-4500 PH (858) 558-1414 FX www.HunsakerSD.com lnfo@HunsakerSD.com Raymond L. Martin, R.C.E. Project Manager Hunsaker & Associates San Diego, Inc. O HI a CT V^<^ JC kc h:\reportsV23S2\041\aa2.d(x: W.O. 2352^1 11/14/2003 10:52 AM Hydrology Study Villages of La Costa - Neighborhood 3.14 TABLE OF CONTENTS SECTION Executive Summary Introduction Vicinity Map Existing Condition Summary of Results Conclusion References Methodology & Model Development 11 Drainage Design Criteria Rational Method Hydrologic Analysis Rational Method Hydrology III 100-Year Peak Flow for Proposed Conditions Hydraulic Analysis IV 100-Year Peak Flow Analysis Curb Inlet Sizing V 100-Year Peak Flow Analysis Reference Data VI 100-Year 6-Hour Precipitation Isopluvial Plan with Approximate Proposed Site Location, County of San Diego Gutter and Roadway Discharge Velocity Chart Nomograph for Capacity, Curb Inlet at Sag Rating Curve for 18" RCP Hydrology Maps (pocket) Villages of La Costa Neighborhood 3.14 JC oa h:\reportsa3S2\041\aO2.doc W.O. 2352.41 11/14/2003 9:58 AM Hydrology Study Villages of La Costa - Neighborhood 3.14 EXECUTIVE SUMMARY introduction The purpose of this study is to analyze the onsite runoff in the post-developed conditions of the Villages of La Costa, Planning Area 3.14, and to size all storm drain facilities to safely convey runoff generated by the 100-year storm. PROJECT SITE PA 5.14 VICINITY MAP N. T. S. Existing Condition The existing conditions for this report are illustrated in the Mass Grading Hydrology Study for Villages of La Costa, Neighborhoods 3.10-3.15 and Avenida Junipero, dated December 24, 2001. JC oa h:\reports\2352\041\a02.doc W.O. 2352-41 11/14/2003 9:58 AM Hydrology Study Villages of La Costa - Neighborhood 3.14 Summary of Results This hydrology study was performed using the County Method for Hydrology, wherein the 100-year, 6-hour storm precipitation for the Villages of La Costa site is approximately 2.9 inches, while the 2-year, 6-hour precipitation is approximately 1.4 inches. The ratio of these two stomns, results in the 2-year storm being roughly one-half of the 100-year storm (1.47 2.9"). A rating curve was included in this report to ensure minimum velocity requirements were met at the 2-year storm. The rating curve shows that an 18-inch RCP, at a minimum slope of 0.005, would attain the mandated cleansing velocity (4 fps) for flows from the 2-year storm in excess of 3.1 cfs. Only 18-inch diameter pipes were considered due to the fact that larger diameter pipes were only used in cases where the volume of flow was either greater than the capacity of an 18-inch RCP or where the hydraulic grade line was significantly above the top of pipe. In addition, at 1.0% pipe slope, only flows less than 1.3 cfs would fail to provide cleansing velocity of 4 fps in the 2-year storm. There are 2 pipes with less than 6.0 cfs, both of these pipes have slopes greater than 2.0%, and therefore are acceptable. All curb inlets have been analyzed in this report. The curb inlets were sized to collect all storm water runoff flow draining to them. The results can be reviewed in Section V. Conclusion This study shows that the results in the previously submitted Mass Grading Hydrology Study were accurate. The Mass Grading Hydrology Study did not size any storm drain facilities in the 3.14 planning area, and all the sizing of the storm drain system has been done per this reports' recommendations. The proposed storm drain system is sized to safely convey the 100-year storm. References "Drainage Design and Procedure Manuaf, County of San Diego, April 1993. "Design and Procedure Manual for Flood Control and Drainage", County of San Diego, revised April 1993. "Mass Grading Hydrology Study for Villages of La Costa, Neighborhoods 3.10- 3.15 & Avenida Junipero", Hunsaker & Associates San Diego, Inc., December 24, 2001. "Addendum to Mass Grading Hydrology Study for Villages of La Costa 3.14" Hunsaker & Associates San Diego, Inc., May 29, 2002. JC oa h:\reports\2352VM1\a02.(joc W.0.2352-41 11/14/2003 9:58 AM Hydrology Study Villages of La Costa - Neighborhood 3.14 METHODOLOGY & MODEL DEVELOPMENT Drainage Design Criteria The storm drain system shall be designed so that the combination of storm drain system capacity and overflow can convey the 100-year frequency storm without damage of adjacent existing buildings or potential building sites. Runoff criteria for the underground storm drain system shall be based upon a 100-year frequency storm. Type D soil shall be assumed for all areas. If no established storm discharge flows are available, then the Rational Method shall be used to detemnine peak discharge rates. The onsite areas are presented on 1" = 100' scale hydrology map. All proposed and existing drainage facilities, as well as drainage courses, have been denoted on this map. For each drainage basin, the 100-year runoff and drainage area to each catch basin is noted. Rational Method Hvdrologic Analysis Computer Software Package - AES-99 Design Storm - 100-year return interval Land Use - Single-family residential and open space onsite; residential developments and paved 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 encompassed 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 and natural areas. Downstream Tc values are determined by adding the initial natural sub basin time of concentration a nd t he d ownstream routing t ime. I ntensity values were d etermined from the Intensity-Duration Frequency curve chart from the County of San Diego's Drainage Design Manual. JC oa h:\reporls\2352\041\a02.doc W.O. 2352.41 11/14/2003 9:58 AM Hydrology Study Villages of La Costa - Neighborhood 3.14 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 mnoff coefficient representing the area - averaged ratio of mnoff 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. 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 sub area (generally 1 lot) and subsequent sub areas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each sub area. (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 I. Then Q = C I 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 calculation 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 sub area menu is as follows: SUBAREA HYDROLOGIC PROCESS 1. Confluence analysis at node. 2. Initial sub area 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. JC oa h:\repons\2352\041\a02.doc W.O. 2352-41 11/140003 9:58 AM Hydrology Study Villages of La Costa - Neighborhood 3.14 7. User - specified information at node. 8. Addition of subarea mnoff 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 values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb (2) . If t he c ollection s treams h ave d ifferent t imes o f c oncentration, 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 (la/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 (Tb/Ta); Tp = Tb JC oa h:\repoits\2352\041\a02.doc W.O. 2352-41 11/14/2003 9:58 AM Hydrology Study Villages of La Costa - Neighborhood 3.14 RATIONAL METHOD HYDROLOGY 100-Year Peak Flow for Villages of La Costa Planning Area 3.14 Proposed Conditions JC oa h:\reports\2352\041\a02.doc W.O. 235241 11/14/2003 9:58 AM it********************************** 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. 1.5A 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 ************************** * La Costa Planning Area 3.14 * * 100-yr storm runoff under proposed conditions * * 11/12/02 * ***********************************************^,^,^,^,^,1,^,^,^,^,^,^,^,^,^,^,^,^,^,.„.^.„.^.^.l,.^.^ FILE NAME: H:\AES99\2352\41\LC3-14.DAT TIME/DATE OF STUDY: 15:49 11/14/2002 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 =0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED I BEGIN ANALYSIS OF LINE 1 | + ^ *************************************************^,^,^,^,^,^,^,^,^,^,^,^,^,^,^,^,^,^,.^^,.^.^.^^.^.^.^ FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 4 93.00 DOWNSTREAM ELEVATION = 476.90 ELEVATION DIFFERENCE = 16.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.992 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.763 SUBAREA RUNOFF(CFS) = 4.41 TOTAL AREA(ACRES) = 2.13 TOTAL RUNOFF(CFS) = 4.41 *********************************************************i,i,i,ic**i,i,i,i,i,i,i,i,^ri,i,i,^, FLOW PROCESS FROM NODE 13.00 TO NODE 100.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 476.90 DOWNSTREAM ELEVATION = 464.3 9 STREET LENGTH(FEET) = 284.40 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.5 0 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) = 5.37 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) = 10.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.80 PRODUCT OF DEPTH&VELOCITY = 1.57 STREETFLOW TRAVELTIME(MIN) = 0.99 TC(MIN) = 15.98 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.611 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.97 SUBAREA RUNOFF(CFS) = 1.93 SUMMED AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 6.34 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.3 5 HALFSTREET FLOODWIDTH(FEET) =11.04 FLOW VELOCITY(FEET/SEC.) = 4.74 DEPTH*VELOCITY = 1.64 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.8 UPSTREAM NODE ELEVATION = 456.84 DOWNSTREAM NODE ELEVATION = 456.11 FLOWLENGTH(FEET) = 36.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.34 TRAVEL TIME(MIN.) = 0.0 8 TC(MIN.) = 16.06 ****************************************************************,^.j^^jtjt^jt^.^j^j^^ FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 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.) = 16.06 RAINFALL INTENSITY(INCH/HR) = 3.60 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.34 ********************************************************,^^,^,t,^^^,^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 485.60 UPSTREAM ELEVATION =493.00 DOWNSTREAM ELEVATION = 478.42 ELEVATION DIFFERENCE = 14.58 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.123 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.742 SUBAREA RUNOFF(CFS) = 3.52 TOTAL AREA(ACRES) = 1.71 TOTAL RUNOFF(CFS) = 3.52 *******************************************************i,1,1,i,i,i,ii1ric1riri,i,iriri,i,ir*** FLOW PROCESS FROM NODE 11.00 TO NODE 101.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 478.42 DOWNSTREAM ELEVATION = 464.39 STREET LENGTH(FEET) = 369.40 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.02 0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.21 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.25 PRODUCT OF DEPTH&VELOCITY = 1.43 STREETFLOW TRAVELTIME(MIN) = 1.45 TC(MIN) = 16.57 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.528 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.74 SUBAREA RUNOFF(CFS) = 3.38 SUMMED AREA(ACRES) = 3.45 TOTAL RUNOFF(CFS) = 6.90 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.55 FLOW VELOCITY(FEET/SEC.) = 4.74 DEPTH*VELOCITY = 1.70 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 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.) = 16.57 RAINFALL INTENSITY(INCH/HR) = 3.53 TOTAL STREAM AREA(ACRES) = 3.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.90 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.34 16.06 3.600 3.10 2 6.90 16.57 3.528 3.45 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 13.09 16.06 3.600 2 13.10 16.57 3.528 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.10 Tc(MIN.) = 16.57 TOTAL AREA(ACRES) = 6.55 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION = 455.78 DOWNSTREAM NODE ELEVATION = 454.25 FLOWLENGTH(FEET) = 60.22 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.10 TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 16.67 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.8 UPSTREAM NODE ELEVATION = 453.92 DOWNSTREAM NODE ELEVATION = 44 9.88 FLOWLENGTH(FEET) = 133.75 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.10 TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 16.88 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 10 »>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 2 0.00 TO NODE 21.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 360.72 UPSTREAM ELEVATION = 505.00 DOWNSTREAM ELEVATION = 492.99 ELEVATION DIFFERENCE =12.01 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.593 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.211 SUBAREA RUNOFF(CFS) = 4.0 8 TOTAL AREA(ACRES) = 1.76 TOTAL RUNOFF(CFS) = 4.08 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 105.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 4 92.99 DOWNSTREAM ELEVATION = 458.34 STREET LENGTH(FEET) = 701.61 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.5 0 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) = 6.26 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.52 AVERAGE FLOW VELOCITY(FEET/SEC. ) =5.11 PRODUCT OF DEPTH&VELOCITY = 1.72 STREETFLOW TRAVELTIME(MIN) = 2.2 9 TC(MIN) = 14.8 8 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.781 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.09 SUBAREA RUNOFF(CFS) = 4.35 SUMMED AREA(ACRES) = 3.85 TOTAL RUNOFF(CFS) = 8.42 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.37 HALFSTREET FLOODWIDTH(FEET) = 12.07 FLOW VELOCITY(FEET/SEC.) = 5.35 DEPTH*VELOCITY = 1.97 *************************************************^,^,^,^,^,^,^,^,.),^,^,^,^,^,^,^,^,^^^,^,^,^,^^^^.^.^ FLOW PROCESS FROM NODE 105.00 TO NODE 103.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SraAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION = 450.40 DOWNSTREAM NODE ELEVATION = 449.88 FLOWLENGTH(FEET) = 26.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.42 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 14.94 ***********************************************,^jt,t^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 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.) = 14.94 RAINFALL INTENSITY(INCH/HR) = 3.77 TOTAL STREAM AREA(ACRES) = 3.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.42 *********************************************^^^^^j^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 3 0.00 TO NODE 31.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 462.97 UPSTREAM ELEVATION = 4 93.00 DOWNSTREAM ELEVATION = 473.76 ELEVATION DIFFERENCE = 19.24 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.250 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.075 SUBAREA RUNOFF(CFS) = 2.60 TOTAL AREA(ACRES) = 1.16 TOTAL RUNOFF(CFS) = 2.60 ******************************************1,1,1H,i;i,i,ir**********************irir** FLOW PROCESS FROM NODE 31.00 TO NODE 104.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 473.76 DOWNSTREAM ELEVATION = 458.34 STREET LENGTH(FEET) = 316.43 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) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.69 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.4 6 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.43 PRODUCT OF DEPTH&VELOCITY = 1.31 STREETFLOW TRAVELTIME(MIN) = 1.19 TC(MIN) = 14.44 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.855 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 2.18 SUMMED AREA(ACRES) = 2.19 TOTAL RUNOFF(CFS) = 4.78 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.49 FLOW VELOCITY(FEET/SEC.) = 4.69 DEPTH*VELOCITY = 1.48 *******************************************************^^*.jt^^^.j^.j^^.^,^.j^,^.^.^.j^^j^^^., FLOW PROCESS FROM NODE 104.00 TO NODE 103.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.2 UPSTREAM NODE ELEVATION =450.00 DOWNSTREAM NODE ELEVATION = 449.88 FLOWLENGTH(FEET) = 4.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.78 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 14.45 *******************************.^^ *******************************^^^^ ******** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 14.45 RAINFALL INTENSITY(INCH/HR) = 3.85 TOTAL STREAM AREA(ACRES) = 2.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.78 2 ARE; ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 8.42 14.94 2 4.78 14.45 INTENSITY (INCH/HOUR) 3 .772 3 .854 AREA (ACRE) 3.85 2 .19 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 13.03 14.45 2 13.11 14.94 INTENSITY (INCH/HOUR) 3.854 3 . 772 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS PEAK FLOW RATE(CFS) = 13.11 Tc(MIN.) = TOTAL AREA(ACRES) = 6.04 14.94 ***********************************************^,^,^,^,^,^,^,^,^,^,^,^,^,.^^,.„^,^,^,^,^,.„.^,.,,.l,.^.,,.l^.^ FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.11 14.94 3.772 AREA (ACRE) 6 . 04 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.10 16.88 3.486 AREA (ACRE) 6.55 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 25.21 14.94 3.772 2 25.21 16.88 3.486 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS PEAK FLOW RATE(CFS) = 25.21 Tc(MIN.) = 14.94 TOTAL AREA(ACRES) = 12.5 9 **************************************************************^^^^^^^j^j^^^^^.^ FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< **********************************************************^r^,^,^,^,^,^,^,^,^,^,^,^,^,^,i,^,^, FLOW PROCESS FROM NODE 103.00 TO NODE 106.00 IS CODE = 3 >»>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION = 449.55 DOWNSTREAM NODE ELEVATION = 44 8.93 FLOWLENGTH(FEET) = 62.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 25.21 TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 15.06 *************************************************************^^,^j^j^^^^^^^^^^^ FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.9 UPSTREAM NODE ELEVATION =448.60 DOWNSTREAM NODE ELEVATION = 43 8.21 FLOWLENGTH(FEET) = 264.73 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 25.21 TRAVEL TIME(MIN.) = 0.32 TC(MIN.) = 15.3 8 + - BEGIN ANALYSIS OF LINE 2 + - - + - + ***********************************************************^.^^^^.j^.,^,.^^^.^.J^^J^.^^^ FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 22 0.78 UPSTREAM ELEVATION = 4 75.0 0 DOWNSTREAM ELEVATION = 442.43 ELEVATION DIFFERENCE = 32.57 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.998 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.793 SUBAREA RUNOFF(CFS) = 3.36 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 3.36 *********************************************^t*^,^^^^^^^.^^^^^^j^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 41.00 TO NODE 200.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 442.43 DOWNSTREAM ELEVATION = 414.09 STREET LENGTH(FEET) = 371.92 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) = 6.59 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) = 10.01 AVERAGE FLOW VELOCITY(FEET/SEC.) =5.89 PRODUCT OF DEPTH&VELOCITY = 1.92 STREETFLOW TRAVELTIME(MIN) = 1.05 TC(MIN) = 7.05 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.120 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA (ACRES) = 1.91 SITBAREA RUNOFF (CFS) = 6.43 SUMMED AREA(ACRES) = 2.81 TOTAL RUNOFF(CFS) = 9.79 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.3 6 HALFSTREET FLOODWIDTH(FEET) = 11.55 FLOW VELOCITY(FEET/SEC.) = 6.74 DEPTH*VELOCITY = 2.41 ****************************************************^^j^^^^j^^^^^^^^^.^^^^^^^^^ FLOW PROCESS FROM NODE 2 00.00 TO NODE 201.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.4 UPSTREAM NODE ELEVATION = 4 07.53 DOWNSTREAM NODE ELEVATION = 4 06.78 FLOWLENGTH(FEET) = 75.26 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.79 TRAVEL TIME(MIN.) = 0.2 0 TC(MIN.) = 7.2 5 *************************************i,i,ir***********************i,*ir****i,i,i,i,i,i, FLOW PROCESS FROM NODE 2 01.00 TO NODE 201.00 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.) = 7.25 RAINFALL INTENSITY(INCH/HR) = 6.01 TOTAL STREAM AREA(ACRES) = 2.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.79 *************************************************^,^,^^^,^,^,^^^^^^^^^^^^j^^^^^^^^ FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 396.04 UPSTREAM ELEVATION = 460.50 DOWNSTREAM ELEVATION = 44 0.52 ELEVATION DIFFERENCE = 19.98 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.488 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.468 SUBAREA RUNOFF(CFS) = 2.43 TOTAL AREA(ACRES) = 0.99 TOTAL RUNOFF(CFS) = 2.43 *********************************************^t,^^,^^^^^^^^^^^j^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 51.00 TO NODE 201.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 440.52 DOWNSTREAM ELEVATION = 414.08 STREET LENGTH(FEET) = 3 84.39 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) = 4.07 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.2 9 HALFSTREET FLOODWIDTH(FEET) = 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.44 PRODUCT OF DEPTH&VELOCITY = 1.55 STREETFLOW TRAVELTIME(MIN) = 1.18 TC(MIN) = 12.67 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.195 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.42 SUBAREA RUNOFF(CFS) = 3.2 8 SUMMED AREA(ACRES) = 2.41 TOTAL RUNOFF(CFS) = 5.71 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.4 9 FLOW VELOCITY(FEET/SEC.) = 5.60 DEPTH&VELOCITY = 1.77 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 201.00 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.) = 12.67 RAINFALL INTENSITY(INCH/HR) = 4.2 0 TOTAL STREAM AREA(ACRES) = 2.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.71 •• CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.79 7.25 6.013 2.81 2 5.71 12.67 4.195 2.41 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 13.78 7.25 6.013 2 12.54 12.67 4.195 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.78 Tc(MIN.) = 7.25 TOTAL AREA(ACRES) = 5.22 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 406.45 DOWNSTREAM NODE ELEVATION = 403.91 FLOWLENGTH(FEET) = 126.79 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.78 TRAVEL TIME(MIN.) = 0.23 TC(MIN.) = 7.48 + ^ I BEGIN ANALYSIS OF LINE 3 I + ^ ****************************************************,^j^^^^^j^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 360.67 UPSTREAM ELEVATION = 477.30 DOWNSTREAM ELEVATION = 460.75 ELEVATION DIFFERENCE = 16.55 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.315 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.512 SUBAREA RUNOFF(CFS) = 2.48 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.4 8 i*****************************************************^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 71.00 TO NODE 300.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 460.75 DOWNSTREAM ELEVATION = 449.44 STREET LENGTH(FEET) = 242.23 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) = 4.21 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.56 PRODUCT OF DEPTH&VELOCITY = 1.3 9 STREETFLOW TRAVELTIME(MIN) = 0.89 TC(MIN) = 12.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.298 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.46 SUBAREA RUNOFF(CFS) = 3.45 SUMMED AREA(ACRES) = 2.46 TOTAL RUNOFF(CFS) = 5.93 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.52 FLOW VELOCITY(FEET/SEC.) = 4.84 DEPTH&VELOCITY = 1.63 ******************************************************^^t.jtjj.^.jt.j.^.^^^.^.^.j^.j^.^^^^^^^ FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.6 UPSTREAM NODE ELEVATION = 440.27 DOWNSTREAM NODE ELEVATION = 43 8.76 FLOWLENGTH(FEET) = 75.81 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) =5.93 TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 12.37 *******************************************************jt*^^^,^^j^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) = 12.3 7 RAINFALL INTENSITY(INCH/HR) = 4.26 TOTAL STREAM AREA(ACRES) =2.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.93 **********************************************************.j^^^j^jt^^.^^.j^.^.^.^^jj.j^^^ FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 422.33 UPSTREAM ELEVATION = 493.00 DOWNSTREAM ELEVATION = 476.01 ELEVATION DIFFERENCE = 16.99 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.793 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.168 SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 0.98 TOTAL RUNOFF(CFS) = 2.25 *********************************************************jt,t^^,^^^^,^^^^^^,^^^,^^ FLOW PROCESS FROM NODE 61.00 TO NODE 301.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< UPSTREAM ELEVATION = 476.01 DOWNSTREAM ELEVATION = 449.80 STREET LENGTH(FEET) = 453.82 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) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ••TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.78 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.31 HALFSTREET FLOODWIDTH(FEET) = 8.98 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.17 PRODUCT OF DEPTH&VELOCITY = 1.58 STREETFLOW TRAVELTIME(MIN) = 1.46 TC(MIN) = 14.26 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.887 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.36 SUBAREA RUNOFF(CFS) = 5.05 SUMMED AREA(ACRES) = 3.34 TOTAL RUNOFF(CFS) = 7.2 9 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEET/SEC.) = 5.46 DEPTH*VELOCITY = 1.89 ************************************** *********^,^,^,^,^,^,^,^,^,^,^,^,^.„^,^,^,^,^^.l^.^.l^.^.l^^^^^^ FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 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.) =14.2 6 RAINFALL INTENSITY(INCH/HR) = 3.8 9 TOTAL STREAM AREA(ACRES) = 3.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.2 9 •• CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.93 12.37 4.261 2.46 2 7.29 14.26 3.887 3.34 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 12.59 12.37 4.261 2 12.71 14.26 3.887 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.71 Tc(MIN.) = 14.26 TOTAL AREA(ACRES) = 5.80 ****************************************************^,^,^,^,^,i,^,^,^,^,^,^,^,.l,^,.^.^.^^,.,,.^.l,.l,.^ FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION = 43 8.43 DOWNSTREAM NODE ELEVATION = 436.99 FLOWLENGTH(FEET) = 144.55 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.71 TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 14.60 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 12.71 Tc(MIN.) = 14.60 TOTAL AREA(ACRES) = 5.80 END OF RATIONAL METHOD ANALYSIS 1 IV Hydrology Study Villages of La Costa - Neighborhood 3.14 HYDRAULIC ANALYSIS 100-Year Peak Flow Analysis JC oa h:\reports\2352V)41\a02.doc W.O. 2352.41 11/14/2003 9:58 AM Scenario: Base 102 P-2 100 • 101 P-3 104 p.4/''03 P-5 105 < • P-6 106 P-7 107 Title: La Costa Planning Area 3.14 h:\stormcad\23S2V41\lc314-line1 .stm Hunsaker & Associates - San Diego, Inc. 11/14/03 10:19:12AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StomnCAD v5.5 [5.5003] H-203-755-1666 Page 1 of 1 Scenario: Base Combined Pipe\Node Report Label US DS Section Mann. Length Slope US DS HGL HGL Vel Vel Total US DS Node Node Size n (ft) (ft/ft) Invert Invert In Out In Out System Ground Ground Elev Elev (ft) (ft) (ft/s) (ft/s) Flow Elevation Elevation (ft) (ft) (cfs) (ft) (ft) P-1 100 101 18 inch 0.013 36.50 0.0200 456.84 456.11 457.81 457.80 5.22 3.59 6.34 464.39 464.39 P-2 101 102 18 inch 0.013 60.23 0.0254 455.78 454.25 457.13 456.03 7.80 7.41 13.10 464.39 462.97 P-3 102 103 18 inch 0.013 133.74 0.0289 453.92 450.05 455.27 453.06 7.80 7.41 13.10 462.97 458.06 P-4 104 103 18 inch 0.013 4.25 0.0282 450.17 450.05 453.07 453.06 2.70 2.70 4.78 458.34 458.06 P-5 105 103 18 inch 0.013 26.25 0.0133 450.40 450.05 453.23 453.06 4.76 4.76 8.42 458.34 458.06 P-6 103 106 24 inch 0.013 62.50 0.0099 449.55 448.93 452.06 451.28 8.02 8.02 25.21 458.06 457.46 P-7 106 107 24 inch 0.013 264.73 0.0392 448.60 438.21 450.37 439.28 8.58 14.68 25.21 457.46 448.00 Title: La Costa Planning Area 3.14 h:\stormcad\2352V4l\lc314-line1 .stm 11/14/03 10:19:46 AM © Haestad Methods, Inc. Hunsaker & Associates - San DIego, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StonnCAD v5.5 [5.5003] +1-203-755-1666 Page 1 of 1 Profile Scenario: Base Label: 100 Rim: 464.39 (I Sum Label: 101 .39 tl 450.00 Elevation (ft) Title: La Costa Planning Area 3.14 h:\stormcad\2352U1\lc314-line1.stm 11/14/03 10:21:23 AM © Haestad Methods, Inc. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.5 [5.5003] Page 1 of 1 Scenario: Base 200 202 Title: La Costa PA 3.14 - line 2 h:\stormcad\2352V41\lc3l4-line2.stm 11/14/03 10:45:14 AM © Haestad Methods, Project Engineer: H&A Employee Hunsaker & Associates - San Diego, Inc. StonnCAD v5.5 [5.5003] inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Combined Pipe\Node Report Label US DS Section Mann. Length Slope US DS HGL HGL Vel Vel Total US DS Node Node Size n (ft) (ft/ft) Invert Invert In Out In Out System Ground Ground Elev Elev (ft) (ft) (ft/s) (ft/s) Flow Elevation Elevation (ft) (ft) (cfs) (ft) (ft) P-1 200 201 18 inch 0.013 75.27 0.0100 408.75 408.00 410.31 409.66 5.54 5.54 9.79 414.08 415.41 P-2 201 202 18 inch 0.013 126.79 0.0297 407.67 403.91 409.05 405.41 8.12 7.80 13.78 415.41 416.70 Title: La Costa PA 3.14 - line 2 h:\stormcad\2352\41\lc314-line2.stm 11/14/03 10:45:22 AM © Haestad Methods, I no. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StonnCAD v5.5 [5.5003] +1-203-755-1666 Page 1 Of 1 Profile Scenario: Base Label: 200 Rim: 414 Sump: 407. Label: 201 Rim: 415.41 ft Sump: 407.67 ft Label: 202 Flim: 416.70 ft Slump: 403.58 ft Label: P-1 Up. Invert: 408.75 Dn. Invert: 408.00 L: 75.27 tt Size: 18 inch S: 0.0100 ft/ft Up. Invert: 407.67 ft Dn. Invert: 403.91 ft L: 126.79 ft Size: 18 inch S: 0.0297 ft/ft 420.00 415.00 410.00 Elevation (ft) 405.00 0+00 1 + 00 2+00 400.00 3+00 Station (ft) Title: La Costa PA 3.14 - line 2 h:\stormcad\2352\41\lc314-line2.stm 11/14/03 10:22:50 AM Hunsaker & Associates - San Diego, Inc. ) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.5 [5.5003] Page 1 of 1 Scenario: Base 300 302 Title: La Costa PA 3.14 - line 2 h:\stormcad\2352\41\lc314-line3.stm 11/14/03 10:46:48 AM © Haestad Methods, Inc. Project Engineer: H&A Employee Hunsaker & Associates - San Diego, Inc. StormCAD v5.5 [5.5003] 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Scenario: Base Combined Pipe\Node Report Label US DS Section Mann. Length Slope US DS HGL HGL Vel Vel Total US DS Node Node Size n (ft) (ft/ft) Invert Invert In Out In Out System Ground Ground (ft) Elev Elev (ft) (ft) (ft/s) (ft/s) Flow Elevation Elevation (ft) (ft) (cfs) (ft) (ft) P-1 300 301 18 inch 0.013 75.81 0.0199 440.27 438.76 441.21 441.09 5.09 3.36 5.93 449.44 449.80 P-2 301 302 18 inch 0.013 144.55 0.0100 438.43 436.99 440.61 438.49 7.19 7.19 12.71 449.80 452.70 Title: La Costa PA 3.14 - line 2 h:\stonncad\2352\41\lc314-line3.stm 11/14/03 10:46:53 AM © Haestad Methods, Inc. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v5.5 [5.5003] H-203-755-1666 Page 1 Of 1 Profile Scenario: Base Label Rim: Sump 44 300 9.44 ft 44e^2-7^t Label: 301 Rim: 449.80 ft Sump: 438.43 Label: P-1 Up. Invert: 440.2' Dn. Invert: 438.7( L: 75.81 ft Size: 18 inch S: 0.0199 ft/ft Label: 302 Rim: 452.70 ft Sump: 436.66 ft Label: P-2 Up. Invert: 438.43 ft Dn. Invert: 436.99 ft L: 144.55 ft 0+00 1+00 Size: 18 inch S: 0.0100 ft/ft 455.00 450.00 445.00 Elevation (ft) 440.00 2+00 435.00 3+00 Station (ft) Title: La Costa PA 3.14 - line 2 h:\stormcad\2352V41\lc314-line3.stm 11/14/03 10:24:13 AM © Haestad Methods, Inc. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StonnCAD v5.5 [5.5003] Page 1 of 1 V Hydrology Study Villages of La Costa - Neighborhood 3.14 CURB INLET SIZING 100-Year Peak Flow Analysis JC oa h:Veports\2352U)41Va02.doc W.O. 2352^1 11/14/2003 9:58 AM VILLAGES OF LA COSTA (P.A. 3.14) Inlet Sizing Type of Inlet Inlet at Node street Slope % Q(cfs) a(ft.) y(ft.)' Required Length of Opening (ft.)^ Use Length^ (ft.) ON-GRADE 100 2.45% 6.34 0.33 0.35 16.2 18 ON-GRADE 101 2.45% 6.90 0.33 0.36 17.2 19 ON-GRADE 104 4.46% 4.78 0.33 0.32 13.0 15 ON-GRADE 201 2.80% 5.71 0.33 0.32 15.6 17 1 FROM EQUATION Q=0.7L(0.33+DEPTH)'^3/2( City of San Diego Design Manual) 2 FROM CITY OF SAN DIEGO CHART 1-104.12 3 Length shown on plans (Length of Opening + 1 foot) Type of Inlet Node No. Street Slope % Q(cfs) a(ft.) y(ft.) Required Length of Opening (ft.)^ Use Length^ (ft.) SUMP 105 N\A 8.4 N\A N\A 5.6 7 SUMP 200 N\A 9.8 N\A N\A 6.5 8 SUMP 300 N\A 6.1 N\A N\A 4.0 6 SUMP 301 N\A 7.3 N\A U\A 4.9 6 1 FROM CITY OF SAN DIEGO CHART 1-103.6 2 Length shown on plans (Length of Opening + 1 foot) ASSUMPTIONS: H=6" h=9" H/h=1.5 L=Q/1.5 H:\EXCEL\2352\41\INLET SIZES.XLS 11/14/2003 VI Hydrology Study Villages of La Costa - Neighborhood 3.14 REFERENCE DATA 100-Year 6-Hour Precipitation Isopluvial Plan with Approximate Proposed Site Location County of San Diego JC oa h:\reports\23S2\041\a02.doc W.O. 2352.41 11/14/2003 9:58 AM coujfry OF SAN OIEGO DEPARTMENT OF SANITATION t FLOOD COflTROL lOO^YEAR ^-mm PRECIPITATION '20>' IS0P1.UVIALS OF 100-YEAR 6-HOUR pnECiPiT/mori m mim o? Ari liXii 33* NATIONAL OCEANIC AND AT.' fPCCIAL (TUOIES ORANCII, OFFICE OF 11 U.S. DEPARTMEN f OF COMMERCE Hydrology Study Villages of La Costa - Neighborhood 3.14 REFERENCE DATA Gutter and Roadway Discharge Velocity Chart JC oa h:\reports(2352\041\a02.doc W.O. 2352.41 11/14/2003 9:58 AM «5ioc«TiAL fntcrr ONE VOi ONCT EXAMPLE: DISCHARGE (CPS) ONE SiOE Gi»tni Q « 10 S« 2.5% Chorf »yM: 0«pth » a4, Vtlocity t 4.4 Ipu. REV. CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO. GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART O -7 Hydrology Study Villages of La Costa - Neighborhood 3.14 REFERENCE DATA Nomograph of Capacity, Curb Inlet at Sag City of San Diego Chart 1-103.6C JC oa li:\reportsV2352U41\a02.doc wo. 2352.41 11/14/2003 9:58 AM CHART I-I03.6C 1.0- .s- •12 • II -10 9 O O .7- .6- 10 8 6 - 5 - 4 r 3 -2 UI UJ u. o z •z UJ OL O X u UJ X .3- 7 tn UJ X u o »i UJ a. o u. o ^£ u bJ X Z z o o X O C UJ < ^3 / -4 -2 -1 -.08 u : 06 -.05 -04 .03 4-Haifht cf tarb I I 1 I \I -|.-J--—4---L.—i -i- -I- Svrfici tf _____ _Z_jf~T ELEVATION SECTION -1.5 z Ul a. o u. o X o UJ X u. o «n z a. -1.0 - .9 - .8 - .7 - .6 - .S 1 .4 o UJ o z o CL - .3 - .2 L- .13 REV. CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO. NOMOGRAM-CAPACITY ,CURB INLET AT SAG NOMOGRAM-CAPACITY ,CURB INLET AT SAG NOMOGRAM-CAPACITY ,CURB INLET AT SAG 15 Hydrology Study Villages of La Costa - Neighborhood 3.14 REFERENCE DATA Rating Curve to Achieve 4 fps Velocity in an 18" RCP Storm Drain JC oah:\rei»its\2352\041\a02.doc W.O. 2352.41 11/14/2003 9:58 AM Rating Curve to achieve 4 fps velocity on an 18" RCP 3.5 .3.0 2.5 2.0 u gl.5 1.0 0.5 0.0 0.0 P6(100-Yr) = 2.9 P6(2-Yr) = 1.4 P6(2-Yr)/P6(100-Yr)= 0.5 Slope (%) Qa (cfs) Qioo (cfs) 0.5 3.1 6.1 0.6 2.4 4.8 0.7 2.0 3.9 0.8 1.7 3.3 0.9 1-.4 2.9 1.0 1.3 2.5 1.5 0.8 1.5 2.0 0.6 1.1 4 fps Velocity Rating Curve (18" RCP) • • • '— • •—1 1 1 1 • • • • 1 1 1 1 III. 0.5 Slope (%) To use this chart, plot 50% of QIQQ against slope. *Note: Qj ~ 0.5*QioQ based on ratio of Pg values for the City of Carlsbad 10 o 0 o 2.0