Loading...
HomeMy WebLinkAboutCT 02-03; La Costa Oaks So PA 3.12/13; Hydrology study for villages of La Costa 3.12 and 3.13; 2003-01-06HUNSAKER ^ASSOCIATES SAN DIEGO, INC. PLANNING ENGINEERING SURVEYING IRVINE RIVERSIDE SAN DIEGO HYDROLOGY STUDY for VILLAGES OF LA COSTA NEIGHBORHOODS 3.12 & 3.13 City of Carlsbad, California Prepared for: Real Estate Collateral Management Company c/o Morrow Development 1903 Wright Place Suite 180 Carlsbad, CA 92008 W.O. 2352-40 January 6, 2003 DAVE HAMMAR LEX WILLIMAN ALISA VIALPANDO DANA SECUIN 10179 Huennekens St, San Diego, CA 92121 (858) 558-4500 PH (858) 558-1414 FX www.Hunsal<erSD,com lnfo®HunsakerSD,com Raymond L. Martin, R.C.E. Project Manager Hunsaker & Associates San Diego, Inc. Q-r 02-OS MM:0 A h:Veporis\2352\O40\aO3.doc W.O. 2352-40 1/2/03 5:32 PM Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study TABLE OF CONTENTS SECTION Executive Summary I Introduction Vicinity Map Proposed Project Existing Condition Summary of Results Conclusion References Methodology & Model Development II 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 Brow Ditch Calculations VI Worksheet for Circular Channel Cross Section for Circular Channel Sediment Basin Design VII Reference Data VIII 100-Year 6-Hour Precipitation Isopluvial Plan with Approximate Proposed Site Location, County of San Diego Gutter and Roadway Discharge Velocity Chart Rating Curve for 18" RCP, Tc Nomograph for Natural Watersheds Nomogram - Capacity, Curb Inlet at Sag Hydrology Map (pocket) MM:0 A h:VcporIs\2352\040Va03.doc W.O. 2352^(0 1/2/03 4:36 PM Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study EXECUTIVE SUMMARY Introduction The purpose of this study and written report is to determine the flows and pipe sizes necessary to contain the runoff generated by the post-developed conditions of the Villages of La Costa, Planning Areas 3.12 & 3.13. These planning areas were analyzed so that the design would completely adhere to the specifications set forth by the City of Carlsbad. In order to verify this, this drainage report addresses the following issues: • 100-year peak discharge (site run-off) • Complete Site Hydraulic Analysis • Curb Inlet Design BOAS^V, OF ^^/"V\l SAN MARCOS PROJECT SITE PA 3.12 3.13 VICINITY MAP N.rs MM:0 A h:\reporls\2352\040\a03.(ioc W.O. 2352-40 1/2/03 4:36 PM Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study Proposed Project The Villages of La Costa are an ongoing development within the City of Carlsbad, located off of Rancho Santa Fe just north of La Costa Ave. These developments are primarily single-family residential communities. Existing Condition The existing conditions for this report are detailed in the Mass Grading Hydrology Study for the Villages of La Costa, Neighborhoods 3.10-3.15 and Avenida Junipero, dated December 24, 2001. Summary of Results This analysis shows that the projected 100-year peak discharge from Planning Area 3.12 & 3.13 has decreased as compared to the Mass Grading Hydrology Study, which was calculated using ultimate runoff coefficients. Table 1 below compares the hydrologic data from the Mass Grading and the Addendum to the Mass Grading Hydrology Studies. TABLE 1 Comparison of 100-Year Flows Planning Area MG (PD) Hydrology Node MG Q100 (cfs) MG Area (acres) MG Tc (min) PD Q100 (cfs) PD Area (acres) PD Tc (min) 3.12 86 (52) 28.5 13.2 14.9 26.9 11.8 13.2 3.13 134(25.5) 89.9 42.3 12.7 74.3 38.0 12.1 "Note: MG = Mass Grading Hydrology Study PD = Proposed Development Hydrology Study MM:0 A Ii:>repom\2352\040\a03.doc W.O. 2352-tO 1/2/03 4:36 PM Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study 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 storms 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. In this system, there are 8 pipes with less than 6.0 cfs, and of these pipes, only one segment (P-16, and P-17) is below 1.3 cfs. However, this pipe is designed at 4.91% and 6.20% respectively, which, by looking at the rating curve provided at the end of this report, are both more than adequately 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 In conclusion, the results originally found in the mass grading and addendum studies were both accurate and conservative in their calculations. Therefore, it has been determined that this proposed storm drain system was sized so as to completely capture the run-off generated by the 100-year return period storm event. MM:OA h rcports\23S2\040\a03.doc wo J332-40 l/2A)34:36PM Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study References "Drainage Design and Procedure Manual,"County of San Diego, April 1993. "Design and Procedure Manual for flood Control and Dra/nage," County of San Diego Revised April 1993. "Preliminary Hydrology for Villages of La Costa - The Ridge and The Oaks" Hunsaker & Associates San Diego, Inc., April 25, 2001 "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 3.12 & 3.13", Hunsaker & Associates San Diego, Inc., May 29, 2002 MM:0 A ll:>reporls\2352\040\a03.lioc W.O. 2352-40 1/2/03 4:36 PM Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study METHODOLOGY & MODEL DEVELOPMENT Drainage Design Criteria For tributary areas less than 1 square mile, 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 detemriine 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 mnoff 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 mnoff 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 and the downstream routing time. Intensity values were MM:0 A h:lrcpons\2352\040Va03.doc W.O. 2352-tO 1/2/03 4:36 PM Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study determined from the Intensity-Duration Frequency curve chart from the County of San Diego's Drainage Design Manual. 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. 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 To, 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: MM:0 A h;\repom\2352m0\a03.doc W.O. 2352-40 1/2/03 4.36 PM Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study 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. 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 values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb (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 (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 (TbATa); Tp = Tb MM:OA h:yeports\2352\040\a03.doc W.O. 2352-40 1/2/03 4 36 PM Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study RATIONAL METHOD HYDROLOGY 100-Year Peak Flow for Villages of La Costa Neighborhoods 3.12 & 3.13 Proposed Conditions MM:0 A h:>J5porl5V!352\040»a03.doc W.O. 2352-40 1/2/03 4:36 PM ********************************************************* 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 Huennkens Street San Diego, California (858) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ************************** * LA COSTA PLANNING AREA 3.12 & 3.13 * * 100 YEAR PEAK FLOW ANALYSIS * * H&A WO#2352-40 12-30-02 * ************************************************************************** FILE NAME: H:\AES99\2 352\4 0\EAST\ll-21-02.DAT TIME/DATE OF STUDY: 18:46 12/30/2002 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 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 287.67 UPSTREAM ELEVATION = 462.60 DOWNSTREAM ELEVATION = 446.00 ELEVATION DIFFERENCE = 16.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.362 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.098 SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 0.81 TOTAL RUNOFF(CFS) = 2.27 **************************************************************************** FLOW PROCESS FROM NODE 2.0 0 TO NODE 5.0 0 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«<< UPSTREAM ELEVATION = 446.00 DOWNSTREAM ELEVATION = 408.72 STREET LENGTH(FEET) = 3 86.58 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 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) = 3.73 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) =0.26 HALFSTREET FLOODWIDTH(FEET) = 6.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.38 PRODUCT OF DEPTH&VELOCITY = 1.68 STREETFLOW TRAVELTIME(MIN) = 1.01 TC(MIN) = 10.37 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.773 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.11 SUBAREA RUNOFF(CFS) = 2.91 SUMMED AREA(ACRES) = 1.92 TOTAL RUNOFF(CFS) = 5.19 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.3 0 HALFSTREET FLOODWIDTH(FEET) = 8.77 FLOW VELOCITY(FEET/SEC.) = 5.85 DEPTH*VELOCITY = 1.76 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 7.00 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 4.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.1 UPSTREAM NODE ELEVATION = 400.00 DOWNSTREAM NODE ELEVATION = 3 97.50 FLOWLENGTH(FEET) = 17.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.19 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 10.39 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 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.) = 10.39 RAINFALL INTENSITY(INCH/HR) = 4.77 TOTAL STREAM AREA(ACRES) = 1.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.19 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<«< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 303.27 UPSTREAM ELEVATION = 463.40 DOWNSTREAM ELEVATION = 442.00 ELEVATION DIFFERENCE = 21.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = ' 8.989 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.234 SUBAREA RUNOFF(CFS) = 2.50 TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 2.50 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 6.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<<< UPSTREAM ELEVATION = 442.00 DOWNSTREAM ELEVATION = 407.14 STREET LENGTH(FEET) = 345.13 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH{FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.5 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) = 4.40 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.06 PRODUCT OF DEPTH&VELOCITY = 1.71 STREETFLOW TRAVELTIME(MIN) = 0.95 TC(MIN) = 9.94 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.905 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.78 SUMMED AREA(ACRES) = 2.2 7 TOTAL RUNOFF(CFS) = ' 6.2 8 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.77 FLOW VELOCITY(FEET/SEC.) = 7.09 DEPTH*VELOCITY = 2.14 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION = 397.63 DOWNSTREAM NODE ELEVATION = 3 97.50 FLOWLENGTH(FEET) = 17.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.28 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 9.99 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLITENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.99 RAINFALL INTENSITY(INCH/HR) = 4.89 TOTAL STREAM AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.19 10.39 4.767 1.92 2 6.28 9.99 4.889 2.27 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.34 9.99 4.889 2 11.31 10.39 4.767 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.34 Tc(MIN.) = 9.99 TOTAL AREA(ACRES) = 4.19 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 14.00 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 8.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.2 UPSTREAM NODE ELEVATION = 397.17 DOWNSTREAM NODE ELEVATION = 354.00 FLOWLENGTH(FEET) = 768.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 11.34 TRAVEL TIME(MIN.) = 0.97 TC(MIN.) = 10.96 ****************************** ******************************************.^ FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) =10.96 RAINFALL INTENSITY(INCH/HR) = 4.61 TOTAL STREAM AREA(ACRES) = 4.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.34 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 343.90 UPSTREAM ELEVATION = 42 0.00 DOWNSTREAM ELEVATION = 3 81.00 ELEVATION DIFFERENCE = 3 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.172 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.566 SUBAREA RUNOFF(CFS) = 4.2 5 TOTAL AREA(ACRES) = 1.3 9 TOTAL RUNOFF(CFS) = 4.25 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 12.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 3 81.00 DOWNSTREAM ELEVATION = 360.00 STREET LENGTH(FEET) = 422.59 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 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) = 6.26 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.96 PRODUCT OF DEPTH&VELOCITY = 1.69 STREETFLOW TRAVELTIME(MIN) = 1.42 TC(MIN) = 9.59 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.019 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.45 SUBAREA RUNOFF(CFS) = 4.00 SUMMED AREA(ACRES) = 2.84 TOTAL RUNOFF(CFS) = 8.26 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.67 FLOW VELOCITY(FEET/SEC.) = 5.58 DEPTH*VELOCITY = 2.01 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 14.00 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 6.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.0 UPSTREAM NODE ELEVATION = 355.00 DOWNSTREAM NODE ELEVATION = 354.00 FLOWLENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.26 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 9.60 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.60 RAINFALL INTENSITY(INCH/HR) = 5.02 TOTAL STREAM AREA(ACRES) = 2.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.26 **************************************************************************** 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 = 358.27 UPSTREAM ELEVATION = 4 08.00 DOWNSTREAM ELEVATION = 3 87.70 ELEVATION DIFFERENCE = 20.30 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.512 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.731 SUBAREA RUNOFF(CFS) = 3.07 TOTAL AREA(ACRES) = 1.18 TOTAL RUNOFF(CFS) = 3.07 ********************************************************^.j^^^^.j^^.j^.^^.^.^.^^.^^.^^^^^^^^ FLOW PROCESS FROM NODE 11.00 TO NODE 13.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 3 87.70 DOWNSTREAM ELEVATION = 360.00 STREET LENGTH(FEET) = 560.19 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 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) = 5.32 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.99 PRODUCT OF DEPTH&VELOCITY = 1.60 STREETFLOW TRAVELTIME(MIN) = 1.87 TC(MIN) = 12.38 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.257 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA (ACRES) = 1.91 SUBAREA RtrNOFF(CFS) = 4.47 SUMMED AREA(ACRES) = 3.09 TOTAL RUNOFF(CFS) = 7.54 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.36 HALFSTREET FLOODWIDTH(FEET) = 11.67 FLOW VELOCITY(FEET/SEC.) = 5.09 DEPTH*VELOCITY = 1.83 ***************************************************************j^j^.^.^^^^^^^^^^ FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.7 UPSTREAM NODE ELEVATION = 355.00 DOWNSTREAM NODE ELEVATION = 354.00 FLOWLENGTH(FEET) = 24.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.54 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 12.42 ********************************************** *****J^^^^^J^J^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 >»>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.42 RAINFALL INTENSITY(INCH/HR) = 4.25 TOTAL STREAM AREA(ACRES) = 3.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.34 10.96 4.606 4.19 2 8.26 9.60 5.015 2.84 3 7.54 12.42 4.249 3.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 25.06 9.60 5.015 2 25.88 10.96 4.606 3 25.00 12.42 4.249 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.88 Tc(MIN.) = 10.96 TOTAL AREA(ACRES) = 10.12 *********************************************************************^*^^.^^^ FLOW PROCESS FROM NODE 14.00 TO NODE 19.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.3 UPSTREAM NODE ELEVATION = 354.00 DOWNSTREAM NODE ELEVATION = 341.00 FLOWLENGTH(FEET) = 475.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 25.88 TRAVEL TIME(MIN.) = 0.64 TC(MIN.) = 11.60 *****************************************************************^^.j.^^jj.^^^^jj, FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 55.50 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 946.00 UPSTREAM ELEVATION = 470.00 DOWNSTREAM ELEVATION = 410.00 ELEVATION DIFFERENCE = 60.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.451 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. •CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.544 SUBAREA RUNOFF(CFS) = 1.85 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 1.85 **************************************************************************** FLOW PROCESS FROM NODE 55.50 TO NODE 56.00 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 3.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.7 UPSTREAM NODE ELEVATION = 410.00 DOWNSTREAM NODE ELEVATION = 344.75 FLOWLENGTH(FEET) = 950.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.85 TRAVEL TIME(MIN.) = 2.05 TC(MIN.) = 18.50 **************************************************************************** FLOW PROCESS FROM NODE 55.50 TO NODE 56.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.285 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 4.14 TOTAL AREA(ACRES) = 3.75 TOTAL RUNOFF(CFS) = 5.99 TC(MIN) = 18.50 **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 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.) = 18.50 RAINFALL INTENSITY(INCH/HR) = 3.2 9 TOTAL STREAM AREA(ACRES) = 3.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.99 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 INITIAL SUBAREA FLOW-LENGTH = 241.69 UPSTREAM ELEVATION = 45 8.70 DOWNSTREAM ELEVATION = 401.00 ELEVATION DIFFERENCE = 57.70 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.318 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.571 SUBAREA RUNOFF(CFS) = 1.69 TOTAL AREA(ACRES) = 0.57 TOTAL RUNOFF(CFS) = 1.69 **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 56.00 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 2.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.3 UPSTREAM NODE ELEVATION = 4 01.00 DOWNSTREAM NODE ELEVATION = 344.75 FLOWLENGTH(FEET) = 441.67 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.69 TRAVEL TIME(MIN.) = 0.79 TC(MIN.) = 7.11 **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 56.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.090 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 1.83 SUBAREA RUNOFF(CFS) = 5.01 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 6.70 TC(MIN) = 7.11 **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 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.) =7.11 RAINFALL INTENSITY(INCH/HR) = 6.09 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.99 18.50 3.285 3.75 2 6.70 7.11 6.090 2.40 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 9.93 7.11 6.090 2 9.61 18.50 3.285 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.93 Tc(MIN.) = 7.11 TOTAL AREA(ACRES) = 6.15 **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 19.00 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.) = 5.5 UPSTREAM NODE ELEVATION = 342.00 DOWNSTREAM NODE ELEVATION = 341.00 FLOWLENGTH(FEET) = 163.83 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.93 TRAVEL TIME(MIN.) = 0.50 TC(MIN.) = 7.61 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.93 7.61 5.829 6.15 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 25.88 11.60 4.440 10.12 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 29.64 7.61 5.829 2 33.44 11.60 4.440 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.44 Tc(MIN.) = 11.60 TOTAL AREA(ACRES) = 16.27 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 22.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.2 UPSTREAM NODE ELEVATION = 341.00 DOWNSTREAM NODE ELEVATION = 329.00 FLOWLENGTH(FEET) = 252.80 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 33.44 TRAVEL TIME(MIN.) = 0.2 6 TC(MIN.) = 11.86 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.86 RAINFALL INTENSITY(INCH/HR) = 4.38 TOTAL STREAM AREA(ACRES) =16.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.44 **************************************************************************** FLOW PROCESS FROM NODE 16.0 0 TO NODE 18.0 0 IS CODE = 21 >>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 281.11 UPSTREAM ELEVATION = 361.20 DOWNSTREAM ELEVATION = 352.10 ELEVATION DIFFERENCE = 9.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.221 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.536 SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 0.75 TOTAL RUNOFF(CFS) = 1.87 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 21.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 352.10 DOWNSTREAM ELEVATION = 332.00 STREET LENGTH(FEET) = 510.44 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 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) = 3.62 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.3 0 HALFSTREET FLOODWIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.09 PRODUCT OF DEPTH&VELOCITY = 1.23 STREETFLOW TRAVELTIME(MIN) = 2.0 8 TC(MIN) = 13.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.065 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.56 SUBAREA RUNOFF(CFS) = 3.49 SUMMED AREA(ACRES) = 2.31 TOTAL RUNOFF(CFS) = 5.36 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.34 HALFSTREET FLOODWIDTH(FEET) = 10.70 FLOW VELOCITY(FEET/SEC.) = 4.24 DEPTH*VELOCITY = 1.44 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 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 5.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.3 UPSTREAM NODE ELEVATION = 33 0.00 DOWNSTREAM NODE ELEVATION = 32 9.00 FLOWLENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 5.36 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 13.31 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 »>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.31 RAINFALL INTENSITY(INCH/HR) = 4.06 TOTAL STREAM AREA(ACRES) = 2.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.3 6 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 17.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 287.70 UPSTREAM ELEVATION = 3 66.20 DOWNSTREAM ELEVATION = 34 8.70 ELEVATION DIFFERENCE =17.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.200 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.156 SUBAREA RUNOFF(CFS) = 2.84 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.84 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 20.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 348.70 DOWNSTREAM ELEVATION = 332.00 STREET LENGTH(FEET) = 424.72 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 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) = 4.88 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.58 PRODUCT OF DEPTH&VELOCITY = 1.47 STREETFLOW TRAVELTIME(MIN) = 1.54 TC(MIN) = 10.74 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.665 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 4.08 SUMMED AREA(ACRES) = 2.59 TOTAL RUNOFF(CFS) = 6.92 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.67 FLOW VELOCITY(FEET/SEC.) = 4.67 DEPTH*VELOCITY = 1.68 **************************************************************************** FLOW PROCESS FROM NODE 2 0.00 TO NODE 22.00 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 7.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.4 UPSTREAM NODE ELEVATION = 33 0.00 DOWNSTREAM NODE ELEVATION = 32 9.00 FLOWLENGTH(FEET) = 24.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) =6.92 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 10.78 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.78 RAINFALL INTENSITY(INCH/HR) = 4.65 TOTAL STREAM AREA(ACRES) =2.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 33.44 11.86 4.377 16.27 2 5.36 13.31 4.062 2.31 3 6.92 10.78 4.654 2.59 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 43.04 10.78 4.654 2 44.92 11.86 4.377 3 42.44 13.31 4.062 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.92 Tc(MIN.) = 11.86 TOTAL AREA(ACRES) = 21.17 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 24.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 32 9.00 DOWNSTREAM NODE ELEVATION = 327.00 FLOWLENGTH(FEET) = 70.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 44.92 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 11.94 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 10 >>>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 67.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .45 00 INITIAL SUBAREA FLOW-LENGTH = 197.87 UPSTREAM ELEVATION = 460.00 DOWNSTREAM ELEVATION = 415.00 ELEVATION DIFFERENCE =45.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.810 *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) = 1.31 TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS) = 1.31 **************************************************************************** FLOW PROCESS FROM NODE 67.00 TO NODE 58.00 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 2.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION = 415.00 DOWNSTREAM NODE ELEVATION = 390.00 FLOWLENGTH(FEET) = 211.05 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.31 TRAVEL TIME(MIN.) = 0.42 TC(MIN.) = 6.42 **************************************************************************** FLOW PROCESS FROM NODE 67.00 TO NODE 58.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.506 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 2.62 SUBAREA RUNOFF(CFS) = 7.67 TOTAL AREA(ACRES) = 3.05 TOTAL RUNOFF(CFS) = 8.98 TC(MIN) =6.42 **************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 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 9.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.7 UPSTREAM NODE ELEVATION = 378.00 DOWNSTREAM NODE ELEVATION = 377.00 FLOWLENGTH(FEET) = 35.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.98 TRAVEL TIME(MIN.) = 0.06 ,TC(MIN.) = 6.48 **************************************************************************** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 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.) = 6.4 8 RAINFALL INTENSITY(INCH/HR) = 6.47 TOTAL STREAM AREA(ACRES) = 3.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.98 **************************************************************************** FLOW PROCESS FROM NODE 58.50 TO NODE 59.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 435.00 UPSTREAM ELEVATION = 414.00 DOWNSTREAM ELEVATION = 3 83.00 ELEVATION DIFFERENCE = 31.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.730 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.669 SUBAREA RUNOFF(CFS) = 3.65 TOTAL AREA(ACRES) = 1.42 TOTAL RUNOFF(CFS) = 3.65 **************************************************************************** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 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.) = 10.73 RAINFALL INTENSITY(INCH/HR) = 4.67 TOTAL STREAM AREA(ACRES) = 1.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.65 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.98 6.48 6.467 3.05 2 3.65 10.73 4.669 1.42 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.62 6.48 6.467 2 10.13 10.73 4.669 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.62 Tc(MIN.) = 6.48 TOTAL AREA(ACRES) = 4.47 **************************************************************************** FLOW PROCESS FROM NODE 59.00 TO NODE 59.50 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 9.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.2 UPSTREAM NODE ELEVATION = 3 74.82 DOWNSTREAM NODE ELEVATION = 370.16 FLOWLENGTH(FEET) = 105.32 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.62 TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 6.62 **************************************************************************** FLOW PROCESS FROM NODE 59.50 TO NODE 59.50 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.62 RAINFALL INTENSITY(INCH/HR) = 6.3 8 TOTAL STREAM AREA(ACRES) = 4.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.62 **************************************************************************** FLOW PROCESS FROM NODE 68.00 TO NODE 59.50 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 89.00 UPSTREAM ELEVATION = 3 90.00 DOWNSTREAM ELEVATION = 37 9.60 ELEVATION DIFFERENCE = 10.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.116 *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) = 0.34 TOTAL AREA(ACRES)= 0.09 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 59.50 TO NODE 59.50 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NXMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.79 TOTAL STREAM AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.62 6.62 6.375 4.47 2 0.34 6.00 6.793 0.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.24 6.00 6.793 2 11.93 6.62 6.375 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.93 Tc(MIN.) = 6.62 TOTAL AREA(ACRES) = 4.56 **************************************************************************** FLOW PROCESS FROM NODE 59.50 TO NODE 31.00 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 9.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.5 UPSTREAM NODE ELEVATION = 3 69.83 DOWNSTREAM NODE ELEVATION = 3 64.67 FLOWLENGTH(FEET) = 111.60 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.93 TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 6.77 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 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.) = 6.77 RAINFALL INTENSITY(INCH/HR) = 6.2 8 TOTAL STREAM AREA(ACRES) = 4.56 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.93 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.60 RAIN INTENSITY(INCH/HOUR) =3.83 TOTAL AREA(ACRES) = 5.80 TOTAL RUNOFF(CFS) = 12.63 **************************************************************************** FLOW PROCESS FROM NODE 3 0.00 TO NODE 31.00 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 6.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =22.5 UPSTREAM NODE ELEVATION = 445.00 DOWNSTREAM NODE ELEVATION = 3 69.00 FLOWLENGTH(FEET) = 345.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.63 TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 14.86 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 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.) = 14.86 RAINFALL INTENSITY(INCH/HR) = 3.79 TOTAL STREAM AREA(ACRES) = 5.8 0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.93 6.77 6.284 4.56 2 12.63 14.86 3.785 5.80 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 19.54 6.77 6.284 2 19.82 14.86 3.785 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.82 Tc(MIN.) = 14.86 TOTAL AREA(ACRES) = 10.36 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 62.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.1 UPSTREAM NODE ELEVATION = 364.70 DOWNSTREAM NODE ELEVATION = 334.00 FLOWLENGTH(FEET) = 460.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 19.82 TRAVEL TIME(MIN.) = 0.48 TC(MIN.) = 15.33 **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.33 RAINFALL INTENSITY(INCH/HR) = 3.71 TOTAL STREAM AREA(ACRES) = 10.3 6 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.82 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 21 »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 356.58 UPSTREAM ELEVATION = 3 81.10 DOWNSTREAM ELEVATION = 367.00 ELEVATION DIFFERENCE = 14.10 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.823 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.386 SUBAREA RUNOFF(CFS) = 2.63 TOTAL AREA(ACRES) = 1.09 TOTAL RUNOFF(CFS) = 2.63 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 60.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 367.00 DOWNSTREAM ELEVATION = 340.00 STREET LENGTH(FEET) = 375.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 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) = 4.34 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.97 PRODUCT OF DEPTH&VELOCITY = 1.69 STREETFLOW TRAVELTIME(MIN) = 1.05 TC(MIN) = 12.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.153 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 3.45 SUMMED AREA(ACRES) = 2.60 TOTAL RUNOFF(CFS) = 6.08 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 FLOW VELOCITY(FEET/SEC.) = 5.70 DEPTH*VELOCITY = 1.83 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 62.00 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 6.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.1 UPSTREAM NODE ELEVATION = 335.00 DOWNSTREAM NODE ELEVATION = 334.00 FLOWLENGTH(FEET) = 24.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.08 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 12.91 **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.91 RAINFALL INTENSITY(INCH/HR) = 4.14 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.08 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 354.24 UPSTREAM ELEVATION = 3 83.00 DOWNSTREAM ELEVATION = 360.00 ELEVATION DIFFERENCE = 23.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.989 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.890 SUBAREA RUNOFF(CFS) = 3.82 TOTAL AREA(ACRES) = 1.42 TOTAL RUNOFF(CFS) = 3.82 **************************************************************************^^ FLOW PROCESS FROM NODE 27.00 TO NODE 61.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 360.00 DOWNSTREAM ELEVATION = 340.00 STREET LENGTH(FEET) = 2 85.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 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) = 5.24 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.3 0 HALFSTREET FLOODWIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.91 PRODUCT OF DEPTH&VELOCITY =1.78 STREETFLOW TRAVELTIME(MIN) = 0.80 TC(MIN) = 10.79 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.652 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.11 SUBAREA RUNOFF(CFS) = 2.84 SUMMED AREA(ACRES) = 2.53 TOTAL RUNOFF(CFS) = 6.66 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 FLOW VELOCITY(FEET/SEC.) = 6.25 DEPTH*VELOCITY = 2.01 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 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 5.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 335.00 DOWNSTREAM NODE ELEVATION = 334.00 FLOWLENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 6.66 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 10.80 **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.80 RAINFALL INTENSITY(INCH/HR) = 4.65 TOTAL STREAM AREA(ACRES) = 2.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.82 15.33 3.709 10.36 2 6.08 12.91 4.144 2.60 3 6.66 10.80 4.648 2.53 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 27.89 10.80 4.648 2 29.75 12.91 4.144 3 30.57 15.33 3.709 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.57 Tc(MIN.) = 15.33 TOTAL AREA(ACRES) = 15.49 **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 34.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.3 UPSTREAM NODE ELEVATION = 334.00 DOWNSTREAM NODE ELEVATION = 32 9.00 FLOWLENGTH(FEET) = 165.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3 0.57 TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 15.54 *****************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.54 RAINFALL INTENSITY(INCH/HR) = 3.68 TOTAL STREAM AREA(ACRES) = 15.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3 0.57 ***********************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 63.00 TO NODE 32.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL StTBAREA FLOW-LENGTH = 275.00 UPSTREAM ELEVATION = 343.00 DOWNSTREAM ELEVATION = 3 35.00 ELEVATION DIFFERENCE = 8.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.501 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.465 SOTAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 1.03 ************************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 32.00 TO NODE 34.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.2 UPSTREAM NODE ELEVATION = 3 30.00 DOWNSTREAM NODE ELEVATION = 329.00 FLOWLENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.03 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 11.52 *****************************************************^*^j^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.52 RAINFALL INTENSITY(INCH/HR) = 4.46 TOTAL STREAM AREA(ACRES) = 0.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.03 **********************************************************^^^^j^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 64.00 TO NODE 33.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 155.00 UPSTREAM ELEVATION = 340.00 DOWNSTREAM ELEVATION = 335.00 ELEVATION DIFFERENCE = 5.0 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.342 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.492 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.18 ********************************************************************j^.j^.j^^j^.j^^^ FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 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 1.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 3.6 UPSTREAM NODE ELEVATION = 33 0.00 DOWNSTREAM NODE ELEVATION = 32 9.00 FLOWLENGTH(FEET) = 24.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.18 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 8.45 **************************************************************************^.^ FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.45 RAINFALL INTENSITY(INCH/HR) = 5.45 TOTAL STREAM AREA(ACRES) = 0.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.18 ** CONFLUENCE DATA ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 30.57 1.03 0.18 Tc (MIN.) 15 .54 11.52 8 .45 INTENSITY (INCH/HOUR) 3 .677 4.460 5.445 AREA (ACRE) 15 .49 0 .42 0 . 06 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 3 RUNOFF (CFS) 21.67 26.38 31.54 Tc (MIN.) 8.45 11.52 15 .54 INTENSITY (INCH/HOUR) 5 .445 4.460 3.677 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 31.54 Tc(MIN.) = TOTAL AREA(ACRES) = 15.97 15 .54 *************************************************^^^^^^^j^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 34.00 TO NODE 24.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<«< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 32 9.00 DOWNSTREAM NODE ELEVATION = 327.00 FLOWLENGTH(FEET) = 58.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 31.54 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 15.61 ****************************************************.y^.j^^^^^^^.^.j^^.j^.^^.^.j^.^.^^^^^^^ FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 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 31.54 15.61 3.666 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 44.92 11.94 4.357 AREA (ACRE) 15.97 AREA (ACRE) 21.17 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 71.46 11.94 4.357 2 69.34 15.61 3.666 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 71.46 Tc(MIN.) = 11.94 TOTAL AREA(ACRES) = 37.14 ************************************************************^*^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< ****************************************************************^^.i^.j^^^j^^^^^.^ FLOW PROCESS FROM NODE 24.00 TO NODE 25.50 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 3 0.0 INCH PIPE IS 2 0.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.3 UPSTREAM NODE ELEVATION = 327.00 DOWNSTREAM NODE ELEVATION = 315.00 FLOWLENGTH(FEET) = 225.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 71.46 TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 12.13 ***************************************************************^^^.^.j^.j^j^.^j..^^^^^ FLOW PROCESS FROM NODE 25.50 TO NODE 25.50 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.) = 12.13 RAINFALL INTENSITY(INCH/HR) = 4.31 TOTAL STREAM AREA(ACRES) = 37.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 71.46 ***************************************************************^^^^j^^.^j^^^^^^ FLOW PROCESS FROM NODE 23.00 TO NODE 35.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 153.54 UPSTREAM ELEVATION = 333.60 DOWNSTREAM ELEVATION = 329.00 ELEVATION DIFFERENCE = 4.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.510 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.422 SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.75 **************************************************************************** FLOW PROCESS FROM NODE 3 5.00 TO NODE 25.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 32 9.00 DOWNSTREAM ELEVATION = 322.00 STREET LENGTH(FEET) = 225.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 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) = 1.76 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.2 6 HALFSTREET FLOODWIDTH(FEET) = 6.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.01 PRODUCT OF DEPTH&VELOCITY = 0.79 STREETFLOW TRAVELTIME(MIN) = 1.25 TC(MIN) = 9.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.965 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.74 SUBAREA RUNOFF(CFS) = 2.02 SUMMED AREA(ACRES) = 0.99 TOTAL RUNOFF(CFS) = 2.77 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 FLOW VELOCITY(FEET/SEC.) = 3.81 DEPTH*VELOCITY = 1.08 **************************************************************************** FLOW PROCESS FROM NODE 2 5.00 TO NODE 25.50 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SXreAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.0 UPSTREAM NODE ELEVATION = 316.00 DOWNSTREAM NODE ELEVATION = 315.0 0 FLOWLENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.77 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 9.77 ********************************************************^.J^.J^^^^^.J^..I^.J^J^.j^.^^.^^^^^^^ FLOW PROCESS FROM NODE 25.50 TO NODE 25.50 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.) = 9.77 RAINFALL INTENSITY(INCH/HR) = 4.96 TOTAL STREAM AREA(ACRES) = 0.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.77 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 71.46 12.13 4.314 37.14 2 2.77 9.77 4.960 0.99 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 64.93 9.77 4.960 2 73.87 12.13 4.314 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 73.87 ^ Tc(MIN.) = 12.13 TOTAL AREA(ACRES) = 3 8.13 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 73.87 Tc(MIN.) = 12.13 TOTAL AREA(ACRES) = 3 8.13 END OF RATIONAL METHOD ANALYSIS 1 *************************************************************************^^.J^ 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 3.12 & 3.13 * * 100-YEAR, PEAK FLOW ANALYSIS * * W.O.#2352-40 * ************************************************************************** FILE NAME: H:\AES99\2352\40\WEST\100YR-W.DAT TIME/DATE OF STUDY: 11:34 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 **************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 43 9.83 UPSTREAM ELEVATION = 360.00 DOWNSTREAM ELEVATION = 3 33.00 ELEVATION DIFFERENCE = 27.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.340 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.506 SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 2.35 **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 40.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 3 3 3.00 DOWNSTREAM ELEVATION = 318.00 STREET LENGTH(FEET) = 297.16 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 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) = 3.56 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) =0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.91 PRODUCT OF DEPTH&VELOCITY = 1.3 8 STREETFLOW TRAVELTIME(MIN) = 1.01 TC(MIN) = 12.35 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.264 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 2.42 SUMMED AREA(ACRES) = 1.98 TOTAL RUNOFF(CFS) = 4.77 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) =9.73 FLOW VELOCITY(FEET/SEC.) = 4.48 DEPTH*VELOCITY = 1.44 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 42.00 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 4.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =12.9 UPSTREAM NODE ELEVATION = 312.00 DOWNSTREAM NODE ELEVATION = 311.00 FLOWLENGTH(FEET) = 10.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.77 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 12.3 6 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.3 6 RAINFALL INTENSITY(INCH/HR) = 4.26 TOTAL STREAM AREA(ACRES) = 1.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.77 **************************************************************************** FLOW PROCESS FROM NODE 3 8.00 TO NODE 39.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 393.16 UPSTREAM ELEVATION = 3 60.00 DOWNSTREAM ELEVATION = 33 5.00 ELEVATION DIFFERENCE = 25.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = • 10.596 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.707 SUBAREA RUNOFF(CFS) = 2.3 0 TOTAL AREA(ACRES) = 0.89 TOTAL RUNOFF(CFS) = 2.3 0 **************************************************************************** FLOW PROCESS FROM NODE 39.00 TO NODE 41.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 335.00 DOWNSTREAM ELEVATION = 318.00 STREET LENGTH(FEET) = 343.83 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 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) = 4.78 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.48 PRODUCT OF DEPTH&VELOCITY = 1.44 STREETFLOW TRAVELTIME(MIN) = 1.28 TC(MIN) = 11.88 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.374 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.05 SUBAREA RUNOFF(CFS) = 4.93 SUMMED AREA (ACRES) = 2.94 TOTAL RtJNOFF(CFS) = 7.24 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.34 HALFSTREET FLOODWIDTH(FEET) = 10.70 FLOW VELOCITY(FEET/SEC.) = 5.73 DEPTH*VELOCITY = 1.95 ***********************************************************************^^.I^J^^ FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 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 7.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.5 UPSTREAM NODE ELEVATION = 312.0 0 DOWNSTREAM NODE ELEVATION = 311.00 FLOWLENGTH(FEET) = 24.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.24 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 11.91 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.91 RAINFALL INTENSITY(INCH/HR) = 4.3 6 TOTAL STREAM AREA(ACRES) = 2.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.24 **************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 53.50 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 258.17 UPSTREAM ELEVATION = 360.00 DOWNSTREAM ELEVATION = 356.00 ELEVATION DIFFERENCE = 4.0 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.747 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.979 SUBAREA RUNOFF(CFS) = 0.83 TOTAL AREA(ACRES) = 0.3 8 TOTAL RUNOFF(CFS) = 0.83 **************************************************************************** FLOW PROCESS FROM NODE 53.50 TO NODE 54.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 3 57.00 DOWNSTREAM NODE ELEVATION = 335.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00 CHANNEL SLOPE = 0.0800 CHANNEL FLOW THRU SUBAREA(CFS) = 0.83 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION FLOW VELOCITY(FEET/SEC) = 4.24 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 1.08 TC(MIN.) = 14.83 **************************************************************************** FLOW PROCESS FROM NODE 53.50 TO NODE 54.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.790 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 1.07 TOTAL RUNOFF(CFS) = 2.27 TC(MIN) =14.83 **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 42.00 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 3.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.2 UPSTREAM NODE ELEVATION = 32 9.00 DOWNSTREAM NODE ELEVATION = 311.0 0 FLOWLENGTH(FEET) = 352.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.27 TRAVEL TIME(MIN.) = 0.72 TC(MIN.) = 15.55 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 15.55 RAINFALL INTENSITY(INCH/HR) = 3.68 TOTAL STREAM AREA(ACRES) = 1.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.27 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.77 12.36 4.262 1.98 2 7.24 11.91 4.365 2.94 3 2.27 15.55 3.676 1.07 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.80 11.91 4.365 2 13.79 12.36 4.262 3 12.48 15.55 3.676 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.80 Tc(MIN.) = 11.91 TOTAL AREA(ACRES) = 5.99 *****************************************************************^.^^^.j^.j^^^.^^j^ FLOW PROCESS FROM NODE 42.00 TO NODE 52.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<<< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.6 UPSTREAM NODE ELEVATION = 311.00 DOWNSTREAM NODE ELEVATION = 3 00.00 FLOWLENGTH(FEET) = 691.67 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.80 TRAVEL TIME(MIN.) = 1.34 TC(MIN.) = 13.25 ***********************************************************************j FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 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.) = 13.25 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 5.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.8 0 *********************************************************************^*^^*.j^^ FLOW PROCESS FROM NODE 5 0.00 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 = 413.15 UPSTREAM ELEVATION =34 0.00 DOWNSTREAM ELEVATION = 3 03.00 ELEVATION DIFFERENCE = 37.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.691 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.986 SUBAREA RUNOFF(CFS) = 2.52 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 2.52 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 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 6.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.2 UPSTREAM NODE ELEVATION = 3 01.00 DOWNSTREAM NODE ELEVATION = 3 00.00 FLOWLENGTH(FEET) = 140.03 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.52 TRAVEL TIME(MIN.) = 0.56 TC(MIN.) = 10.25 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 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.) = 10.25 RAINFALL INTENSITY(INCH/HR) = 4.81 TOTAL STREAM AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.52 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.80 13.25 4.074 5.99 2 2.52 10.25 4.809 0.92 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 14.22 10.25 4.809 2 15.94 13.25 4.074 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.94 Tc(MIN.) = 13.25 TOTAL AREA(ACRES) = 6.91 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 46.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 274.93 UPSTREAM ELEVATION = 323.00 DOWNSTREAM ELEVATION = 310.00 ELEVATION DIFFERENCE = 13.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = ' 9.781 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.957 SUBAREA RUNOFF(CFS) = 1.99 TOTAL AREA(ACRES) = 0.73 TOTAL RUNOFF(CFS) = 1.99 **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 48.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 310.00 DOWNSTREAM ELEVATION = 304.00 STREET LENGTH(FEET) = 492.27 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK =15.50 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) = 3.04 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40 PRODUCT OF DEPTH&VELOCITY = 0.82 STREETFLOW TRAVELTIME(MIN) = 3.42 TC(MIN) = 13.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.086 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.92 SUBAREA RUNOFF(CFS) = 2.07 SUMMED AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 4.06 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.67 FLOW VELOCITY(FEET/SEC.) = 2.74 DEPTH*VELOCITY = 0.99 **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 47.00 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 6.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.9 UPSTREAM NODE ELEVATION = 302.00 DOWNSTREAM NODE ELEVATION = 3 01.00 FLOWLENGTH(FEET) = 34.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.06 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 13.27 **************************************************************************** FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 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.) = 13.2 7 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 1.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.06 **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 45.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 346.00 UPSTREAM ELEVATION = 34 0.0 0 DOWNSTREAM ELEVATION = 310.00 ELEVATION DIFFERENCE = 30.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.964 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.243 SUBAREA RUNOFF(CFS) = 4.70 TOTAL AREA(ACRES) = 1.63 TOTAL RUNOFF(CFS) = 4.70 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 47.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 310.00 DOWNSTREAM ELEVATION = 304.00 STREET LENGTH(FEET) = 416.25 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.0 0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 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) = 6.66 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) = 13.61 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.38 PRODUCT OF DEPTH&VELOCITY = 1.35 STREETFLOW TRAVELTIME(MIN) = 2.05 TC(MIN) = 11.02 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.590 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.57 SUBAREA RUNOFF(CFS) = 3.96 SUMMED AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 8.66 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.44 HALFSTREET FLOODWIDTH(FEET) = 15.55 FLOW VELOCITY(FEET/SEC.) = 3.42 DEPTH*VELOCITY = 1.49 ***************************************************************^*.j^.^.^.^^^^^^.^.j^ FLOW PROCESS FROM NODE 47.00 TO NODE 47.00 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.) = 11.02 RAINFALL INTENSITY(INCH/HR) = 4.59 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.06 13.27 4.072 1.65 2 8.66 11.02 4.590 3.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.26 11.02 4.590 2 11.74 13.27 4.072 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.26 Tc(MIN.) = 11.02 TOTAL AREA(ACRES) = 4.85 FLOW PROCESS FROM NODE 47.00 TO NODE 52.00 IS CODE = 3 >>>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES ============ PIPEFLOW VELOCITY(FEET/SEC.) = 8.5 UPSTREAM NODE ELEVATION = 3 01.00 DOWNSTREAM NODE ELEVATION = 3 00.00 FLOWLENGTH(FEET) = 56.94 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.26 TRAVEL TIME(MIN.) = Q.H TC{MIN.) = 11.13 FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) NUMBER 1 12 .26 11.13 4 .561 AREA (ACRE) 4.85 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 15.94 2 CONFLUENCE DATA ** Tc (MIN. ) 13 .25 INTENSITY (INCH/HOUR) 4.074 AREA (ACRE) 6.91 PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 26.51 26.90 Tc (MIN.) 11.13 13 .25 INTENSITY (INCH/HOUR) 4.561 4 . 074 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.90 Tc(MIN.) = 13.25 TOTAL AREA(ACRES) = 11.76 FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 2 <<<<< END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 26.90 TOTAL AREA(ACRES) = 11.76 Tc(MIN.) = 13.25 END OF RATIONAL METHOD ANALYSIS IV Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study HYDRAULIC ANALYSIS 100-Year Peak Flow Analysis MM:0 A h:'ieports\2352\040\a03.doc W.O. 2352-40 1/2/03 4;36PM Scenario: Base Title: La Costa 3.12 & 3.13 Project Engineer: H&A Employee h:\stormcad\2352\40\2352-40-1 OOyr-e.stin Hunsaker & Associates StormCAD v3.0 [319] 01/02/03 02:35:43 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Scenario: Base Pipe Report Label US Node DS Node Total System Flow (cfs) Section Shape Section Size Mannings n Length (ft) US Invert Elev (ft) DS Invert Elev (ft) Slope (ft/ft) HGL In (ft) HGL Out (ft) Vel In (ft/s) Vel Out (ft/s) Cap (cfs) P-1 6 7 6.28 Circular 18 inch 0.013 3.25 397.63 397.50 0.040000 398.98 398.99 3.74 3.56 21.01 P-2 5 7 5.19 Circular 18 inch 0.013 31.38 400.00 397.50 0.079669 400.88 398.99 4.83 2.94 29.65 P-3 7 J-1 11.34 Circular 18 inch 0.013 256.80 397.17 376.13 0.081931 398.46 377.47 7.03 6.81 30.07 P-4 J-1 J-2 11.34 Circular 18 inch 0.013 265.20 375.80 361.49 0.053959 377.09 362.83 7.03 6.81 24.40 P-7 13 14 7.54 Circular 18 inch 0.013 3.25 350.13 350.00 0.040000 352.25 352.24 4.27 4.27 21.01 P-6 12 14 8.26 Circular 18 inch 0.013 31.64 352.00 350.00 0.063211 353.11 352.24 5.87 4.67 26.41 P-5 J-2 14 11.34 Circular 18 Inch 0.013 266.71 361.16 350.00 0.041843 362.45 352.24 7.03 6.42 21.49 P-8 14 J-3 25.88 Circular 24 inch 0.013 172.38 349.50 342.95 0.037997 351.28 345.00 8.75 8.24 44.10 P-13 56 19 9.93 Circular 18 inch 0.013 145.88 336.68 332.30 0.030025 337.90 334.47 6.48 5.62 18.20 P-9 J-3 19 25.88 Circular 24 inch 0.013 294.07 342.62 331.80 0.036794 344.40 334.47 8.75 8.24 43.39 P-10 19 22 33.44 Circular 24 inch 0.013 252.80 331.47 321.60 0.039043 333.38 326.40 10.83 10.64 44.70 P-12 20 22 6.92 Circular 18 inch 0.013 27.25 323.52 322.10 0.052110 326.52 326.40 3.92 3.92 23.98 P-11 21 22 5.36 Circular 18 inch 0.013 3.25 322.23 322.10 0.040000 326.41 326.40 3.03 3.03 21.01 P-14 22 24 44.92 Circular 24 inch 0.013 28.82 321.27 320.73 0.018737 323.86 322.70 14.30 14.34 30.96 Title: La Costa 3.12 & 3.13 h:\stormcad\2352\40\2352-40-100yr-e.stm 01/02/03 02:35:50 PM © Haestad Methods, Inc. Hunsaker & Associates 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v3.0 [319] (203) 755-1666 Page 1 of 1 Scenario: Base Node Report Label Total System Flow (cfs) Sump Elevation (ft) Rim Elevation (ft) HGL In (ft) HGL Out (ft) 6 6.28 397.63 407.14 399.03 398.98 5 5.19 400.00 408.72 400.95 400.88 7 11.34 397.17 406.84 398.99 398.46 J-1 11.34 375.80 386.82 377.47 377.09 13 7.54 350.13 359.73 352.31 352.25 12 8.26 352.00 360.31 353.22 353.11 J-2 11.34 361.16 369.83 362.83 362.45 14 25.88 349.50 359.43 352.24 351.28 56 9.93 336.68 343.30 338.03 337.90 J-3 25.88 342.62 353.29 345.00 344.40 19 33.44 331.47 341.67 334.47 333.38 20 6.92 323.52 331.83 326.56 326.52 21 5.36 322.23 331.83 326.43 326.41 22 44.92 321.27 331.53 326.40 323.86 24 44.92 320.73 331.53 319.97 319.97 Title: La Costa 3.12 & 3.13 h:\stormcad\2352\40\2352-40-100yr-e.stm 01/02/03 02:35:55 PM © Haestad Methods, Inc. Project Engineer: H&A Employee Hunsaker & Associates StormCAD v3.0 [319] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Profile Scenario: Base 410.00 Label:5 Ril7i:408.72 ft mp: 400 .00 ft Labe : Rim : Su m Label: 24 Rim : 3 31.5 3 ft Su mp: 320 .73 ft Labal: P4 Up Invert: 400.00 ft Dn Invert: 307.50 ft Lenotli:31 .31 ft Size: 16 In ch S:0.079«eg mi ElevaHon (ft) Label: P-14 Up Invert 321.27 ft On Invert: 320.73 ft Length: 26 ,62 ft Size: 24 In cti S:0.016737 ft/ft Label: P-10 Up Invert: 331.47 ft On Invert: 321.60 ft Length : 252 .60 ft Size: 24 In ch S:0.039043 ft/ft Title: La Costa 3.12 & 3.13 h:\stormcad\2352V40\2352-40-100yr-e.stm 01/02/03 02:38:04 PM Hunsaker & Associates © Haestad Methods, inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: H&A Employee StormCAD v3.0 [319] Page 1 of 1 P-23 P-22 0-2 A Existing 24" RCP SD Per Dwg No 397-1B P-27 Title: La Costa 3.12&3.13 h:\stormcad\2352\40\2352-40-100yr-w.stm 47 P-28 48 • Hunsaker & Associates Project Engineer: H&A Employee StormCAD v3.0 [319] 01/02/03 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Scenario: Base Pipe Report Label US Node DS Node Total System Flow (cfs) Section Shape Section Size Mannings n Length (ft) US Invert Elev (ft) DS Invert Elev (ft) Slope (ft/ft) HGL In (ft) HGL Out (ft) Vel In (ft/s) Vel Out (ft/s) Cap (cfs) P-16 54 J-5 2.27 Circular 18 inch 0.013 70.15 330.42 324.67 0.081967 330.99 324.95 3.69 10.02 30.07 P-18 41 42 7.24 Circular 18 inch 0.013 5.00 308.82 308.23 0.118000 309.86 309.48 5.52 4.59 36.08 P-19 40 42 4.77 Circular 18 inch 0.013 34.68 309.81 308.23 0.045559 310.65 309.48 4.69 3.02 22.42 P-17 J-5 42 2.27 Circular 18 inch 0.013 286.82 324.34 308.23 0.056168 324.91 309.48 3.69 1.44 24.89 P-20 42 J-6 13.80 Circular 24 inch 0.013 233.42 307.73 296.26 0.049139 309.07 296.98 6.18 13.63 50.15 P-28 48 47 4.06 Circular 18 inch 0.013 36.50 293.12 292.76 0.009863 295.28 295.23 2.30 2.30 10.43 P-21 J-6 J-7 13.80 Circular 24 inch 0.013 253.21 295.93 293.40 0.009992 297.27 294.53 6.18 7.55 22.61 P-27 47 52 12.26 Circular 18 inch 0.013 56.94 292.43 291.87 0.009835 294.63 293.85 6.94 6.94 10.42 P-22 J-7 52 13.80 Circular 24 inch 0.013 170.02 293.07 291.37 0.009999 294.41 293.85 6.18 4.39 22.62 P-23 51 52 2.52 Circular 18 Inch 0.013 140.03 294.67 291.87 0.019996 295.27 293.85 3.81 1.43 14.85 P-24 52 0-2 26.87 Circular 24 inch 0.013 90.26 291.04 285.14 0.065367 292.85 286.15 9.00 16.98 57.84 Title: La Costa 3.12&3.13 h:\stormcad\2352V40\2352-40-100yr-w.stm 01/02/03 02:39:00 PM © Haestad Methods, Inc. Hunsaker & Associates 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v3.0 [319] (203) 755-1666 Page 1 Of 1 Scenario: Base Node Report Label Total System Flow (cfs) Sump Elevation (ft) Rim Elevation (ft) HGL In (ft) HGL Out (ft) 54 2.27 330.42 336.00 331.03 330.99 41 7.24 308.82 317.92 309.96 309.86 40 4.77 309.81 317.92 310.72 310.65 J-5 2.27 324.34 332.33 325.02 324.91 42 13.80 307.73 317.66 309.48 309.07 48 4.06 293.12 304.32 295.30 295.28 J-6 13.80 295.93 309.61 297.27 297.27 47 12.26 292.43 304.32 295.23 294.63 J-7 13.80 293.07 307.08 294.41 294.41 51 2.52 294.67 300.00 295.32 295.27 52 26.87 291.04 305.34 293.85 292.85 0-2 26.87 285.14 305.34 286.15 286.15 Title: La Costa 3.12&3.13 Project Engineer: H&A Employee h:\stormcad\2352\40\2352-40-1 OOyr-w.stm Hunsaker & Associates StormCAD v3.0 [319] 01/02/03 02:39:06 PM © Haestad Methods, Inc. 37 Brookside Road Watertoury, CT 06708 USA (203)755-1666 Page 1 of 1 Profile Scenario: Base Label: J.6 Rlm:308.61 ft Sunlp:2»5.J^ Label: 42 -Rim : 31 7 ,66 ft Su mp: 3 07.73 'ft Kllfi:332.3 Su mp: 3 24 n— 34 ft Up lnvert:324.34 fl Dn Invert: 30 6.23 fl Length: 286.62 ft Size: 1 6 Inch e; 0.056166 ftfft Label: 54 Rim : 336 .00 ft Sump:3 30.42 ft Label: P-16 -UfMiwa rt: 3 3 0.4 2 ft Dn Inve rt: 324.67 ft Length: 70.15 tt Size: 1 8 Incli S: 0.081967 ft/ft 315.00 Elevation (tt) Label:P-20 Up Invert: 30 7.73 ft Dn lnvert:296.26 ft Length: 233.42 tt Size:24 Inch -S;-IM)4»139 ftftt Label:P-24 -Up Invert:20 1.04 tt Dn lnvert:265.14 ft Length: 90.26 ft Size: 24 Inch S: 0.065367 ft/ft Dn Invert:29 1.37 ft Length: 170.02 ft Size: 24 Inch S: 0 009999 ft/ft :P-21 I Invert:295.93 fl I Invert 29 3.40 fl glh; 253.21 ft SIza: 24 Inch I .000002 ft/ft S*00 Slatio n (ft) Title: La Costa 3.12&3.13 h:\stormcad\2352\40\2352-40-100yr-w.stm 01/02/03 02:40:29 PM Hunsaker & Associates © Haestad Methods, inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Project Engineer: H&A Employee StormCAD v3.0[319] Page 1 of 1 Scenario: Base 31 P-3 59.5 P-2 P-1 59 58 Title: La Costa 3.12 & 3,13 Project Engineer: H&A Employee h:\stormcad\2352\40\2352-40-100yr-x.stm Hunsaker & Associates StormCAD v3.0 [319] 01/06/03 01:44:57 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Scenario: Base Pipe Report Label US DS Total Section Section Mannings Length US DS Slope HGL HGL Vel Vel Cap Node Node System Shape Size n (ft) Invert Invert (ft/ft) In Out In Out (cfs) Flow Elev Elev (ft) (ft) (ft/s) (ft/s) (cfs) (ft) (ft) P-1 58 59 8.98 Circular 18 inch 0.013 31.68 388.12 375.15 0.409407 389.28 376.59 6.13 5.14 67.21 P-2 59 59.5 11.62 Circular 18 inch 0.013 104.60 374.82 370.16 0.044551 376.12 371.55 7.15 6.79 22.17 P-3 59.5 31 11.93 Circular 18 inch 0.013 111.37 369.83 364.67 0.046332 371.14 366.60 7.28 6.75 22.61 Title: La Costa 3.12 & 3.13 h:\stormcad\2352\40\2352-40-100yr-x.stm 01/06/03 01:45:03 PM © Haestad Methods, inc. Project Engineer: H&A Employee Hunsaker & Associates StormCAD v3.0 [319] 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Scenario: Base Node Report Label Total Sump Rim HGL HGL System Elevation Elevation In Out Flow (ft) (ft) (ft) (ft) (cfs) 58 8.98 388.12 392.70 389.40 389.28 59 11.62 374.82 379.40 376.59 376.12 59.5 11.93 369.83 379.60 371.55 371.14 31 11.93 364.34 374.99 366.60 366.60 Title: La Costa 3.12 & 3.13 h:\stormcad\2352\40\2352-40-100yr-x.stm 01/06/03 01:45:08 PM © Haestad Methods, Inc. Hunsaker & Associates 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v3.0 [319] (203) 755-1666 Page 1 of 1 Profile Scenario: Base 395.00 Label: 31 Rim: 374 Sump 36 4 Title: La Costa 3.12 & 3.13 h:\stormcad\2352\40\2352-40-100yr-x.stm 01/06/03 01:46:22 PM 360.00 0+00 0+50 1+00 1+50 2+00 2+50 Station (ft) Hunsaker & Associates © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: H&A Employee StormCAD v3.0 [319] Page 1 of 1 Scenario: Base 61 D 0-1 p-2 r -o 62 P-1 P-4 60 1-1 h:\stormcad\2352\40\2352-40-100yr-x2.stm 01/02/03 02:43:28 PM © Haestad Methods, Inc. Project Engineer: H&A Employee Hunsaker & Associates StormCAD v3.0 [319] 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Scenario: Base Pipe Report Label US DS Total Section Section Mannings Length US DS Slope HGL HGL Vel Vel Cap Node Node System Shape Size n (ft) Invert Invert (ft/ft) In Out In Out (Cfs) Flow Elev Elev (ft) (ft) (ft/s) (ft/s) (cfs) (ft) (ft) P-3 61 62 6.66 Circular 18 inch 0.013 5.25 331.81 330.72 0.207619 338.10 338.08 3.77 3.77 47.86 P-1 1-1 62 19.80 Circular 18 inch 0.013 286.85 355.95 330.72 0.087955 357.42 338.08 11.27 11.20 31.15 P-4 60 62 6.08 Circular 18 inch 0.013 27.25 330.93 330.72 0.007706 338.17 338.08 3.44 3.44 9.22 P-2 62 0-1 30.57 Circular 18 inch 0.013 5.00 329.72 329.70 0.004000 334.82 334.40 17.30 17.30 6.64 h:\stormcad\2352\40\2352-40-100yr-x2.stm 01/02/03 02:43:34 PM © Haestad Methods, Inc. Hunsaker & Associates 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v3.0 [319] (203) 755-1666 Page 1 of 1 Scenario: Base Node Report Label Total System Flow (cfs) Sump Elevation (ft) Rim Elevation (ft) HGL In (ft) HGL Out (ft) 61 6.66 331.81 340.30 338.14 338.10 1-1 19.80 355.95 361.70 358.40 357.42 60 6.08 330.93 340.30 338.21 338.17 62 30.57 329.72 340.04 338.08 334.82 0-1 30.57 329.70 340.04 334.40 334.40 h:\stormcad\2352\40\2352-40-100yr-x2.stm 01/02/03 02:43:39 PM © Haestad Methods, Inc. Project Engineer: H&A Employee Hunsaker & Associates StormCAD v3.0 [319] 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Profile Scenario: Base Label:0 Rim:340 Label: Rlm:3 Sump i-1 61 3! y ^^^^^ 34 ft /""^ \abel:P-1 Up Invert: Dn Invert: Length: 2£ o i ^ n • 4 o i« 355.95 ft 330.72 ft 6.85 ft rh 1 flLabel: 62^ Rim;>4tr04 IStffnp: 32 9.7 2 n / / o l£e . 1 O 111 S: 0.08791 )5 ft/« Label: P-2 Up Invert: 3; Dn invert: 3: Lengtti:5.0( Size: 18 inci S: 0.00400C 9.7 2 ft 9.70 ft ft ft/ft 365.00 70 ft 5.95 n 360.00 355.00 350.00 345.00 Elevation (ft) 340.00 335.00 330.00 325.00 0+00 0+50 1+00 1+50 Station (ft) 2+00 2+50 3+00 h:\stomicad\2352V40\2352-40-100yr-x2.stm 01/02/03 02:44:30 PM Hunsaker & Associates © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Project Engineer: H&A Employee StormCAD v3.0 [319] Page 1 of 1 V Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study CURB INLET SIZING 100-Year Peak Flow Analysis MM:0 A li:\rcpons>2352TOO\a03.doc W.O. 2352-tO 1/2/03 4:36 PM LA COSTA PA 3.12 3.13 INLET SIZING Type Inlet Street Required Use of at Slope Q(cfs) a(fl) y(ft)' Length of Length^ Inlet Node % Opening (ft)^ (ft) ON GRADE 5 9.90% 5.55 0.33 0.27 17.1 19 ON GRADE 6 9.90% 6.28 0.33 0.28 18.8 20 ON GRADE 12 3.60% 8.26 0.33 0.37 20.1 22 ON GRADE 13 3.60% 7.54 0.33 0.36 18.8 20 ON GRADE 20 4.00% 6.92 0.33 0.35 17.6 19 ON GRADE 21 4.00% 5.36 0.33 0.31 15.0 16 ON GRADE 60 7.47% 7.28 0.33 0.32 19.8 21 ON GRADE 61 7.47% 6.66 0.33 0.31 18.6 20 ON GRADE 32-existing 4.00% 1.03 0.33 0.28 3.1 5 ON GRADE 33-existing 4.00% 0.18 0.33 0.20 0.7 5 ON GRADE 40 5.00% 4.77 0.33 0.29 14.0 15 ON GRADE 41 5.00% 8.26 0.33 0.36 20.6 22 ON GRADE 47 2.73% 7.82 0.33 0.38 18.7 20 ON GRADE 48 2.73% 4.06 0.33 0.30 11.6 13 FROM EQUATION Q=0.7L(A+Yr3/2 FROM CITY OF SAN DIEGO CHART 1-104.12 LENGTH SHOWN ON PLANS (LENGTH OF OPENING + 1 FOOT) Existing inlets that require inlet length changes will be construction changed. Type Inlet Required Use of at Q(cfs) Length of Length Inlet Node Opening (ft)^ (ft)' SUMP 25 2.77 1.4 5 FROM CITY OF SAN DIEGO CHART 1-103.6C LENGTH SHOWN ON PLANS (LENGTH OF OPENING + 1 FOOT) INLETS ON GRADE.XLS 1/2/2003 VI Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study BROW DITCH CALCULATIONS Worksheets for Circular Channels Cross Sections for Circular Channels MM:0 A h:Vepom\2352\040\a03.d<ic i».o. 2352-10 1/2/03 4 36 PM Brow Ditch #1 Worksheet for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Formu Solve For Channel Depth Input Data Mannings Coeific 0.013 Slope 6.0000 % Diameter 24 in Discharge 5.80 cfe Results Depth 0.44 n Flow Area 0.5 fP Wetted Perlme 1.95 ft Top Width 1.65 ft Critical Depth 0.85 ft Percent Full 21.8 % Critical Slope 0.4622 % Velocity 11.43 ft/s Velocity Head 2.03 ft Specific Energ; 2.47 ft Froude Numbe 3.64 Maximum Disc 59.61 cfs Discharge Full 55.41 cfs Slope Full 0.0657 % Flow Type >upercritical Project Engineer: H&A Employee h:\flow-m\2352\40\browdltch01 .fm2 Hunsalcer & Associates San Diego FlowlUlaster v6.0 [614b] 10/29/02 04:42:29 PM © Haestad Methods, Inc. 37 Brool<side Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Brow Ditch #1 Cross Section for Circular Channel Project Description Wori<sheet Circular Channel Flow Element Circular Channel Method Manning's Formu Solve For Channel Depth Section Data Mannings Coeffic 0.013 Slope 6.0000 % Depth 0.44 ft Diameter 24 in Discharge 5.80 cfs 24 in V:1^ H:1 NTS h:\flow-m\2352\40\browditch01 .fm2 10/29/02 04:42:39 PM ® Haestad Methods, Inc. Project Engineer: H&A Employee Hunsaker & Associates San Diego FlowMaster v6.0 [614b] 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Brow Ditch #2 Worltsheet for Circular Channel Project Description Wori<sheet BrowDitch02 Flow Element Circular Chann Method Manning's Fon Solve For Channel Depth Input Data Mannings Coeffic 0.013 Slope 12.0000 % Diameter 24 in Discharge 6.44 cfs Results Depth 0.39 ft Flow Area 0.4 ft' Wetted Perime 1.82 ft Top Width 1.58 ft Critical Depth 0.90 ft Percent Full 19.4 % Critical Slope 0.4689 % Velocity 15.06 ft/s Velocity Head 3.52 ft Specific Energ; 3.91 ft Froude Numbe 5.10 Maximum Disc 84.29 cfs Discharge Full 78.36 cfs Slope Full 0.0810 % Flow Type Supercritical Project Engineer: H&A Employee h:\flow-m\2352\40\browditch01 .fm2 Hunsaker & Associates San Diego FlowMaster v6.0 [614b] 10/29/02 05:05:03 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Brow Ditch No. 2 Cross Section for Circular Channel Project Description Worksheet BrowDitch02 Flow Element Circular Chann Method Manning's Fon Solve For Channel Depth Section Data Mannings Coeffic 0.013 "Slope 12.0000 % Depth 0.39 ft Diameter 24 in Discharge 6.44 cfs 7mm 24 In V:l[\ H:1 NTS Project Engineer: H&A Employee h:\flow-m\2352\40\browditch01 .fm2 Hunsaker & Associates San Diego FlowMaster v6.0 [614b] 10/29/02 05:05:32 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Brow Ditch #3 Worksheet for Circular Channel Project Description Woritsheet Brow Ditch No. Flow Element Circular Chann Method Manning's Forr Solve For Channel Depth Input Data Mannings Coeffic 0.013 •Slope 6.4500 % Diameter 24 in Discharge 5.88 cfs Results Depth 0.43 ft Flow Area 0.5 ft' Wetted Perime 1.93 ft Top Width 1.65 ft Critical Depth 0.86 ft Percent Full 21.6 % Critical Slope 0.4631 % Velocity 11.77 ft/s Velocity Head 2.15 ft Specific Energ; 2.59 ft Froude Numbe 3.77 Maximum Disc 61.80 cfs Discharge Full 57.45 cfs Slope Full 0.0676 % Flow Type supercritical Project Engineer: H&A Employee h:\flow-m\2352\40\browditch03.fm2 Hunsaker & Associates San Diego FlowMaster v6.0 [614b] 10/30/02 08:47:25 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA (203)755-1666 Page 1 of 1 Brow Ditch #3 Cross Section for Circular Channel Project Description Worksheet Flow Element Method Solve For Brow Ditch No. Circular Chann Manning's Fon Channel Depth Section Data Mannings Coeffic 0.013 • Slope 6.4500 % Depth 0.43 ft Diameter 24 In Discharge 5.88 cfs 24 in V:1^ H:1 NTS h:\flow-m\2352\40\browditch03.fm2 10/30/02 08:47:53 AM © Haestad Methods, inc. Hunsaker & Associates San Diego 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee FlowMaster v6.0 [614b] (203) 755-1666 Page 1 Of 1 Brow Ditch #4 Worksheet for Circular Channel Project Description Wori<sheet Brow Ditch No. Flow Element Circular Chann Method Manning's Forr Solve For Channel Depth Input Data Mannings Coeffic 0.013 Slope 7.5000 % Diameter 24 in Discharge 2.89 cfs Results Depth 0.24 ft Flow Area 0.2 ft' Wetted Perime 1.41 ft Top Width 1.30 ft Critical Depth 0.59 ft Percent Full 12.0 % Critical Slope 0.4456 % Velocity 13.55 ft/s Velocity Head 2.85 ft Specific Energ; 3.09 ft Froude Numbe 5.89 Maximum Disc 101.80 cfs Discharge Full 94.63 cfs Slope Full 0.0163 % Flow Type Supercritical Project Engineer H&A Employee h:\flow-m\2352\40\browditch04.fm2 Hunsaker & Associates San Diego FlowMaster v6.0 [614b] 10/30/02 08:48:37 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Brow Ditch #4 Cross Section for Circular Channel Project Description Worksheet Flow Element Method Solve For Brow Ditch No. Circular Chann Manning's Fon Channel Depth Section Data Mannings Coeffic 0.013 Slope 7.5000 % Depth 0.24 ft Diameter 24 In Discharge 2.89 cfs 24 in V:l[\ H:1 NTS h:\flow-m\2352\40\browditch04.fm2 10/30/02 08:48:50 AM © Haestad Methods, Inc. Project Engineer: H&A Employee Hunsaker & Associates San Diego FlowMaster v6.0 [614b] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Brow Ditch #5 Worksheet for Circular Channel Project Description Wori<sheet Circular Channel Flow Element Circular Channel Method Manning's Fonnu Solve For Channel Depth input Data Mannings Coeffic 0.013 Slope 3.3333 % Diameter 24 in Discharge 2.52 cfs Results Depth 0.24 ft Flow Area 0.2 ft» Wetted Perime 1.41 ft Top Width 1.30 ft Critical Depth 0.55 ft Percent Full 12.0 % Critical Slope 0.4467 % Velocity 11.82 ft/s Velocity Head 2.17 ft Specific Energ; 2.41 ft Froude Numbe 5.15 Maximum Disc 88.85 cfs Discharge Full 82.60 cfs Slope Full 0.0124 % Flow Type Supercritical Project Engineer: H&A Employee h:\flow-m\2352\40\browditch04.fm2 Hunsaker & Associates San Diego FlowMaster v6.0 [614b] 10/30/02 08:53:01 AM ® Haestad Methods, inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Brow Ditch #5 Cross Section for Circular Channel Project Description Wori<sheet Flow Element Method Solve For Circular Channel Circular Channel Manning's Formu Channel Depth Section Data Mannings Coeffic 0.013 Slope 3.3333 % Depth 0.24 ft Diameter 24 in Discharge 2.52 cfs 24 in V:l[\ H:1 NTS h:\fIow-mV2352\40\browditch04.fm2 10/30/02 08:53:13 AM © Haestad Methods, Inc. Project Engineer: H&A Employee Hunsaker & Associates San Diego FlowMaster v6.0 [614b] 37 Brookside Road WateriDury, CT 06708 USA (203)755-1666 Page 1 of 1 Brow Ditch #6 Worksheet for Circular Channel Project Description Worksheet Circular Channel Flow Element Circular Channel Method Manning's Fomriu Solve For Channel Depth Input Data Mannings Coeffic 0.013 Slope 3.6400 % Diameter 24 in Discharge 2.27 cfs Results Depth 0.31 ft Flow Area 0.3 ft' Wetted Perime 1.62 ft Top Width 1.45 ft Critical Depth 0.52 ft Percent Full 15.6 % Critical Slope 0.4471 % Velocity 7.27 ft/s Velocity Head 0.82 ft Specific Energ; 1.13 ft Froude Numbe 2.76 Maximum Disc 46.43 cfs Discharge Full -43.16 cfs Slope Full 0.0101 % Flow Type Supercritical Project Engineer: H&A Employee h:\flow-m\2352\40\browditch04.fm2 Hunsaker & Associates San Diego FlowMaster v6.0 [614b] 10/30/02 08:56:49 AM © Haestad Methods, Inc. 37 Brookside Road Watert3ury, CT 06708 USA (203)755-1666 Page 1 of 1 Brow Ditch #6 Cross Section for Circular Channel Project Description Worksheet Flow Element Method Solve For Circular Channel Circular Channel Manning's Formu Channel Depth Section Data Mannings Coeffic 0.013 Slope 3.6400 % Depth 0.31 ft Diameter 24 in Discharge 2.27 cfs 24 in V:l[\ H:1 NTS h:\flow-m\2352\40\browditch04.fm2 10/30/02 08:57:01 AM © Haestad Methods, inc. Project Engineer: H&A Employee Hunsaker & Associates San Diego FlowMaster v6.0 [614b] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 VII Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study SEDIMENT BASIN DESIGN MM;OA h:\reports\2352\040\i03doc W.O. 2352-40 1/2,03 4 36 PM PROJECT NAME WORK ORDER SEDIMENT BASIN Villages of La Costa (Neighborhood 3.12 and 3.13) 2352-40 Basin at Neighborhood 3.13 Per Option 2, Part 8 of Section A of the State Water Resources Control Board Order No. 99-08-DWQ, sediment basins shall, at a minimum, be designed as follows: Sediment basins, as measured from the bottom of the basin to the principle outlet, shall have at least capacity equivalent to 3,600 cubic feet of storage per acre draining into the sediment basin. The length of the basin shall be more than twice the width of the basin. The length is detennined by measuring the distance between the inlet and the outlet; and the depth must not be less Oian three feet nor greater than five feet for safety reasons and for maximum efficiency. GRADED AREA TO BASIN 100-YEAR PEAK FLOW TO BASIN 10.88 REQUIRED STORAGE CAPACITY BELOW PRINCIPLE OUTLET ELEV. acres cfs ft' CY -< acre-ft BOTTOM OF BASIN ELEVATION RISER/PRINCIPLE SPILLWAY EL 340.3 341.3 feet feet DEPTH BELOW PRINCIPLE OUTLET IDESIGN BASIN BOTTOM WIDTH |- DESIGN BASIN BOTTOM LENGTH DESIGN STORAGE CAPACITY BELOW PRINCIPLE OUTET ELEV. 1.0 ]feet As shown on Soil Loss Estimation Report: 0.005 (from Grading Plans) (from Grading Plans) (3 <= Depth <= 5 feet) O.Of feet feet ft' CY acre-ft. |100-YEAR HW OVER RISER |- 100-YEAR WSE OVER RISER 0.5 341.8 feet feet (Length > 2* Width) (Assume 2:1 Basin Side Slopes) (from riser inlet spreadsheet) Not Applicable FREEBOARD ABOVE 100-YEAR WSE f.5 |TOP OF BASIN ELEVATION |-I 343.3 "^feet (from Grading Plans) • Emergency spillway crest elevaHon shall be set at or above 100-Year WSE. The emergency spillway shall be sized to convey the 100-year mnoff assuming 100% clogging of principle spillway. FOR BROAD-CRESTED EMERGENCY SPILLWAY WEIRS: If the SPILLWAY OPENING = Then the Crest Elevation Must Be => If the CREST ELEVATION = Then the Spillway Opening Must Be = 341.8 2.23 feet feet feet feet LA COSTA OAKS SOUTH-NEIGHBORHOOD 3.12 AND 3.13 (Basin at Neighborhoo(d 3.13) Weir Formula for Orifices & Short Tubes (free & submerged) Q = Ca(2gh)°-°(0.85), where 0.85 is a reduction factor for trash rack Q = 0.6a(64.32hf^(0.85); C = 0.6 from Table 4-10, Kings Handbool< Q = 4.1a(h)°'^, where a = area of orifice opening, h = head (ft) above top of riser then h = (Q/4.1a)^ (Equation 1) Weir Fomnula for riser acting as straight weir Q = CLH^-^ C = 3.3 from Equation 5-40, Kings Handbook then h = (Q/3.3L)^ (Equation 2) @ Node 123 : Qioo= 10.88 cfs Riser d = 36 in., so a = 7.069 sq. ft.; h = 0.14 ft. (Equation 1) L = 9.425 ft.; h = 0.5 ft. (Equation 2) therefore: h = 0.50 ft. /Riser Design.xls 11/20/2002 La Costa Oaks Neighborhood 3.13 Sediment Basin Design SOIL LOSS ESTIMATION The universal soil loss equation (USLE) is an empirical model developed by the United States Department of Agriculture to estimate sheet and rill erosion. This discussion focuses on the estimation of soil loss from construction sites. The general form of the universal soil loss equation is as follows... A=RxKxLSxCxP Where... A = soil loss [ton/(acre-year)] R = rainfall erosion index [100 ft.-tons/(acre-in/hr)] K = soil erodibility factor [tons/(acre/R)] LS = slope length and steepness factor C = vegetative cover factor P = erosion control practice factor To calculate soil loss, each of the factors is assigned a numerical value. Then, the five variables are multiplied together to produce an estimate of soil eroded from the site in an average year. When an estimate of required sediment storage volume is needed, the units of weight can be converted to volume by assuming a density for the sediment. Rainfall Erosion Index. R This index is a measure of the erosive force and intensity of rain in a normal year. Values of R have been computed for the continental United States from rainfall records and probability statistics. Construction activities in areas with high R values require greater attention to erosion control practices than constmction in areas with low R values. For the western part of the United States, R is calculated based on local rainfall data. Research at Purdue University has indicated that R values can be approximated with accurately using the 2-year, 6-hour rainfall data. Three different regression equations (for Type I, IA, and II rainfall distributions) have been developed to predict the value of the R variable. According to Figure 1 on the following page, San Diego County is located within the Type I rainfall distribution zone. Thus, the following equation is used to detemiine the Rfactor... R = 16.55 xp^-^ Where... p = 2-year, 6-hour rainfall depth [inches] Page 1 of8 11/18/2002 ESM Addendum to Mass Grading Hydrology Study for Villages of La Costa PA 3.10-3.15 Sediment Basin Design J FIGURE 1 -Distribution of Storm Types in the Western United States- Page 2 of 8 5/31/2002 La Costa Oaks Neighborhood 3.13 Sediment Basin Design Using County rainfall data, the 2-year, 6-hour rainfall for the La Costa project site was estimated to be 1.4 inches. The rainfall erosion index was subsequently calculated as follows... R = 16.55 x (1.4)^-^ R = 34.7 Soil Erodibility Factor. K As a measure of the susceptibility of soil particles to detachment and transport by rainfall and runoff, the soil erodibility factor is mainly dependent on soil texture. K values generally range from 0.02 to 0.70. The nomograph method is the preferred method for determining K values. To use the nomograph, which is located in Figure 2 on the following page, the approximate percentages of sand, silt, and clay mustbe known for the soil type. According to the Soil Conservation Sen/ice's Soil Survey for San Diego County, the watershed draining to the proposed sediment basin consists of soil type San Miguel-Exchequer (SnG - see Soils Map below). This soil type is described as 50 percent San Miguel silt loam and 40 percent Exchequer silt loam. The remaining 10 percent is covered by rock outcrop. Using the composite particle distribution listed above, the K value was determined from Figure 2. For a silt particle proportion of 60 percent, a sand percentage of 30 percent, and a clay particle proportion of 10 percent, the nomograph indicates a K value of 0.57. K = 0.57 3 Pageiof 8 11/18/2002 ESM Addendum to Mass Grading Hydrology Study for Villages of La Costa PA 3.10-3.15 Sediment Basin Design JO. j^9(B<anpte 5-4) My X Mil V \^ A V /A / /A 'l4}*!'l'l'': •.A-/ \ ^ of* 1^ III! III V FIGURE 2 -Triangular Nomograph for Estimating K- Page4of8 5/31/2002 La Costa Oaks Neighborhood 3.13 Sediment Basin Design Length-Slope Factor. LS The length-slope factor describes the combined soil loss effect of slope length and slope gradient. Slope length is the distance of overiand flow to the nearest diversion or channel. To be conservative, the slope length distance was assumed to be 300 feet with a slope gradient of 20 percent. These values were entered into Table 2 on the following page. According to Table 2, the length-slope factor for such variables would be 7.1 LS -7.1 Cover Factor. 0 In the USLE, the C factor reduces the soil loss estimate according to the effectiveness of vegetation and mulch at preventing detachment and transport of soil particles. Any product that reduces the amount of soil exposed to raindrop impact will reduce erosion. When the soil surface is bare, a C factor of 1.0 is applied. Conversely, natural vegetation is assigned a C factor of 0.01. Since the contributing watershed will not be disturbed in future conditions, an average C factor of 0.01 was assumed (from Table 3 on Page 7). C = 0.01 Erosion Control Practice Factor. P Practices that reduce the velocity of runoff and the tendency of runoff to flow directly downslope reduce the P factor. In construction site applications, P reflects the roughening of the soil surface by rough grading, raking, or disking. Since no erosion control practices will be implemented on this area of undisturbed land, no erosion control practice factor is applied. Page 5 of8 11/18/2002 ESM Addendum to Mass Grading Hydrology Study for Villages of La Costa PA 3.10-3.15 Sediment Basin Design TABUS 5JI LS VdiiM* (10) LS viIuM for foSowliig ilepa Iwiftha itft(m) Slop* gndlant 10 30 30 40 80 . 60 70 80 90 100 ntlo »,% (3.0) (Ol) (9.1) (1X3) ao3) (103) (31J) (37.4) (305) Q.S ao6 007 oot O08 O08 O09 009 0.09 009 OlO 100:1 1 008 O09 OlO OlO on Oil OU 012 OU OU 3 0.10 013 014 OIB 018 017 018 019 019 O20 3 0.14 018 oao 022 033 028 028 027 038 039 4 oas 031 028 9M O30 033 038 037 038 O40 30:1 5 oa7 024 039 034 038 041 048 048 051 063 « OM 030 037 043 048 063 086 060 084 067 1 028 037 046 0J2 068 084 069 074 078 083 a 031 04t 084 063 070 077 083 O80 094 099 9 037 OB3 064 074 083 091 098 LOB UI 1-17 10:1 10 043 061 076 087 097 LOO L18 1.32 L30 L37 11 O60 071 086 un 1.13 L32 1.32 L41 L60-JL58 8:1 lU 061 088 1.06 US US L49 1.61 L7a ijn L93 IB • 081 U4 1.40 1.62 LSI L98 X14 ° X39 2.43 X86 8:1 16.7 0.96 t36 1.67 1J3 X18 X36 X84 X72 088 O04 Stl 20 L39 LBS 233 2M X88 018 041 06S 3X1 4.08 4)1:1 33 1.61 Z13 3.61 3.03 037 069 099 4J7 4.63 4.77 4:1 36 1.88 3.63 023 073 4.18 4.58 4J3 037 059 089 30 2J1 068 4.36 O03 062 016 066 7.11 7.54 7.96 3:1 33J 3J8 iJl 017 SM 067 7J0 739 043 8.96 043 3B aj3 4J7 O60 048 7J3 7J2 066 014 O70 1023 40 4.00 068 093 OOO 096 080 1069 11J2 1X00 1X66 46 4.81 oao 033 061 1078 1L77 1X73 loeo 14.42 1020 3:1 50 5.64 7J7 9.70 11.27 1X60 1081 14J1 1094 1091. 17.83 56 048 9.16 11.22 1Z96 14.48 1087 17.14 1032 19.43 2048 IXil 67 083 064 1L80 13.63 1024 1068 1O03 1038 2046 2L58 60 7J3 103S 13.66 14.84 1037 1733 19J7 3071 31.96 3016 1X:1 80.7 044 lt93 14J1 1088 1087 2067 2X32 2087 38.31 S068 70 098 12.70 1066 17.96 3O08 2L99 307S 2039 3093 2039 76 078 1083 1094 1BJS6 3L87 2096 36J7 37.68 3034 30L93 1X:1 BO 10S6 14J3 18.28 21.11 39.60 2Bb86 37J3 3X66 31.68 3038 88. ILSO 1098 19J8 2X81 3037 27.60 2O90 3iJ7 3091 36.74 90 12.03 WM 30.82 24UM 2088 2044 3L80 34X0 3O06 3001 98 1X71 17J7 2101 2041 2041 3L13 3062 3094 SOU 4018 1:1 too 1X30 18.69 23.14 3072 39J7 3X73 38.34 37.78 4008 4X34 S f«»-41Xi' *MXt .nngAI'T LS • topofiapUabela* I - doiM taniik. It OB X 09048) «U tat dopw < IX. 03 te riapw 1 la n. a4 te ilaiM* 3.6 ta 4.SX, lad aSteibtwaXX) La ISO 300 350 300 (46) (61) no) (91) OlO UI oil OU: 014 014 016 016| 033 028 038 038| 033 038 038 O40: 047 053 058 063 066 078 06S 093 oas 098 LOS L16 Lot L17 1.30 1.43 L21 L40 L57 L72 L44L88 L88 X03 L68 L94 X18 X37 L93 X23 X50 X74 X36 X72 004 033 013 062 4M 4.43 072 4.30 4.81 027 OOO 077 ' 049 7.06 084 075 7JS4 028 7JX 033 9.31 1O20 074 IIJB 1X57 1077 IMS 1034 14M 16.33 1X62 14.48 1016 17.70 1O50 17J9 8O01 21.91 1062 2L50 24.03 3033 3L83 3031 2018 3087 3O09 3097 3X39 3048 3O40 3048 3038 3X74 3X68 37.74 34.77 401S 37.87 4073 34.08 37.33 3O60 4O10 4X19 4033 4AM 4017 4089 6058 4088 47.20 4078 6056 4058 6078 40.31 8083 6L74 5074 6X77 67.81 6051 6L91 8010 6084 6X83 69.S9 8079 7017 TABLE 2 -LS Values- Page 6 of 8 5/31/2002 La Costa Oaks Neighborhood 3.13 Sediment Basin Design Type ot cover C factor Soil loos 1 reduction, % None 1.0 0 • Native vegetation Cundiaturfaed) :0.oi 99 Temporary seedings: 90% cover, atmnal grasses, no mulch 0.1 90 . Wood fiber mulch, % ton/acre (L7 t/ha), with aeedt 0.S SO Excelsior mat, jutet 0.3 70 Straw mulcht L5 tons/acre (3.4 t/ha), tacked down 0.2 80 4 tons/acre (9.0 t/ha), tacked down 0.06 95 'Adapted from Re&. 11,15, and 20 tForsIopeaupto2:L . .^ . Table 3 -Cover Factors- Surface condition P value Compacted and smooth 1.3 Trackwalked along contour* 1.2 Trackwalked up and down slopet 0.9 Punched straw 0.9 Rough, izregular cut 0.9 Loose to 12-in (30-cm) depth ' 0.8 Table 4 -Erosion Control Practice Factors- Page7of8 11/18/2002 ESM La Costa Oaks Neighborhood 3.13 Sediment Basm Design Once the variables of the universal soil loss equation are known, the predicted annual soil loss can be determined. A = 34.7x0.57x7.1x0.01 A = 1.40 tons/(acre-year) The contributing drainage area for the La Costa Oaks Neighborhood 3.13 sediment basin is 6.1 acres. Thus, the total annual soil loss for the watershed is... A = 1.40xB.1 A = 8.54 tons/year Finally, assume that 1 ton of soil occupies 1 yd^ of volume. Therefore, the required storage volume is 8.54 yd^. This converts to 0.005 acre-feet. Pages of 8 11/18/2002 ESM CONFLUENCE FORHUIA USED FOR 3 STREAMS. •* PEAK FLOM RATE TABLE •* STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (HIN.) (INCH/HOUR) 1 24.99 12.91 4.145 2 25.04 13.42 4.041 3 24.36 14.70 3.811 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS! PEAK FLOW RATE(CFS) - 25.04 Tc(MIH.) - 13.42 TOTAL XREAIACRES) - 11.10 FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE - 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU snBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLONI««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.6 INCHES PIPEFLOW VELOCITY (FEET/SEC.) - 13.1 UPSTREAM NODE ELEVATION - 345.00 DOWNSTREAM NODE ELEVATION - 334.00 FLOWLENGTH (FEET) - 320.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) - 21.00 NUMBER OF PIPES - 1 PIPEFLOW THRU SUBAREA (CFS) • 25.04 TRAVEL TIME(MIN.) - 0.41 TC(HIH.) - 13.83 FLOW PROCESS FROM NODE 123.00 TO NODE 123.00 IS CODE - 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOH««< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 3.964 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT - .4500 SUBAREA AREA(ACRES) - 6.10 SUBAREA RUNOFF(CFS) - 10.88 TOTAL AREA (ACRES) - 17.20 TOTAL RUNOFF (CFS) - 35.92 TC(MIN) "13.83 FLOW PROCESS FROM NODE 123.00 TO NODE 130.00 IS CODE - 3 »»>CCMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« »»>USING COHFUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES PIPEFLOW VELOCITY(FEET/SEC,) - 16.6 UPSTREAM NODE ELEVATION - 334.00 DOWNSTREAM NODE ELEVATION « 320.00 FLOWLENGTH (FEET) - 285.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER (INCH) - 24.00 NUMBER OF PIPES - 1 PIPEFLOW THRU 3UBAREA(CFS) - 35.92 TRAVEL TIME (HIN.) - 0.29 TC(HIN.) - 14.12 FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS C(30E - 1 »»>DESIGNATE INDEPENDENT STREAM FOR C0NFLUEN(3:«<« TOTAL NUMBER OF STREAMS - 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) - 14.12 RAINFALL INTENSITY (INCH/HR) - 3.91 TOTAL STREAM AREA (ACRES) - 17.20 PEAK FLOW RATE(CFS) AT CONFLUENCE - 35.92 FLOW PROCESS FRCM NODE 124.00 TO NODE 125.00 IS CODE - 21 »»>RAI10NAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT - .5500 INITIAL SUBAREA FLOW-LENGTH - 455.00 UPSTREAM ELEVATION - 355.90 DOWNSTREAM ELEVATION - 344.00 ELEVATION DIFFERENCE - 11.90 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) - 15.328 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 3.710 SUBAREA RUNOFF (CFS) - 2.65 TOTAL AREA (ACRES) - 1.30 TOTAL RUNOFF (CFS) - 2.65 FLOW PROCESS FROM NODE 125.00 TO NODE 126.00 IS CODE - 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< / '2.0 ~ A... 2.. " > . c:.' t -i 2.. r VIII Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study REFERENCE DATA 100-Year 6-Hour Precipitation Isopluvial Plan with Approximate Proposed Site Location County of San Diego MM:0 A h:\rcports\2352\040\a03.doc W.O. 2352-40 1/2/03 4:36 PM mmm SSI cou/n"y OF SAN DIEGO OEPARTHENT OF SANITATION t FLOOD CONTROL its' 30' 15' 33' P'rp* U.S. DEPARTMEN r OF COMMERCE HATfO.VAL OCEAN'IC.^HD ATI IPCCIAL ITUOlES ORANCII, OFrijCE OF II 30" 1I8« 4 by 100-YEAR B-HOU^ PRECIPITATION IS0P1.UVIALS OF 100-YEAJl 6-HOUn PflECIPITATIOri iPI TErmiS OF AN liiCli OSPIICKIC ADMINISTRATION DROLOCY. NATIONAL WCATilER SERVlCe h5 Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study REFERENCE DATA Gutter and Roadway Discharge Velocity Chart MM:0 A ll:yeports\2352\040M3.(ioc w-0 2352-10 1/2/03 4:36 PM I I I I I I I i I CHART I-I04.I2 WICCNTIAI. XTfttr ONC sot ONLT EXAMPLE: 6i«tn: Q * 10 I 11 I s « 7 • • e OISCHARSE (CPS) ONE SIDE SI 2.5«/, Chorl 9vt|: 0«pm«a4, Vtiodti « 4.4 Ijiv REV. CITY OF SAN DIEGO - DESIGN GUIDE SHT. NO. GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART 7 OA Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study REFERENCE DATA Rating Curve to Achieve 4 fps Velocity in an 18" RCP Storm Drain MM:0 A h:>reporBV2352\040\a03.doc W.O. 2352-10 1/2/03 4:36 PM i i t I I I I I I I t.- i I Rating Curve to achieve 4 fps velocity on an 18" RCP 3.5 .3.0 2.5 2.0 o §i.5 1.0 0.5 0.0 0.0 P6(100-Yr)= 2.9 P6(2-Yr)=1.4 P6(2-Yr)/P6(10Q-Yr)= 0.5 Slope {%) Q2 (cfs) Q10Q (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 10 1.3 2.5 1.5 0.8 1.5 2.0 0.6 1.1 4 fps Velocity Rating Curve (18" RCP) ' ' • 0.5 Slope (%) 1.5 To use this chart, plot 50% of Q,QO against slope. *Not6: Q2 ~ 0.5*QiQQ based on ratio of Pg values for the City of Carlsbad P Q O zo I Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study REFERENCE DATA Tc Nomograph for Natural Watersheds MM:0 A h:\repons\2352\040\a03,doc W.O. 2352-10 1/2/03 4:36 PM - 800 - 700' - £oo \. -soo -400 -300 '200 fee/ —sraaa —40/} a -'2000 —zooo 7c I / /u/v £QU/?r/OA/ 7c • 77/77^ o/ co/7CC/77/-a.//'on leng//} • *va/<:rs/httd cZ/cc^/ire s/ooe /we CSee 7}fipcndix )(•£) ^ JO^ \ \ \ 4- 2- •/OO \ r \ - /^ .so • 40 — SO — 2a 0.£- 1 ONOTE' I ADD TEN MINUTES TO , I COMPUTED TIME OF CON- fi J^E^TRATION- J — /O A/ours 4— •saoo — 4^ 3000 — 240 /SO /20 /OO 30 SO 70 -£0 \ -2000 I—/soo /eoo /400 — /200 - /OOO '900 '•800 — TOO — soo -soo — 400 — •300 200 \ £0 — 40 — SO '20 /B /e • /4 \ Y-/2 - /a 9 3 7 • £ — 4 — J SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED -.•>• •> V.-V,..rr ^Tt V. NOMOGRAPH FOR DETERMINATION OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS DATE APPENDIX Villages of La Costa - Neighborhoods 3.12 & 3.13 Hydrology Study REFERENCE DATA Nomogram - Capacity, Curb Inlet at Sag MM:0 A h:Vcpom\2352\040\«03.(ioc W.O. 2352-tO 1.2/03 4:36 PM i' il I i i I CHART I-I03.6C 1.0^12 -II -10 •-9 .7-' .6- u ki u. 1-7 »„ UJ X u z 6 -y O z •z a. o u. o A z o UJ »- t o o k. -to ^8 -6 - 8 - 4 - 3 'O u. o »i ki a. o u. o (9 iii z o o u. cc kJ a. s < -4 r-1 -J06 -.05 .J03 W 2 4-Lacti 4«»rti»i*n (•] ELEVATION SECTiON o z z ki a. o u. o «- X tu X u. o 2 cc u 0. a UJ a z o a. 1.5 1.0 .9 .8 .7 - .6 - .5 1 .4 - .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 1