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HomeMy WebLinkAboutCT 02-05; LA COSTA OAKS SOUTH NEIGHBORHOOD 3.15; HYDROLOGY STUDY; 2003-01-06HUNSAKER ^ASSOCIATES SAN DIECO, INC. PLANNING ENGINEERING SURVEYING IRVINE RIVERSIDE SAN DIEGO HYDROLOGY STUDY for VILLAGES OF LA COSTA NEIGHBORHOOD 3.15 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. 2352-42 January 6, 2003 DAVE HAMMAR LEX WILLIMAN ALISA VIALPANDO DANA SEGUIN 10179 Huennekens St. San Diego, CA 92121 (858) 558-4500 PH (858) 558-1414 FX www.HunsakerSD.com lnfo@HunsakerSD.com Raymond L. Martin, R.C.E. Project Manager Hunsaker & Associates San Diego, Inc. SJ h;Veports\2352\042\a03.doc w.o. 2352-42 1/2/2003 5:33 PM Hydrology Study Villages of La Costa - Neighborhood 3.15 TABLE OF CONTENTS SECTION Executive Summary I introduction Vicinity Map 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 Stonn Model for Node 65 Curb Inlet Sizing V 100-Year Peak Flow Analysis Reference Data VI 100-Year 6-Hour Precipitation Isopluvial Plan with Approximate Proposed Site Location, County of San Diego Gutter and Roadway Discharge Velocity Chart Nomograph for Capacity, Curb Inlet at Sag Rating Curve for 18" RCP Hydrology Maps (pocket) SJ h:\rsports\2352\042\a03.doc w.o. 2352-42 1/2/2003 4:55 PM Hydrology Study Villages of La Costa - Neighborhood 3.15 EXECUTIVE SUMMARY Introduction The purpose ofthis study is to analyze the onsite runoff in the post-developed conditions ofthe Villages of La Costa, Neighborhood 3.15, and to size all storm drain facilities to safely convey runoff generated by the 100-year storm. PROJECT SITE PA 3.15 VICINITY MAP NTS Existing Condition The existing conditions for this report are illustrated in the Mass Grading Hydrology Study for Villages of La Costa, Neighborhoods 3.10-3.15 and Avenida Junipero, dated December 24, 2001. SJ h:\reports\235a042\a03.(loc w.o. 2352-42 1/2/2003 4:55 PM Hydrology Study Villages of La Costa - Neighborhood 3.15 Summarv of Results This hydrology study was performed using the County Method for Hydrology, wherein the 100-year, 6-hour storm precipitation forthe Villages of La Costa site is approximately 2.9 inches, while the 2-year, 6-hour precipitation is approximately 1.4 inches. The ratio ofthese two storms, results in the 2-year storm being roughly one-half ofthe 100-year storm (1.4"/ 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. All curb inlets have been analyzed in this report. The curb inlets were sized to collect 100% of storm water runoff. The results can be reviewed in Section V. Conclusion This study shows that the results in the previously submitted Mass Grading Hydrology Study were accurate. The Mass Grading Hydrology Study did not size any storm drain facilities in the 3.15 neighborhood, and all the sizing ofthe storm drain system has been done per this reports' recommendations. The proposed storm drain system is sized to safely convey the 100-year storm. SJ h:UBports\2352\042\a03.doc w.o. 2352-42 1/2/2003 4:55 PM Hydrology Study Villages of La Costa - Neighborhood 3.15 References "Drainage Design and Procedure Manuar, County of San Diego, April 1993. "Design and Procedure Manual for Flood Control and Drainage", County of San Diego, revised April 1993. "Mass Grading Hydrology Study for Villages of La Costa, Neighborhoods 3.10- 3.15 & Avenida Junipero", Hunsaker & Associates San Diego, Inc., December 24, 2001. "Addendum to Mass Grading Hydrology Study for Villages of La Costa 3.14", Hunsaker & Associates San Diego, Inc., May 29, 2002. SJ h:Vepons\2352\042\a03.doc w.o 2352-42 1/2/2003 4:55 PM Hydrology Study Villages of La Costa - Neighborhood 3.15 METHODOLOGY & MODEL DEVELOPMENT Drainage Desiqn Criteria The storm drain system shall be designed so that the combination of storm drain system capacity and overflow can convey the 10O-year frequency storm without damage of adjacent existing buildings or potential building sites. Runoff criteria for the underground storm drain system shall bet)ased upon a 10O-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 detennine peak discharge rates. The onsite areas are presented on 1" = 100' scale hydrology map. All proposed and existing drainage facilities, as well as drainage courses, have been denoted on this map. For each drainage basin, the 100-year runoff and drainage area to each catch basin is noted. Rational Method Hvdrologic Analvsis Computer Software Package - AES-99 Design Storm - 100-year return interval Land Use - Single-family residential and open space onsite; residential developments and paved areas offsite. Soil Type - Hydrologic Soil Group D was assumed for all areas. Group D soils have very slow infiltration rates when thoroughly wetted. Consisting chiefly of clay soils with a high swelling potential, soils with a high permanent water table, soils with clay pan or clay layer at or near the surface, and shallow soils over nearly impervious materials. Group D soils have a very slow rate of water transmission. Runoff Coefficient - In accordance with the County of San Diego standards, single- family residential areas were designated a runoff coefficient of 0.55 while natural areas were designated a runoff coefficient of 0.45. When a watershed encompassed solely pavement conditions, a runoff coefficient of 0.95 was selected. Rainfall Intensity - Initial time of concentration values were determined using the County of San Diego's overland flow nomograph for urban and natural areas. Downstream Tc values are determined by adding the initial natural sub basin time of concentration a nd the d ownstream routing time. I ntensity values were d etermined from the Intensity-Duration Frequency curve chart from the County of San Diego's Drainage Design Manual. SJ h:\reports\2352\042\a03.doc w.o. 2352-42 1/2/2003 4:55 PM Hydrology Study Villages of La Costa - Neighborhood 3.15 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 Tc, determine the corresponding values of I. Then Q = C I A. (4) Using Q, estimate the travel time between this node and the next by Manning's equation as applied to the particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function ofthe revised time of concentration) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-99 computer sub area menu is as follows: SUBAREA HYDROLOGIC PROCESS 1. Confluence analysis at node. 2. Initial sub area analysis (including time of concentration calculation). 3. Pipeflow travel time (computer estimated). 4. Pipeflow travel time (user specified). 5. Trapezoidal channel travel time. 6. Street flow analysis through subarea. SJ h:\repoi1s\23S2VM2\a03.doc w.o. 2352-42 1/2OT0 4:55 PM Hydrology Study Villages of La Costa - Neighborhood 3.15 7. User - specified information at node. 8. Addition of subarea mnoff to main line. 9. V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin's times of concentration. This adjustment is based on the assumption that each basin's hydrographs are triangular in shape. (1) . If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb (2) . If t he c ollection s treams h ave d ifferent t imes ofc oncentration, the smaller of the tributary Q values may be adjusted as follows: (i) . The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. Qp = Qa Qb (la/ib); Tp = Ta (ii) . In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. Qp = Qb + Qa (Tb^-a); Tp = Tb SJ h:\reports\2352\042\a03.doc w.o. 2352-42 1/2/2003 4:55 PM Hydrology Study Villages of La Costa - Neighborhood 3.15 RATIONAL METHOD HYDROLOGY 100-Year Peak Flow for Villages of La Costa Neighborhoods 3.15 Proposed Conditions SJ h:\fepo(t5\2352\042W)3.doc w.o. 2352-42 1/2/2003 4:55 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. l.SA Release Date: 01/01/99 License ID 1239 Analysis prepared by: HunseUcer & Associates San Diego, Inc. 10179 Huennekens Street San Diego, Califomia (619) 558-4500 Pleuming Engineering Surveying ************************** DESCRIPTION OF STUDY ************************** * LA COSTA 3.15 * * WO 2352-42 * * 100 YEAR PEAK FLOW RATE * ************************************************************************** FILE NAME: H:\AES99\2352\42\LCHYD-3.15 TIME/DATE OF STUDY: 1:19 11/15/2002 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 107.00 TO NODE 107.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.38 RAIN INTENSITY(INCH/HOUR) = 3.70 TOTAL AREA(ACRES) = 12.59 TOTAL RUNOFF(CFS) = 25.21 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 100.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.1 UPSTREAM NODE ELEVATION = 437.88 DOWNSTREAM NODE ELEVATION = 422.97 FLOWLENGTH(FEET) = 261.86 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) =25.21 TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 15.65 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 316.90 UPSTREAM ELEVATION = 483.90 DOWNSTRIEAM ELEVATION = 479.00 ELEVATION DIFFERENCE =4.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.241 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.723 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 0.65 TOTAL RUNOFF(CFS) = 1.33 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 1.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 479.00 DOWNSTREAM ELEVATION = 464.44 STREET LENGTH(FEET) = 436.77 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) = 3.06 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH (FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.45 PRODUCT OF DEPTH&VELOCITY = 1.04 STREETFLOW TRAVELTIME(MIN) = 2.11 TC(MIN) = 17.35 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA (ACRES) = 1.83 SUBAREA RUNOFF (CFS) = 3.45 SUMMED AREA(ACRES) = 2.48 TOTAL RUNOFF(CFS) = 4.78 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 1.00 TO NODE 2.00 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 6.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 454.35 DOWNSTREAM NODE ELEVATION = 454.11 FLOWLENGTH(FEET) = 6.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 4.78 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 17.36 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.36 RAINFALL INTENSITY (INCH/HR) = 3.42 TOTAL STREAM AREA(ACRES) = 2.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.78 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 357.28 UPSTREAM ELEVATION =483.90 DOWNSTREAM ELEVATION = 479.00 ELEVATION DIFFERENCE =4.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16.843 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.491 SUBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFF(CFS) = 1.63 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 3.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 479.00 DOWNSTREAM ELEVATION = 464.44 STREET LENGTH(FEET) = 469.13 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) = 3.02 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.41 PRODUCT OF DEPTH&VELOCITY = 1.03 STREETFLOW TRAVELTIME(MIN) = 2.29 TC{MIN) = 19.13 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.215 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA (ACRES) = 1.57 SUBAREA RUNOFF (CFS) = 2.78 SUMMED AREA (ACRES) = 2.42 TOTAL RUNOFF (CFS) = 4.41 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) =0.32 HALFSTREET FLOODWIDTH (FEET) = 9.73 FLOW VELOCITY(FEET/SEC.) = 4.14 DEPTH*VELOCITY = 1.33 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 2.00 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 6.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.1 UPSTREAM NODE ELEVATION = 454.61 DOWNSTRBAM NODE ELEVATION = 454.11 FLOWLENGTH (FEET) = 24.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.41 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 19.19 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 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.) = 19.19 RAINFALL INTENSITY(INCH/HR) = 3.21 TOTAL STREAM AREA(ACRES) =2.42 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.41 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.78 17.36 3.423 2.48 2 4.41 19.19 3.209 2.42 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 8.91 17.36 3.423 2 8.89 19.19 3.209 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.91 Tc(MIN.) = 17.36 TOTAL AREA(ACRES) = 4.90 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.50 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 9.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 453.78 DOWNSTREAM NODE ELEVATION = 445.99 FLOWLENGTH (FEET) = 318.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 8.91 TRAVEL TIME(MIN.) = 0.58 TC(MIN.) = 17.94 **************************************************************************** FLOW PROCESS FROM NODE 2.50 TO NODE 3.50 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION = 445.66 DOWNSTREAM NODE ELEVATION = 439.43 FLOWLENGTH(FEET) = 310.82 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 8.91 TRAVEL TIME{MIN.) = 0.61 TC(MIN.) = 18.56 **************************************************************************** FLOW PROCESS FROM NODE 3.50 TO NODE 5.00 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 8.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.0 UPSTREAM NODE ELEVATION = 439.10 DOWNSTREAM NODE ELEVATION = 426.90 FLOWLENGTH(FEET) = 300.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.91 TRAVEL TIME(MIN.) = 0.45 TC(MIN.) = 19.01 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« ^B3333SS333333S3SSSSS:SS3SSSSS3SSS = SSS3=3 = = S33=333333333SS = S = 3aSSS3S=SSSSS33S3S3 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.01 RAINFALL INTENSITY(INCH/HR) = 3.23 TOTAL STREAM AREA (ACRES) = 4.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.91 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 424.20 UPSTREAM ELEVATION = 466.00 DOWNSTREAM ELEVATION = 457.00 ELEVATION DIFFERENCE = 9.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.869 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.628 SUBAREA RUNOFF(CFS) = 3.53 TOTAL AREA (ACRES) = 1.77 TOTAL RUNOFF (CFS) = 3.53 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 4.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«<< UPSTREAM ELEVATION = 457,00 DOWNSTREAM ELEVATION = 437.31 STREET LENGTH(FEET) = 689.90 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) =5.89 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) =0.36 HALFSTREET FLOODWIDTH(FEET) =11.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.98 PRODUCT OF DEPTH&VELOCITY =1.43 STREETFLOW TRAVELTIME (MIN) = 2.89 TC(MIN) = 18.76 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.256 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.62 SUBAREA RUNOFF(CFS) = 4.69 SUMMED AREA(ACRES) = 4.39 TOTAL RUNOFF(CFS) = 8.22 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.40 HALFSTREET FLOODWIDTH(FEET) = 13.61 FLOW VELOCITY(FEET/SEC.) = 4.17 DEPTH*VELOCITY = 1.66 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 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 4.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =24.6 UPSTREAM NODE ELEVATION = 429.40 DOWNSTREAM NODE ELEVATION = 426.90 FLOWLENGTH(FEET) = 6.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 8.22 TRAVEL TIME(MIN.) = 0.00 TC(MIN.) = 18.76 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NXniBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.76 RAINFALL INTENSITY(INCH/HR) = 3.26 TOTAL STREAM AREA(ACRES) = 4.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.22 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 473.00 UPSTREAM ELEVATION = 493.00 DOWNSTREAM ELEVATION = 454.00 ELEVATION DIFFERENCE = 39.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 10.658 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.689 SUBAREA RUNOFF (CFS) = 3.28 TOTAL AREA (ACRES) = 1.27 TOTAL RUNOFF (CFS) = 3.28 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 6.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 454.00 DOWNSTREAM ELEVATION = 437.31 STREET LENGTH(FEET) = 552.70 OJRB 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) = 6.05 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = ' 11.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.09 PRODUCT OF DEPTH&VELOCITY = 1.47 STREETFLOW TRAVELTIME(MIN) = 2.25 TC(MIN) = 12.91 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.143 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.42 SUBAREA RUNOFF(CFS) = 5.51 SUMMED AREA(ACRES) = 3.69 TOTAL RUNOFF(CFS) = 8.79 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.40 HALFSTREET FLOODWIDTH(FEET) = 13.61 FLOW VELOCITY(FEET/SEC.) = 4.46 DEPTH*VELOCITY = 1.78 **************************************************************************** „ FLOW PROCESS FROM NODE 6.00 TO NODE 5.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =6.3 UPSTREAM NODE ELEVATION = 427.14 DOWNSTREAM NODE ELEVATION = 426.90 FLOWLENGTH(FEET) = 24.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 8.79 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 12.98 **************************************************************************** FLOW PROCESS FROM NODE S.OO TO NODE 5.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< = 3S = 33S3333353333S3S33SS33333S33S3SS3333333333333S: = = =3333333S33 = = = S=:333S3333 TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.98 RAINFALL INTENSITY(INCH/HR) =4.13 TOTAL STREAM AREA (ACRES) = 3 . 59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.79 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.91 19.01 3.229 4.90 2 8.22 18.76 3.256 4.39 3 8.79 12.98 4.130 3.69 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 22.24 12.98 4.130 2 23.99 18.76 3.256 3 23.94 19.01 3.229 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.99 Tc(MIN.) = 18.76 TOTAL AREA (ACRES) = 12.98 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 100.00 IS CODE »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<<< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.1 UPSTREAM NODE ELEVATION = 426.57 DOWNSTREAM NODE ELEVATION = 423.14 FLOWLENGTH(FEET) = 69.50 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 21.00 PIPEFLOW THRU SUBAREA(CFS) = 23.99 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 18.84 = 0.013 NUMBER OF PIPES = **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 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 23.99 18.84 3.247 12.98 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 25.21 1 CONFLUENCE DATA ** Tc (MIN.) 15.65 INTENSITY (INCH/HOUR) 3.660 AREA (ACRE) 12.59 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 46.49 15.65 3.660 2 46.36 18.84 3.247 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.49 Tc(MIN.) = TOTAL AREA(ACRES) = 25.57 15.65 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE »»>CLEAR MEMORY BANK # 1 <«« 12 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 8.50 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.4 UPSTREAM NODE ELEVATION = 422.64 DOWNSTREAM NODE ELEVATION = 414.72 FLOWLENGTH(FEET) = 169.44 MANNING'S N = 0 ESTIMATED PIPE DIAMETER(INCH) = 27.00 PIPEFLOW THRU SUBAREA(CFS) = 46.49 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 15.81 S33S33Sai 013 NUMBER OF PIPES **************************************************************************** FLOW PROCESS FROM NODE 8.50 TO NODE 8.00 IS CODE = >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.0 UPSTREAM NODE ELEVATION = 414.39 DOWNSTREAM NODE ELEVATION = 398.08 FLOWLENGTH(FEET) = 188.76 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 46.49 TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 15.96 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 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.) = 15.96 RAINFALL INTENSITY(INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 25.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 46.49 **************************************************************************** FLOW PROCESS FROM NODE 32.00 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 = 377.00 UPSTREAM ELEVATION = 439.10 DOWNSTREAM ELEVATION = 424.00 ELEVATION DIFFERENCE = 15.10 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 12.105 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.320 SUBAREA RUNOFF(CFS) = 2.26 TOTAL AREA (ACRES) = 0.95 TOTAL RUNOFF (CFS) = 2.26 **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 7.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«<< UPSTREAM ELEVATION = 424.00 DOWNSTREAM ELEVATION = 409.00 STREET LENGTH(FEET) = 202.00 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 RtJNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.03 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) =0.26 HALFSTREET FLOODWIDTH(FEET) = 6.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.18 PRODUCT OF DEPTH&VELOCITY = 1.36 STREETFLOW TRAVELTIME(MIN) = 0.65 TC(MIN) = 12.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.177 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.67 SUBAREA RUNOFF (CFS) = 1.54 SUMMED AREA (ACRES) = 1.62 TOTAL RUNOFF (CFS) = 3.80 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 FLOW VELOCITY(FEET/SEC.) = 5.23 DEPTH*VELOCITY = 1.48 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 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.) =11.1 UPSTREAM NODE ELEVATION = 399.08 DOWNSTREAM NODE ELEVATION = 398.58 FLOWLENGTH(FEET) = 6.25 MAHNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.80 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 12.76 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 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.) = 12.76 RAINFALL INTENSITY(INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 1.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.80 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 3S3SSSSSSSS333333333SSS3333333333335S3SS=S=SS=S=S=S3=33333333SS33S33S3S3S3=S SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 186.98 UPSTREAM ELEVATION = 458.50 DOWNSTREAM ELEVATION = 449.00 ELEVATION DIFFERENCE = 9.50 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 7.875 * CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.700 SUBAREA RUNOFF (CFS) = 0.88 TOTAL AREA (ACRES) = 0.28 TOTAL RUNOFF (CFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 7.50 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<«< UPSTREAM ELEVATION = 449.00 DOWNSTREAM ELEVATION = 408.97 STREET LENGTH(FEET) = 634.69 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) = 2.77 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.26 HALFSTREET FLOODWIDTH(FEET) = 6.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.75 PRODUCT OF DEPTH&VELOCITY = 1.25 STREETFLOW TRAVELTIME (MIN) = 2.23 TC (MIN) = 10.10 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.854 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA (ACRES) = 1.40 SUBAREA RUNOFF (CFS) = 3.74 SUMMED AREA(ACRES) = 1.68 TOTAL RUNOFF(CFS) = 4.62 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.77 FLOW VELOCITY(FEET/SEC.) = 5.21 DEPTH*VELOCITY = 1.57 **************************************************************************** FLOW PROCESS FROM NODE 7.50 TO NODE 8.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.6 UPSTREAM NODE ELEVATION = 398.83 DOWNSTREAM NODE ELEVATION = 398.58 FLOWLENGTH (FEET) = 24.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 4.62 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 10.18 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 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.) = 10.18 RAINFALL INTENSITY (INCH/HR) = 4.83 TOTAL STREAM AREA (ACRES) = 1.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.62 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 46.49 15.96 3.615 25.57 2 3.80 12.76 4.175 1.62 3 4.62 10.18 4.831 1-68 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 42.68 10.18 4.831 2 48.04 12.76 4.175 3 53.23 15.96 3.615 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 53.23 Tc(MIN.) = 15.96 TOTTUi AREA (ACRES) = 28.87 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 4.50 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<«« DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =21.6 UPSTREAM NODE ELEVATION = 397.75 DOWNSTREAM NODE ELEVATION = 383.86 FLOWLENGTH(FEET) = 177.33 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 53.23 TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 16.09 **************************************************************************** FLOW PROCESS FROM NODE 4.50 TO NODE 9.50 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<« DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.6 _ UPSTREAM NODE ELEVATION = 383.53 DOWNSTREAM NODE ELEVATION = 371.06 FLOWLENGTH(FEET) = 278.32 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA{CFS) =53.23 TRAVEL TIME (MIN.) = 0.26 TC{MIN.) = 16.36 **************************************************************************** FLOW PROCESS FROM NODE 9.50 TO NODE 10.00 IS CODE = 3 >»»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) ««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.6 UPSTREAM NODE ELEVATION = 370.73 DOWNSTREAM NODE ELEVATION =351.65 FLOWLENGTH (FEET) = 300.00 MAHNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 24.00 NtJMBER OF PIPES = 1 PIPEFLOW THRU StJBAREA (CFS) = 53.23 TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 16.61 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«<< TOTAL NtJMBER OF STREAMS = 3 CONFLtJENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) =16.61 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA (ACRES) = 28.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.23 **************************************************************************** FLOW PROCESS FROM NODE 30.50 TO NODE 31.50 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ———=—SS3~~S333333=3333S3S=S3=33333==333=—————— SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RtJNOFF COEFFICIENT = .5500 INITIAL StJBAREA FLOW-LENGTH = 186.98 UPSTREAM ELEVATION = 438.00 DOWNSTREAM ELEVATION = 377.50 ELEVATION DIFFERENCE = 60.50 tJRBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 4.249 *CAUTION: StIBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINtJTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.793 StJBAREA RUNOFF (CFS) = 3.29 TOTAL AREA(ACRES) = 0.88 TOTAL RUNOFF(CFS) = 3.29 **************************************************************************** FLOW PROCESS FROM NODE 31.50 TO NODE 11.00 IS CODE = 6 »>»COMPtJTE STREETFLOW TRAVELTIME THRU SUBAREA<<«< UPSTREAM ELEVATION = 377.50 DOWNSTREAM ELEVATION = 363.00 STREET LENGTH (FEET) = 218.19 CtJRB HEIGHT (INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL (DECIMAL) =0.020 OtJTSIDE STREET CROSSFJiLL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RtJNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.09 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.64 PRODUCT OF DEPTH&VELOCITY = 1.59 STREETFLOW TRAVELTIME(MIN) = 0.65 TC(MIN) = 6.65 100 YEAR RAINFALL INTENSITY (INCH/HOtJR) = 6.360 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RtJNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 1.61 SUMMED AREA(ACRES) = 1.34 TOTAL RUNOFF(CFS) = 4.90 END OF StJBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH (FEET) = 8.77 FLOW VELOCITY (FEET/SEC.) = 5.52 DEPTH*VELOCITY = 1.67 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 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.) = 5.7 UPSTREAM NODE ELEVATION = 352.06 DOWNSTREAM NODE ELEVATION = 351.82 FLOWLENGTH (FEET) = 23.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NtJMBER OF PIPES = 1 PIPEFLOW THRU StJBAREA (CFS) = 4.90 TRAVEL TIME (MIN.) = 0.07 TC(MIN.) = 6.71 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE<«<< TOTAL NUMBER OF STREAMS = 3 CONFLtraNCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 6.71 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 1.34 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.90 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 21 >>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RtJNOFF COEFFICIENT = .5500 INITIAL StJBAREA FLOW-LENGTH = 254.29 UPSTREAM ELEVATION = 399.20 DOWNSTREAM ELEVATION = 389.00 ELEVATION DIFFERENCE = 10.20 URBAN StJBAREA OVERLAND TIME OF FLOW (MINUTES) = 9.936 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.906 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = 0.69 TOTAL RUNOFF(CFS) = 1.86 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 9.00 IS CODE = 6 _ »»>COMPtJTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 389.00 DOWNSTREAM ELEVATION = 363.00 STREET LENGTH(FEET) = 431.62 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 RtJNOFF = 1 ••TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.51 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.83 PRODUCT OF DEPTH&VELOCITY = 1.36 STREETFLOW TRAVELTIME(MIN) = 1.49 TC(MIN) = 11.43 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.484 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RtJNOFF COEFFICIENT = .5500 StJBAREA AREA (ACRES) = 1.33 StJBAREA RUNOFF (CFS) = 3.28 SUMMED AREA (ACRES) = 2.02 TOTAL RUNOFF (CFS) = 5.14 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.77 FLOW VELOCITY(FEET/SEC.) = 5.80 DEPTH*VELOCITY = 1.75 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 3 »»>COMPtJTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) «<« ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.3 UPSTREAM NODE ELEVATION = 352.96 DOWNSTREAM NODE ELEVATION = 351.82 FLOWLENGTH(FEET) = 5.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 5.14 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 11.43 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<<< TOTAL NtJMBER OF STREAMS = 3 CONFLUENCE VALtJES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION (MIN .) = 11.43 RAINFALL INTENSITY(INCH/HR) = 4.48 TOTAL STREAM AREA(ACRES) = 2.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.14 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 53.23 16.61 3.522 28.87 2 4.90 6.71 6.318 1.34 3 5.14 11.43 4.482 2.02 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 38.22 6.71 6.318 2 50.45 11.43 4.482 3 60.00 16.61 3.522 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 60.00 Tc(MIN.) = 16.61 TOTAL AREA(ACRES) = 32.23 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.50 IS CODE = 3 »>»COMPtJTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) <«« DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 19.5 UPSTREAM NODE ELEVATION = 351.82 DOWNSTREAM NODE ELEVATION = 340.24 FLOWLENGTH (FEET) = 211.36 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 60.00 TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 16.79 **************************************************************************** FLOW PROCESS FROM NODE 10.50 TO NODE 12.00 IS CODE = 3 »>»COMPtJTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) «<« DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 35.1 UPSTREAM NODE ELEVATION = 399.90 DOWNSTREAM NODE ELEVATION = 329.25 FLOWLENGTH(FEET) = 275.45 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 21.00 NtJMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 60.00 TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 16.92 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 10 »>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 35.50 TO NODE 36.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 436.09 UPSTREAM ELEVATION = 400.00 DOWNSTREAM ELEVATION = 342.00 ELEVATION DIFFERENCE = 58.00 tJRBAN StJBAREA OVERLAND TIME OF FLOW (MINUTES) = 8.727 *CAUTION: StJBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.335 SUBAREA RUNOFF(CFS) = 2.70 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 2.70 b*************************************************************************** FLOW PROCESS FROM NODE 36.00 TO NODE 13.00 IS CODE = 6 • »»>COMPtJTE STREETFLOW TRAVELTIME THRU SUBAREA<«« UPSTREAM ELEVATION = 342.00 DOWNSTREAM ELEVATION = 338.00 STREET LENGTH(FEET) = 91.00 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 NITOBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.97 STREETFLOW MODEL REStJLTS: STREET FLOWDEPTH (FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) =7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.09 PRODUCT OF DEPTH&VELOCITY = 1.15 STREETFLOW TRAVELTIME(MIN) = 0.37 TC(MIN) = 9.10 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.194 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA (ACRES) = 0.19 SUBAREA RtJNOFF (CFS) = 0.54 SUMMED AREA (ACRES) = 1.11 TOTAL RUNOFF (CFS) = 3.24 END OF StJBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 FLOW VELOCITY (FEET/SEC. ) = 4.47 DEPTH*VELOCITY = 1.26 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <«<< **************************************************************************** PLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RtJNOFF COEFFICIENT = .5500 INITIAL StIBAREA FLOW-LENGTH = 395.90 UPSTREAM ELEVATION = 458.00 DOWNSTREAM ELEVATION = 421.00 ELEVATION DIFFERENCE = 37.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 9.352 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.102 StJBAREA RUNOFF (CFS) = 4.01 TOTAL AREA (ACRES) = 1.43 TOTAL RUNOFF (CFS) = 4.01 **************************************************************************** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 6 >»»COMPtJTE STREETFLOW TRAVELTIME THRU SUBAREA<«:<< UPSTREAM ELEVATION = 421.00 DOWNSTREAM ELEVATION = 407.00 STREET LENGTH(FEET) = 268.30 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK » 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OtJTSIDE STREET CROSSFALL (DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.62 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH (FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.21 PRODUCT OF DEPTH&VELOCITY =1.57 STREETFLOW TRAVELTIME(MIN) = 0.86 TC(MIN) = 10.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.821 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 1.22 SUMMED AREA(ACRES) = 1.89 TOTAL RUNOFF(CFS) = 5.23 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 ^ HALFSTREET FLOODWIDTH(FEET) = 9.73 FLOW VELOCITY(FEET/SEC.) = 4.91 DEPTH*VELOCITY = 1.58 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 60.00 IS CODE = 3 >»»COMPtJTE PIPEFLOW TRAVELTIME THRU StJBAREA««< »»>USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.7 UPSTREAM NODE ELIEVATION = 396.03 DOWNSTREAM NODE ELEVATION = 395.76 FLOWLENGTH (FEET) = 27.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NtJMBER OF PIPES = 1 PIPEFLOW THRU StJBAREA (CFS) = 5.23 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 10.29 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 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.) = 10.29 RAINFALL INTENSITY(INCH/HR) = 4.80 TOTAL STREAM AREA (ACRES) = 1.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.23 **************************************************************************** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL StJBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 303.04 UPSTREAM ELEVATION = 444.40 DOWNSTREAM ELEVATION = 437.00 ELEVATION DIFFERENCE = 7.40 URBAN StJBAREA OVERLAND TIME OF FLOW (MINtJTES) = 12.798 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.167 StJBAREA RUNOFF (CFS) = 1.72 TOTAL AREA(ACRES) = 0.75 TOTAL RUNOFF(CFS) = 1.72 **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< _ UPSTREAM ELEVATION = 437.00 DOWNSTREAM ELEVATION = 407.00 STREET LENGTH(FEET) = 537.68 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 NtJMBER OF HALFSTREETS CARRYING RUNOFF = 1 ••TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.39 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.67 PRODUCT OF DEPTH&VELOCITY =1.32 STREETFLOW TRAVELTIME(MIN) = 1.92 TC(MIN) = 14.72 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.808 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 StIBAREA AREA (ACRES) = 1.59 SUBAREA RtJNOFF (CFS) = 3.33 StIMMED AREA (ACRES) = 2.34 TOTAL RUNOFF (CFS) = 5.05 END OF StJBAREA STREETFLOW HYDRAtJLICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 FLOW VELOCITY(FEET/SEC.) = 4.74 DEPTH&VELOCITY = 1.52 **************************************************************************** FLOW PROCESS FROM NODE 45.00 TO NODE 60.00 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 5.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.1 UPSTREAM NODE ELEVATION = 396.18 DOWNSTREAM NODE ELEVATION = 395.76 FLOWLENGTH (FEET) = 5.25 MANNING'S N == 0.013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU StJBAREA(CFS) = 5.05 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 14.72 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALtIES<«« TOTAL NtJMBER OF STREAMS = 2 CONFLtJENCE VALtlES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.72 RAINFALL INTENSITY (INCH/HR) = 3.81 TOTAL STREAM AREA(ACRES) = 2.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.05 ** CONFLUENCE DATA ** STREAM RUNOFF ' TC INTENSITY AREA NtJMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.23 10.29 4.797 1.89 2 5.05 14.72 3.807 2.34 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RtJNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.24 10.29 4.797 2 9.20 14.72 3.807 COMPtJTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.24 Tc(MIN.) = 10.29 TOTAL AREA(ACRES) = 4.23 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<<< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.6 INCH PIPE IS 7.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.6 UPSTREAM NODE ELEVATION =395.26 DOWNSTREAM NODE ELEVATION = 376.07 FLOWLENGTH(FEET) = 274.78 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER{INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 9.24 TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 10.63 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 61.00 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <«« **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 66.00 IS CODE = 21 >»>>RATIONAL METHOD INITIAL StJBAREA ANALYSIS<«<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 310.00 UPSTREAM ELEVATION = 430.00 DOWNSTREAM ELEVATION = 384.61 ELEVATION DIFFERENCE = 45.39 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.126 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.080 StJBAREA RtJNOFF (CFS) = 2.41 TOTAL AREA(ACRES) = 0.72 TOTAL RUNOFF(CFS) = 2.41 **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 66.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NtJMBER OF STREAMS =2 CONFLtJENCE VALtTOS USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.13 RAINFALL INTENSITY(INCH/HR) = 6.08 TOTAL STREAM AREA(ACRES) = 0.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.41 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 7 >»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.48 RAIN INTENSITY(INCH/HOtJR) = 5.89 TOTAL AREA(ACRES) = 5.22 TOTAL RUNOFF{CFS) = 13.78 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 66.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW)««< SS3SaS3SSSSS3 = 33S3SSS = SS3BSSS3SS3S3SS=SS33333333= =SS 33333333333333333333333333 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 26.4 UPSTREAM NODE ELEVATION = 403.58 DOWNSTREAM NODE ELEVATION = 376.67 FLOWLENGTH(FEET) = 83.84 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU StJBAREA(CFS) = 13.78 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 7.53 **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 66.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLtJENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.53 RAINFALL INTENSITY (INCH/HR) = 5.87 TOTAL STREAM AREA (ACRES) = 5.22 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 13.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.41 7.13 6.080 0.72 2 13.78 7.53 5.866 5.22 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 15.70 7.13 6.080 2 16.10 7.53 5.866 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 16.10 Tc(MIN.) = 7.53 TOTAL AREA (ACRES) = 5.94 **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 61.00 IS CODE >»>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« 333333333S=S33333SSS33333333333 33=3E3=3SS3333SSSS333333S333333=3== DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION = 376.34 DOWNSTREAM NODE ELEVATION = 376.07 FLOWLENGTH(FEET) » 27.26. MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU StlBAREA(CFS) = 16.10 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 7.59 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 61.00 IS CODE = 11 _ »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLtJENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.10 7.59 5.835 5.94 •* MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NtJMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.24 10.63 4.698 4.23 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NtJMBER (CFS) (MIN.) (INCH/HOUR) 1 23.54 7.59 5.835 2 22.20 10.63 4.698 COMPtJTED CONFLtJENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 23.54 Tc(MIN.) = TOTAL AREA(ACRES) = 10.17 7.59 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 61.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 3 «<« **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 65.00 IS CODE >>»>COMPtJTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« S33333333333S=S=3S333333333333333=333====SSS==SSSSSSSSSSS==SSSSS= DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.6 UPSTREAM NODE ELEVATION =375.74 DOWNSTREAM NODE ELEVATION = 366.88 FLOWLENGTH(FEET) = 193.99 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 23.54 TRAVEL TIME(MIN.) = 0.22 TC(MIN.) = 7.82 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<«< **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RtJNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 187.00 UPSTREAM ELEVATION = 420.00 DOWNSTREAM ELEVATION = 380.00 ELEVATION DIFFERENCE = 40.00 tJRBAN StJBAREA OVERLAND TIME OF FLOW (MINUTES) = 4.877 •CAUTION: StJBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.793 StJBAREA RUNOFF (CFS) = 1.12 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.12 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 62.00 IS CODE = 4 »»>COMPtJTE PIPEFLOW TRAVELTIME THRU StJBAREA««< »»>USING USER-SPECIFIED PIPESIZE««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 3.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 3.7 UPSTREAM NODE ELEVATION = 380.00 DOWNSTREAM NODE ELEVATION = 373.10 FLOWLENGTH(FEET) = 282.20 MANNING'S N = 0.018 GIVEN PIPE DIAMETER (INCH) = 36.00 NtJMBER OF PIPES PIPEFLOW THRU StJBAREA (CFS) = 1.12 TRAVEL TIME(MIN.) = 1.26 TC(MIN.) = 7.26 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 62.00 IS CODE = 8 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.007 SOIL CLASSIFICATION IS "D" RtJRAL DEVELOPMENT RtJNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 3.28 TC(MIN) = 7.26 **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU StJBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION = 368.45 DOWNSTREAM NODE ELEVATION = 368.17 FLOWLENGTH(FEET) = 13.71 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NtJMBER OF PIPES = PIPEFLOW THRU StJBAREA (CFS) = 3.28 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 7.30 **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLtJENCE«<<< TOTAL NtJMBER OF STREAMS = 2 CONFLtreNCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN.) =7.30 RAINFALL INTENSITY(INCH/HR) = 5.99 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.28 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 63.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 33333S3333S3333333 333S3S=33=3S33S33S=S33S=S3=333333==SSS=S=aS3S33aSS33=3S3SB SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL StJBAREA FLOW-LENGTH = 188.00 UPSTREAM ELEVATION = 376.20 DOWNSTREAM ELEVATION = 373.50 ELEVATION DIFFERENCE = 2.70 URBAN StJBAREA OVERLAND TIME OF FLOW (MINUTES) = 12.031 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.337 SUBAREA RUNOFF(CFS) = 2.19 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 2.19 **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<«< TOTAL NtJMBER OF STREAMS = 2 CONFLtJENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) =12.03 RAINFALL INTENSITY (INCH/HR) = 4.34 TOTAL STREAM AREA (ACRES) =0.92 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.19 ** CONFLUENCE DATA ** STREAM RtJNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.28 7.30 5.988 1.10 2 2.19 12.03 4.337 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 4.87 7.30 5.988 2 4.57 12.03 4.337 COMPtJTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.87 Tc(MIN.) = 7.30 TOTAL AREA (ACRES) = 2.02 **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 65.00 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 8.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.6 UPSTREAM NODE ELEVATION = 367.51 DOWNSTREAM NODE ELEVATION = 366.89 FLOWLENGTH(FEET) = 62.09 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) = 4.87 TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 7.48 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NtJMBER OF STREAMS = 2 CONFLUENCE VALtJES OSED POR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.48 RAINFALL INTENSITY(INCH/HR) = 5.89 TOTAL STREAM AREA(ACRES) =2.02 PEAK FLOW RATE(CPS) AT CONFLUENCE = 4.87 ^* *************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 237.62 UPSTREAM ELEVATION = 407.40 DOWNSTREAM ELEVATION = 388.00 ELEVATION DIFFERENCE = 19.40 URBAN StIBAREA OVERLAND TIME OF PLOW (MINtlTES) = 7.579 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OP NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.843 SUBAREA RUNOFF(CFS) = 2.83 TOTAL AREA(ACRES) = 0.88 TOTAL RUNOFF(CFS) = 2.83 **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 64.00 IS CODE = 6 »»>COMPtJTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 388.00 DOWNSTREAM ELEVATION = 373.50 STREET LENGTH{FEET) = 290.00 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 NtJMBER OF HALFSTREETS CARRYING RtJNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) =5.46 STREETFLOW MODEL REStJLTS: STREET FLOWDEPTH (FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 AVERAGE PLOW VELOCITY(FEET/SEC.) = 5.12 PRODUCT OF DEPTH&VELOCITY =1.64 STREETFLOW TRAVELTIME(MIN) = 0.94 TC(MIN) = 8.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.417 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.76 SUBAREA RUNOFF(CFS) = 5.24 StJMMED AREA (ACRES) = 2.64 TOTAL RUNOFF (CFS) = 8.07 END OF StJBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) =0.36 HALFSTREET FLOODWIDTH (FEET) = 11.67 FLOW VELOCITY(FEET/SEC.) = 5.45 DEPTH*VELOCITY = 1.96 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 65.00 IS CODE »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) «<« DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.3 UPSTREAM NODE ELEVATION = 367.11 DOWNSTREAM NODE ELEVATION = 366.92 FLOWLENGTH(FEET) = 18.53 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 18.00 PIPEFLOW THRU StJBAREA (CFS) = 8.07 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 8.57 = 0.013 NtJMBER OF PIPES **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = »»>DESIGNATE INDEPENDENT STREAM FOR CONFLtIENCE««< »»>AND COMPUTE VARIOUS CONFLtJENCED STREAM VALtJES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 8.57 RAINFALL INTENSITY(INCH/HR) = 5.40 TOTAL STREAM AREA(ACRES) = 2.64 PEAK PLOW RATE(CFS) AT CONFLUENCE = 8.07 2 ARE: ** CONFLtlENCE DATA ** STREAM RtJNOFF Tc INTENSITY AREA NtJMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.87 7.48 5.893 2.02 2 8.07 8.57 5.397 2.64 RAINFALL INTENSITY AND TIME OP CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE *• STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.26 7.48 5.893 2 12.53 8.57 5.397 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK PLOW RATE (CFS) = 12.53 Tc(MIN.) = TOTAL AREA(ACRES) = 4.66 8.57 **************************************************************************** PLOW PROCESS PROM NODE 65.00 TO NODE 65.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY««< *• MAIN STREAM CONFLtJENCE DATA •* STREAM RtJNOFF Tc INTENSITY AREA NtJMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.53 8.57 5.397 4.66 ** MEMORY BANK # STREAM RUNOFF NtlMBER (CFS) 1 23.54 3 CONFLUENCE DATA *• Tc (MIN.) 7.82 INTENSITY (INCH/HOUR) 5.728 AREA (ACRE) 10.17 •• PEAK FLOW RATE TABLE •* STREAM RUNOFF Tc INTENSITY NtJMBER (CPS) (MIN.) (INCH/HOUR) 1 35.35 7.82 5.728 2 34.71 8.57 5.397 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.35 Tc(MIN.) = TOTAL AREA (ACRES) = 14.83 7.82 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 65.00 IS CODE = 12 »>»CLEAR MEMORY BANK # 3 <<<« **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 38.50 IS CODE »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION = 366.55 DOWNSTREAM NODE ELEVATION = 365.09 FLOWLENGTH(PEET) » 145.03 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 30.00 PIPEFLOW THRU SUBAREA(CFS) = 35.35 TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 8.08 = 0.013 NtJMBER OF PIPES **************************************************************************** FLOW PROCESS FROM NODE 38.50 TO NODE 13.00 IS CODE = >»»COMPtJTE PIPEFLOW TRAVELTIME THRU StJBAREA<«« >»»USING COMPtJTER-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.) =37.8 UPSTREAM NODE ELEVATION = 364.76 DOWNSTREAM NODE ELEVATION = 329.23 FLOWLENGTH(PEET) = 81.91 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU StJBAREA(CFS) = 35.35 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 8.12 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<«« *• MAIN STREAM CONFLtJENCE DATA •• STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOtIR) 1 35.35 8.12 5.589 •• MEMORY BANK # 2 CONFLtJENCE DATA ** STREAM NtJMBER 1 RUNOFF (CFS) 3.24 Tc (MIN.) 9.10 INTENSITY (INCH/HOUR) 5.194 AREA (ACRE) 14.83 AREA (ACRE) 1.11 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NtJMBER (CFS) (MIN.) (INCH/HOUR) 1 38.36 8.12 5.589 2 36.09 9.10 5.194 COMPtJTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 38.36 Tc(MIN.) = TOTAL AREA(ACRES) = 15.94 8.12 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 12 »>»CLEAR MEMORY BANK # 2 «<<< **************************************************************************** PLOW PROCESS FROM NODE 13.00 TO NODE 12.00 IS CODE »»>COMPUTE PIPEFLOW TRAVELTIME THRU StJBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =10.4 UPSTREAM NODE ELEVATION = 328.90 DOWNSTREAM NODE ELEVATION = 328.58 FLOWLENGTH(FEET) = 23.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER{INCH) = 30.00 NtJMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 38.36 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 8.16 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 >»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NtJMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.36 8.16 5.572 15.94 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF To INTENSITY AREA NUMBER (CPS) (MIN.) (INCH/HOUR) (ACRE) 1 60.00 16.92 3.480 32.23 ** PEAK FLOW RATE TABLE •• STREAM RUNOFF To INTENSITY NtJMBER (CFS) (MIN.) (INCH/HOUR) 1 75.84 8.16 5.572 2 83.96 16.92 3.480 COMPtJTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 83.96 Tc(MIN.) = 16.92 TOTAL AREA (ACRES) = 48.17 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 <«« **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE >»»COMPUTE PIPEFLOW TRAVELTIME THRU StJBAREA<«« »>»USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«« DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.9 INCHES PIPEFLOW VELOCITY (FEET/SEC.) = 20.1 UPSTREAM NODE ELEVATION = 328.25 DOWNSTREAM NODE ELEVATION = 313.85 FLOWLENGTH (FEET) = 291.85 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 30.00 NtJMBER OF PIPES = 1 PIPEFLOW THRU StJBAREA (CFS) = 83.96 TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 17.16 **************************************************************************** PLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM POR CONFLtJENCE««< TOTAL NtJMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.16 RAINFALL INTENSITY(INCH/HR) = 3.45 TOTAL STREAM AREA(ACRES) = 48.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 83.96 **************************************************************************** FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 21 _ >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 378.50 UPSTREAM ELEVATION = 364.20 DOWNSTREAM ELEVATION = 347.00 ELEVATION DIFFERENCE = 17.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.629 *CAtJTION: StJBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.433 SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFF(CFS) = 2.07 **************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 14.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 347.00 DOWNSTREAM ELEVATION = 324.00 STREET LENGTH (FEET) = 520.80 CURB HEIGHT (INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL (DECIMAL) = 0.020 OtJTSIDE STREET CROSSFALL (DECIMAL) = 0.020 SPECIFIED NtJMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPtJTED USING MEAN FLOW (CFS) = 3.86 STREETFLOW MODEL REStJLTS: STREET FLOWDEPTH(PEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY (FEET/SEC.) = 4.36 PRODUCT OP DEPTH&VELOCITY = 1.31 STREETFLOW TRAVELTIME (MIN) = 1.99 TC (MIN) = 13.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =4.003 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 StJBAREA AREA (ACRES) = 1.62 SUBAREA RUNOFF (CFS) = 3.57 SUMMED AREA(ACRES) = 2.47 TOTAL RUNOFF(CFS) = 5.64 END OF StIBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.70 FLOW VELOCITY(FEET/SEC.) = 4.46 DEPTH*VELOCITY = 1.52 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«<< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESStIRE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.5 UPSTREAM NODE ELEVATION = 315.10 DOWNSTREAM NODE ELEVATION = 314.60 FLOWLENGTH(PEET) = 6.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.64 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 13.63 **************************************************************************** FLOW PROCESS PROM NODE 15.00 TO NODE 15.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPtlTE VARIOUS CONFLUENCED STREAM VALtJES«<« TOTAL NtJMBER OP STREAMS = 2 CONFLUENCE VALUES USED POR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.63 RAINFALL INTENSITY(INCH/HR) = 4.00 TOTAL STREAM AREA (ACRES) = 2.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.64 ** CONFLtJENCE DATA ** STREAM RUNOFF To INTENSITY AREA NtJMBER (CFS) (MIN.) (INCH/HOtJR) (ACRE) 1 83.96 17.16 3.448 48.17 2 5.64 13.63 4.002 2.47 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMtJLA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF To INTENSITY NUMBER (CPS) (MIN.) (INCH/HOUR) 1 78.00 13.63 4.002 2 88.82 17.16 3.448 COMPtJTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 88.82 Tc(MIN.) = 17.16 TOTAL AREA(ACRES) = 50.64 **************************************************************************** FLOW PROCESS PROM NODE 15.00 TO NODE 17.00 IS CODE = 3 »»>COMPtJTE PIPEFLOW TRAVELTIME THRU StIBAREA««< >»»USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW)««< DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.0 UPSTREAM NODE ELEVATION = 313.85 DOWNSTREAM NODE ELEVATION = 311.35 FLOWLENGTH(FEET) = 86.63 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU StJBAREA (CFS) = 88.82 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 17.25 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<« TOTAL NtlMBER OF STREAMS = 2 CONFLtlENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.25 RAINFALL INTENSITY(INCH/HR) = 3.44 TOTAL STREAM AREA(ACRES) = 50.64 PEAK FLOW RATE (CFS) AT CONFLtJENCE = 88.82 **************************************************************************** FLOW PROCESS FROM NODE 38.50 TO NODE 16.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL StIBAREA FLOW-LENGTH = 461.73 UPSTREAM ELEVATION = 370.00 DOWNSTREAM ELEVATION = 321.54 ELEVATION DIFFERENCE =48.46 URBAN StJBAREA OVERLAND TIME OF PLOW (MINUTES) = 9.717 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.978 StIBAREA RtlNOPP(CFS) = 5.37 TOTAL AREA(ACRES) = 1.96 TOTAL RUNOFF(CFS) = 5.37 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE » 3 »»>COMPtJTE PIPEFLOW TRAVELTIME THRU StJBAREA«<« >»»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.) = 9.8 UPSTREAM NODE ELEVATION = 313.93 DOWNSTREAM NODE ELEVATION = 312.54 FLOWLENGTH(FEET) = 32.45 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 5.37 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 9.77 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>:»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NtJMBER OF STREAMS = 2 CONFLUENCE VALtlES USED FOR INDEPENDENT STREAM 2 ARE: TIME OP CONCENTRATION (MIN.) = 9.77 RAINFALL INTENSITY(INCH/HR) = 4.96 TOTAL STREAM AREA (ACRES) = 1.96 PEAK FLOW RATE (CFS) AT CONFLtlENCE = 5.37 ** CONFLtlENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 88.82 17.25 3.438 50.64 2 5.37 9.77 4.959 1.96 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMtlLA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RtJNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 66.93 9.77 4.959 2 92.54 17.25 3.438 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 92.54 Tc(MIN.) = 17.25 TOTAL AREA(ACRES) = 52.60 B = SS = S = S = S3333= = = =3SSBS:SSS = SS33 = S = 3S3S333SS = 3SSS3S3333= END OF STUDY StJMMARY: PEAK FLOW RATE(CPS) = 92.54 Tc(MIN.) = 17.25 TOTAL AREA(ACRES) = 52.60 END OF RATIONAL METHOD ANALYSIS Hydrology Study Villages of La Costa - Neighborhood 3.15 HYDRAULIC ANALYSIS 100-Year Peak Flow Analysis SJ h:\repor1s\2352\042\a03.doc w.o. 2352-42 1/2C003 4:55 PM Scenario: Base Title: LA COSTA 3.15 h:\stomicad\2352\42\line1.stm Hunsaker & Associates -r^,: H B«« 11/15/02 02-43-21 AIVI ffl Haestad iVIethods, inc. 37 Brooi«lde Road Waterbury, CT 06708 USA (203)755-1666 Project Engineer: HSA Employee StormCAD V3.0 [319] Page 1 of 1 Scenario: Base Combined Pipe/Node Report Label Upstream Node Downstream Node Total System Flow (cfs) Length (ft) Constructed Siope (ft/ft) Section Size Capacity (cfs) Average Velocity (ft/s) Upstream Invert Elevation (ft) Downstream Invert Elevation (ft) Hydraulic Grade Out (ft) Hydraulic Grade In (ft) 46.49 169.44 0.046742 24 inch 48.91 14.80 422.64 414.72 418.42 425.57 5.23 27.25 0.009908 18 inch 10.46 5.33 396.03 395.76 396.52 396.91 5.05 5.25 0.080000 18 inch 29.71 6.35 396.18 395.76 396.34 397.04 4.62 24.25 0.010309 18 inch 10.66 2.61 398.83 398.58 401.40 401.45 3.80 6.25 0.080000 18 inch 29.71 2.15 399.08 398.58 401.40 401.41 46.49 188.76 0.086406 24 inch 66.49 14.82 414.39 398.08 401.40 416.36 9.24 274.78 0.069838 24 inch 59.78 4.12 395.26 376.07 378.09 396.35 16.10 27.26 0.009905 18 inch 10.45 9.11 376.34 376.07 378.09 378.73 3.28 13.71 0.009482 24 inch 22.03 1.04 368.31 368.18 373.07 373.07 51.55 177.33 0.078329 24 inch 63.31 16.41 397.75 383.86 392.19 401.40 8.07 18.53 0.010254 24 inch 22.91 2.57 367.57 367.38 373.02 373.04 23.54 193.99 0.045672 24 inch 48.34 7.84 375.74 366.88 373.02 377.46 4.87 62.09 0.007409 24 inch 19.47 1.55 367.84 367.38 373.02 373.05 51.55 278.32 0.044805 24 inch 47.88 16.41 383.53 371.06 375.23 389.68 35.35 145.30 0.010048 24 inch 22.68 11.25 366.55 365.09 367.89 371.44 5.14 5.25 0.095238 18 Inch 32.42 2.91 352.32 351.82 355.61 355.62 51.55 300.00 0.063600 24 Inch 57.05 16.42 370.73 351.65 355.61 372.71 4.90 23.25 0.010323 18 inch 10,67 2.77 352.06 351.82 355.61 355.66 35.35 81.91 0.433769 24 Inch 148.99 11.32 364.76 329.23 334.50 366.68 60.00 211.36 0.052422 30 inch 93.91 12.31 350.82 339.74 343.24 353.21 38.36 23.25 0.013763 24 inch 26.54 12.21 328.90 328.58 332.45 333.11 60.00 275.45 0.038700 30 inch 80.69 12.31 339.41 328.75 332.45 341.80 83.96 136.12 0.045107 36 inch 141.65 12.05 328.25 322.11 326.13 331.05 83.96 155.73 0.051885 36 inch 151.92 12.05 321.93 313.85 319.13 324.73 5.64 6.25 0.080000 1.8 inch 29.71 3.19 315.10 314.60 319.13 319.15 88.82 88.00 0.028409 36 inch 112.41 12.57 313.85 311.35 316.10 317.66 5.37 32.45 0.042835 18 inch 21.74 3.04 313.93 312.54 316.10 316.19 92.54 10.00 0.054000 36 inch 154.98 13.20 312.54 312.00 315.00 315.40 P-8 P-23 P-24 P-10 P-11 P-9 P-22 P-30 P-28 P-12 P-27 P-21 P-29 P-13 P-26 P-16 P-14 P-15 P-25 P-17 P-19 P-18 P-34 P-35 P-33 P-32 P-36 P-37 100 42 45 7.5 7 8.5 60 66 62 8 64 61 63 4.5 65 9 9.5 11 38.5 10 13 10.5 12 J-6 14 15 16 17 8.5 60 60 8 8 8 61 61 63 4.5 65 65 65 9.5 38.5 10 10 10 13 10.5 12 12 J-6 15 15 17 17 O-l Title: LA COSTA 3.15 h:\stormcad\2352V42\llne 1 .stm 11/19/02 01:29:45 PM ffl Haestad Methods, Inc. Hunsaker & Associates 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Project Engineer: HSA Employee StormCAD v3.0 [319] Page 1 of 1 Profile Scenario: Base Lafaet 0-1 mm :321.90f( Sgmp:3n .00 t L«h«t:P-37 . , Up Invtrt 312.3 ft On Inv mtt 312.0 tl Ungti: 10.00 fl Siz BiSfi Ineh 5:0.054000 t/1 ''Lab«l:P-32 Up Invtrt 3t3.a5rt On lnv«(t 3t 1.39 ri Langti: U.OOtt Sk«;36 Inch S:a.0ia409 l/l Title: LACOSTA3.15 h:\stormcad\2352\42\line 1 .stm 11/15/02 02:48:56 AM Hunsaker & Associates © Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Project Engineer HSA Employee StormCAD v3.0 [319] Page 1 of 1 Profile Scenario: Base Label: 60 Rim: 403.26 ft 405.00 400.00 395.00 390.00 Elevation (ft) 385.00 380.00 375.00 370.00 365.00 6+00 6+50 7+00 7+50 8+00 8+50 9+00 Station (ft) 9+50 10+00 10+50 11+00 11+50 Title: LA COSTA 3.15 h:\stonTicad\2352V42\line l.stm 11/15/02 02:49:57 AM Hunsaker & Associates ffl Haestad Methods. Inc. 37 Brookside Road Watertiury, CT 06708 USA (203)755-1666 Project Engineer HSA Employee StormCAD vS.O [319] Page 1 of 1 Profile Scenario: Base Label: 65 Rim: Label: 63 Rim: 373 .65 375.00 Label: 02 Rim: 373.10fl J68.31 ft 370.00 Label Rim:; Sumpl: 365.00 360.00 355.00 350.00 Elevation (ft) Label: P-1 £- Up Invert;28.90ft^ Dn Invert; Length: 23. Size: 24 inc h 3:0.01376 3 ft/ft 345.00 340.00 335.00 330.00 325.00 3+50 4+00 4+50 5+00 5+50 Station (ft) 6+00 6+50 7+00 7+50 Title: LA COSTA 3.15 h.\stomicad\2352\42\line l.stm 11/19/02 01:43:51 PM © Haestad Methods, Inc. Hunsaker & Associates 37 Brookside Road Waterbury, CT 06708 USA Project Engineer HSA Employee StomiCAD V3.0 [319] (203) 755-1666 Page 1 of 1 Scenario: Base 0 107 P-1 6 100 p-2 P-3 5 P-5 -E3- P-4 • Title: LA COSTA 3.15 h:\stormcad\2352U2\llne 2.stm Hunsaker & Associates 11/15/02 02:06:52 AM © Haestad Methods, Ino. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer HSA Employee StormCAD v3.0 [319] (203) 755-1666 Page 1 of 1 Scenario: Base Combined Pipe/Node Report Label Upstream Node Downstream Node Total System Flow (cfe) Length (ft) Constructed Slope (ft/ft) Section Size Capacity (cfs) Average Velocity (ft/s) Upstream Invert Elevation (ft) Downstream Invert Elevation (ft) Hydraulic Grade Out (ft) Hydraulic Grade In (ft) P-9 1 2 4.78 6.25 0.038400 18 inch 20.58 3.96 454.35 454.11 455.28 455.19 P-8 3 2 4.41 24.25 0.020619 18 inch 15.08 3.77 454.61 454.11 455.28 455.42 P-7 2 2.5 8.89 318.00 0.024497 18 inch 16.44 6.05 453.78 445.99 447.16 454.93 P-6 2.5 3.5 8.89 310.82 0.020044 18 inch 14.87 6.05 445.66 439.43 440.60 446.81 P-5 3.5 5 8.89 300.00 0.040667 18 inch 21.18 5.56 439.10 426.90 430.46 440.25 P-4 4 5 8.22 6.25 0.080000 18 inch 29.71 4.65 427.40 426.90 430.46 430.50 P-3 6 5 8.79 24.25 0.009897 18 inch 10.45 4.97 427.14 426.90 430.46 430.63 P-1 107 100 25.21 261.86 0.056939 24 inch 53.98 8.30 437.88 422.97 424.99 439.65 P-2 5 100 21.95 69.50 0.049353 18 inch 23.33 12.44 426.57 423.14 424.99 428.05 Title: LA COSTA 3.15 h:\stormcad\2352\42\line 2.stm 11/15/02 02:07:46 AM Hunsaker & Associates ffl Haestad Methods, Inc. 37 Brookside Road Watert)ury, CT 06708 USA (203) 755-1666 Project Engineer HSA Employee StormCAD vS.O [319] Page 1 of 1 Profile Scenario: Base Label: 2 Rim:464.70 ft Sump:453.78 tt Label: 1 Rlm:464.94 tt Sump:454.35 tt 465.00 460.00 455.00 450.00 445.00 Elevation (fQ Length: 69.5Oft Size: 18 Incti 8:0.049353 ft/tt Title: LA COSTA 3.15 h:\stormcad\2352\42\line 2.stm 11/15/02 02:11:58 AM Hunsaker 8t Associates ) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Project Engineer HSA Employee StormCAD v3.0 [319] Page 1 of 1 Hydrology Study Villages of La Costa - Neighborhood 3.15 HYDRAULIC ANALYSIS Storm Model for Node 65 SJ h:\reix)rts\2352\042\a03.doc w.o. 2352-42 1/20003 4:55-PM LA COtJNTY POBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.1 (INPOT) ' DATE: 11/21/02 PROJECT: Additional Analysis of Junction Structure a Node 65 DESIGNER: oa CD L2 MAX Q ADJ Q LENGTH FL 1 PL 2 CTL/TW D WSKJ KE KM LCL1L3L4A1A3A4 J N 8 1 367.45 -*^-fri>W HA^J &nje, 2 2' 11.8 11.8 145.30 365.09 366.55 0.00 24. 0. 3 0.50 0.00 0.05 1 3 4 5 90. 90. 0. 4.00 0.013 2 a' 11.8 11.8 193.99 366.88 375.74 0.00 24. 0. 1 0.80 0.00 0.05 0 0 0 0 0. 0. 0. 4.00 0.013 cm 2 4' 4.9 4.9 62.09 367.38 367.84 0.00 24. 0. 1 0.00 0.20 0.05 3 0 0 0 0. 0. 0. 4.00 0.013 1 ^ S' 8.1 8.1 2^5' 8.1 8.1 18.53 367.38 367.57 0.00 24. 0. 1 0.00 0.20 0.05 3 0 0 0 0. 0. 0. 4.00 0.013 r LA COtJNTY PtIBLIC WORKS STORM DRAIN ANALYSIS REPT: PC/RD4412.2 DATE: 11/21/02 PAGE 1 PROJECT: Additional Analysis of Junction Structure a Node 65 DESIGNER: oa LINE Q D W DN DC FLOW SF-FULL VI V 2 FL 1 FL 2 NO (CFS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (PPS) (FPS) (FT) (FT) HG 1 CALC HG 2 D 1 CALC (FT) D 2 TW (FT) CALC HYDRAtJLIC GRADE LINE CCJNTROL - 367.45 2 11.8 24 0 1.02 1.23 SEAL 0.00272 3.8 5.8 365.09 366.55 367.45 367.78 2.36 1.23 0.00 TW CK REMARKS 0.00 HYD JUMP 49.13 X(N) - 0.00 X(J) - 103.41 F(J) - 3.35 D(BJ) 1.04 D(AJ) 1.45 3 11.8 24 0 0.67 1.23 PMLT 0.00272 12.7 5.8 366.88 375.74 367.55 376.97 •Z\) X. 0.00 x(N) . 97.67 (573.01 5-77.4fe) 0.67 1.23 377.50 0.00 HJ a DJT 2 HYDRAULIC GRADE LINE CONTROL - 367.67 4 4.9 24 0 0.68 0.78 PART 0.00047 5.2 4.3 367.38 367.84 368.06 368.62 0.68 0.78 368.97 0.00 X. 0.00 x(N) - 45.22 f573.o2 *75.£>5") HYDRAtJLIC GRADE LINE CONTROL - 367.67 8.1 24 0 0.82 1.01 PART 0.00128 6.1 5.1 367.38 367.57 368.26 368.58 0.88 1.01 369.06 0.00 VI, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL 2, D 2 mo HG 2 REFER TO UPSTREAM END X - DISTANC3: IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTAHCE IN PEET FROM DOWNSTREAM END TO POINT WHERE WATER StJRFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAtlLIC JtJMP OCCURS IN LINE F(J) - THE COMPOTED FORCE AT THE HYDRAtJLIC JtJMP D(BJ) - DEPTH OF WATER BEFORE THE HYDRAtJLIC JtJMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JtJMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FOLL OR FROM FtJLL TO PART HYD JtJMP INDICATES THAT FLOW CHANGES FROM StJPERC3lITICAL TO S0BC31ITICAL THROtJGH A HYDRAULIC JUMP HJ a UJT INDICATES THAT HYDRAtlLIC JUMP OCCURS AT THE JUNCTION AT THE tJPSTREAM END OF THE LINE HJ a DJT INDICATES THAT HYDRAtlLIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREJiM END OF THE LINE EOJ 11/21/2002 16: 1 Hydrology Study Villages of La Costa - Neighborhood 3.15 CURB INLET SIZING ICQ-Year Peak Flow Analysis SJ h:\reportsV2352\042W>3.doc w.o. 2352-42 1/2/2003 4:55 PM LA COSTA PA 3.15 INLET SIZING Type Inlet Street Required Use of at Slope Q(cfs) a(ft) y(ft)' Length of Length^ Inlet Nocje % Opening (ft)^ (ft) ON GRADE 1 3.00% 4.78 0.33 0.32 13.0 15 ON GRADE 3 3.00% 4.41 0.33 0.32 12.02 14 ON GRADE 4 4.00% 8.22 0.33 0.40 18.8 20 ON GRADE 6 4.00% 8.79 0.33 0.36 21.9 23 ON GRADE 7 6.68% 3.80 0.33 0.26 12.0 13 ON GRADE 7.5 6.68% 4.62 0.33 0.26 14.6 16 ON GRADE 9 6.00% 5.14 0.33 0.30 14.7 16 ON GRADE 11 6.00% 4.90 0.33 0.34 12.8 14 ON GRADE 13-existing 4.50% 3.24 0.33 0.28 97 11 ON GRADE 14 3.05% 5.64 0.33 0.34 147 16 ON GRADE 42 7.00% 5.24 0.33 0.30 15.0 16 ON GRADE 45 7.00% 5.05 0.33 0.30 14.4 16 ON GRADE 66-existing 6.00% 2.41 0.33 0.25 7.8 9 ON GRADE 73-existing 6.00% 7.08 0.33 0.33 18.9 20 ' FROM EQUATION Q=0.7L(0.33+DEPTH)'^3/2 ^ FROM CITY OF SAN DIEGO GHART 1-104.12 ^ LENGTH SHOWN ON PLANS (LENGTH OF OPENING + 1 FOOT) Existing inlets that require inlet length changes will be construction changed. Inlets on grade 11/15/2002 LA COSTA PA 3.15 INLET SIZING Type inlet Required Use Of at Q(cfs) Length of Length Inlet Node Opening (ft)^ (ft)' SUMP 16 2.55 1.7 5 SUMP 63 2.19 1.5 5 SUMP 64 8.07 5.4 7 ^ FROM CITY OF SAN DIEGO CHART 1-103.6C ' LENGTH SHOWN ON PLANS (LENGTH OF OPENING + 1 FOOT) ASSUMPTIONS: H=6" h=9" H/h=1.5 sump Inlets 11/15/2002 Hydrology Study Villages of La Costa - Neighborhood 3.15 REFERENCE DATA 100-Year 6-Hour Precipitation Isopluvial Plan with Approximate Proposed Site Location County of San Diego SJ h:Veports\2352\O42\a03.doc w.o. 2352-42 1/2/2003 4:55 PM couirry OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD COHTROL 100-YEAR 6-HOUp PREGIPITATIOrJ ^20^ ISOPLUVIALS OF 100-YEAR 6-HOUR PRECIPITATIOri in TEMTMS OF AW WXW U.S. DEPARTMEN r OF COMMERCE NATIONAL OCEAKIC AND AT.'loSPIIERIC AOKiNISTKATION iPEciAL iTuoies ORANCH. oFFicn OF iiluRdLoaY. NATIONAI. ITBATIIER txitvice Hydrology Study Villages of La Costa - Neighborhood 3.15 REFERENCE DATA Gutter and Roadway Discharge Velocity Chart SJ h:\ret»rt$\2352\042\a03.doc w.o. 2352.42 1/2/2003 4:55 PM CHART I-104.12 naicfCHTitt. snerr ONC dOC CNLT I I n I 9 t 7 • • 10 DISCHARCE (CITi) _ • ONE S«3E EXAMPLE! Gtvtni QB 10 S* 2.5% Choft gi«ts> - D«pth « a4, Viiocity t 4.4 tp^t. I 20 I M I I 40 90 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 Hydrology Study Villages of La Costa - Neighborhood 3.15 REFERENCE DATA Nomograph of Capacity, Curb Inlet at Sag City of San Diego Chart 1-103.6C SJ h:\reiioits\2352\042\a03.doc w.o. 2352-42 1/2/2003 4:55 PM CHART 1-103.6C I.O- .•- .7- .6- .12 'II •10 9 I-O o Ik e HO 8 - 6 - 5 - 4 r 3 1.2 .54-6 Ul Ul o z UJ 0. o u. o X u UJ X 3- 7 tn UJ X u z e Z z iil o (9 »i bJ D. O U. O U z -5 •4 1.5 -U9 r / 4^ /5 o o u. oe UJ 0. -A '-2 p.08 1.05 UJ03 z Ui a. o u. o H X O bJ X b. O cn z K Ul z X »-Q. o UJ o z o a. U 2 ltel«Ht %t csrk Strftci of ^••4*4 Mttr SECTION -1.0 .9 .8 .7 .6 .5 .4 .3 .2 .13 REV my OF <5AN niFGO . DESIGN GUIDE SHT. NO. NOMOGRAM-CAPACITY ,CURB INLET AT SAG NOMOGRAM-CAPACITY ,CURB INLET AT SAG J_5_ Hydrology Study Villages of La Costa - Neighborhood 3.15 REFERENCE DATA Rating Curve to Achieve 4 fps Velocity in an 18" RCP Storm Drain SJ h:\reixirts\2352\042\303 doc w.o. 2352.42 1/2/20O3 4:55 PM I I I I I I I I I I I I I I I I Rating Curve to achieve 4 fps velocity on an 18" RCP 3.5 3.0 2.5 2.0 is u g1.5 1.0 0.5 0.0 P6(100-Yr) =2.9 P6(2-Yr) = 1.4 P6(2-Yr)/P6(100-Yr) r 0.5 Slope (%) Q2(cfe) Qioo (cfe) . 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 T.4 2.9 1.0 1.3 2.5 1.5 0.8 . 1.5 2.0 0.6 1.1 4 • —I • • Slg@(l|S)(Ma)l!© ^ • -1— 1 —1—1—1—1— To use this chart, plot 50% of Q,oo against slope. •Note: QJ - 0.5*Qioo based on ratio of P, values fbr the City of Carlsbad P o 0