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HomeMy WebLinkAboutCT 02-02; LA COSTA OAKS SOUTH NEIGHBORHOOD 3.10 & 3.11; HYDROLOGY STUDY; 2003-01-06HUNSAKER &ASSOC1ATES SAN DIECO, INC. PLANNING ENGINEERING SURVEYING IRVINE RIVERSIDE SAN DIEGO DECEIVED ENGINEER/NG DEPARTMENT HYDROLOGY STUDY for VILLAGES OF LA COSTA NEIGHBORHOODS 3.10- & 3.11 City of Carlsbad, California Prepared for: Real Estate Collateral Management Connpany c/o Morrow Development 1903 Wright Place Suite 180 Carlsbad, CA 92008 w.o. 2352-39 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 Raynnond L. Martin, R.C.E. Project Manager Hunsaker & Associates San Diego, Inc. JC O A h:\reports\2352\039\a03.doc w o. 2352-39 1/6/2003 10:37 AM Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 TABLE OF CONTENTS SECTION Executive Summary Introduction Vicinity Map Existing Condition Summary of Results Conclusion References Methodology & Model Development Drainage Design Criteria Rational Method Hydrologic Analysis Rational Method Hydrology III 100-Year Peal< Flow for Proposed Conditions Hydraulic Analysis IV 100-Year Peak Flow Analysis Curb Inlet Sizing V 100-Year Peak Flow Analysis Culvert Sizing VI Reference Data Vll 100- and 10-Year 6-Hour Precipitation Isopluvial Plan with Approximate Gutter and Roadway Discharge Velocity Chart Rating Curve for 18" RCP, Brow Ditch and Associated Rip Rap Sizing Nomogram - Capacity, Curb Inlet at Sag Hydrology Map (pocket) XOA li:VmirtsU352U]3ll\al>3.<lac w.a. 2352-381/4/20O3 2:0S PM Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 EXECUTIVE SUMMARY introduction The purpose ofthis study is to analyze onsite and offsite runoff in the post-developed runoff conditions ofthe Villages of La Costa, Neighborhoods 3.10 through 3.11. PROJECT SITE F.A J.W & VICINITY MAP riT.s Existing Condition The existing conditions for this report are illustrated in the Mass Grading Hydrology Study for Villages of La Costa, Planning Areas 3.10 - 3.15 and Avenida Junipero, dated December 24, 2001. Summarv of Results This analysis shows that the projected 100-year peak discharge from Neighborhoods 3.10 and 3.11 has decreased as compared to the Mass Grading Hydrology Study, which was calculated using ultimate mnoff coefficients. Table 1 below compares the hydrologic data from the Mass Grading and the Addendum to the Mass Grading Hydrology Study to the post-development hydrology study presented in this report. JC 0 A ll:VepaiU\2352\03g\a03.l)oc w.o 2352-39 1/4/2003 2:04 PM Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 TABLE 1 Comparison of 100-Year Flows Planning Area MG (PD) Hydrology Node MG QIOO (cfs) MG Area (acres) MG Tc (min) PD QIOO (cfs) PD Area (acres) PD Tc (min) 3.10&3.11 253 (67) 273.6 193.4 17.6 264 192.1 17.3 *Note: MG = Mass Grading Hydrology Study, PD = Post Development Hydrology Study This hydrology study was performed using the County Method for Hydrology, wherein the 100-year, 6-hour storm precipitation for the Villages of La Costa site is approximately 2.9 inches, while the 2-year, 6-hour precipitation is approximately 1.4 inches. The ratio of these two stonns results in the 2-year storm being roughly one-half of the 100-year storm (1.47 2.9"). A rating curve was included in this report to ensure minimum velocity requirements were met at the 2-year storm. The rating curve shows that an 18-inch RCP, at a minimum slope of 0.005, would attain the mandated cleansing velocity (4 fps) for flows from the 2-year storm in excess of 3.1 cfs. Only 18-inch diameter pipes were considered due to the fact that larger diameter pipes were only used in cases where the volume of flow was either greater than the capacity of an 18-inch RCP or where the hydraulic grade line was significantly above the top of pipe. In addition, at 1.0% pipe slope only flows less than 1.3 cfs would fail to provide cleansing velocity of 4 fps in the 2-year storm. There are 7 pipes with less than 6.0 cfs, none ofthese pipes has less than 1.0% slope. All curb inlets have been analyzed in this report. The curb inlets were sized to collect all storm water runoff flow draining to them. The results can be reviewed in Section V. Conclusion This study shows that the results in the previously submitted Mass Grading Hydrology Study were accurate and, in fact, more conservative. Therefore, the proposed storm drain system is sized to safely convey the 100-year storm. JC O A Ii:\reportsl2352«)3»a03.doc w.o. 2352-39 1/4/2003 2:04 PM Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 References "Drainage Des/gn and Procedure Manuaf, County of San Diego, April 1993. "Design and Procedure Manual for Flood Control and Drainage", County of San Diego, revised April 1993. "Preliminary Hydrology Study for Village of La Costa The Ridge and The Oaks", Hunsaker & Associates San Diego, Inc., April 25, 2001. "Mass Grading Hydrology Study for Villages of La Costa, Neighborhoods 3.10- 3.15 & Avenida Junipero", Hunsaker & Associates San Diego, Inc., December 24, 2001. "Addendum to Mass Grading Hydrology Study for Villages of La Costa 3.10 & 3.11", Hunsaker & Associates San Diego, Inc., May 29, 2002. JC 0 A h:\reports\2352\030\a03.aoc w.o. 2352-39 1/4/2003 2:04 PM Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 METHODOLOGY & MODEL DEVELOPMENT Drainage Desiqn Criteria The stomn drain system shall be designed so that the combination of storm drain system capacity and overflow can convey the 100-year frequency storm without damage of adjacent existing buildings or potential building sites. Runoff criteria for the underground storm drain system shall be based upon a 100-year frequency storm. Type D soil shall be assumed for all areas. If no established stomn discharge flows are available, then the Rational Method shall be used to determine 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 neariy impervious materials. Group D soils have a very slow rate of water transmission. Runoff Coefficient - In accordance with the County of San Diego standards, single- family residential areas were designated a mnoff coefficient of 0.55 while natural areas were designated a runoff coefficient of 0.45. When a watershed encompassed solely pavement conditions, a mnoff coefficient of 0.95 was selected. Rainfall Intensity - Initial time of concentration values were determined using the County of San Diego's overiand flow nomograph for urban and natural areas. Downstream Tc values are determined by adding the initial natural sub basin time of concentration and the downstream routing time. Intensity values were determined from the Intensity-Duration Frequency curve chart from the County of San Diego's Drainage Design Manual. JC O A h:\repoitst2352\039\a03.doc w o. 2352-39 1/4/2003 2.04 PM Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 Method of Analysis - The Rational Method is the most widely used hydrologic model for estimating peak mnoff 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 mnoff coefficient, and drainage area to peak mnoff rate. This relationship is expressed by the equation: Q = CIA, where: Q = The peak mnoff rate in cubic feet per second at the point of analysis. C = A mnoff coefficient representing the area - averaged ratio of mnoff to rainfall intensity. 1 = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. To periderm 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 1. 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. JC O A h:Vepoits\2352\D39\a03 doc w.o. 2352-39 t/4/2003 2:04 PM Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 7. User - specified infonnation 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 ofthe tributary Q values may be adjusted as follows: (i) . The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. Qp = Qa + Qb (la/lb); Tp = Ta (ii) . In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio ofthe T values. Qp = Qb + Qa (Tb/Ta); Tp = Tb JC O A h:Vepons\2352\039\a03.doc w.o. 2352-39 1/4/2003 2:04 PM Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 RATIONAL METHOD HYDROLOGY 100-Year Peak Flow for Villages of La Costa Planning Areas 3.10 & 3.11 Proposed Conditions JC 0 A i1:\report5\23S2\039^a03.dac w.o 2352-391/4/2003 2:04 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: Hunsaker & Associates San Diego, Inc. 10179 Huennkens Street San Diego, California (858) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ************************** * VILLAGES OF LA COSTA - PLANNING AREAS 3.10 & 3.11 * * 100-YEAR DEVELOPED CONDITION HYDROLOGY STUDY * * H&A W.O. # 2352-39 * ************************************************************************** FILE NAME: H:\AES99\2352\3 9\310_11.DAT TIME/DATE OF STUDY: 12:11 1/ 4/2003 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 163.00 TO NODE 163.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.10 RAIN INTENSITY(INCH/HOUR) = 3.75 TOTAL AREA(ACRES) = 29.20 TOTAL RUNOFF(CFS) = 50.70 **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 163.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.746 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 4.3 0 SUBAREA RUNOFF(CFS) = 7.25 TOTAL AREA(ACRES) = 33.50 TOTAL RUNOFF(CFS) = 57.95 TC(MIN) = 15.10 **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 8.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.3 UPSTREAM NODE ELEVATION = 495.00 DOWNSTREAM NODE ELEVATION = 456.51 FLOWLENGTH(FEET) = 464.73 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 57.95 TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 15.45- **************************************************************************** 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.) = 15.45 RAINFALL INTENSITY(INCH/HR) = 3.69 TOTAL STREAM AREA(ACRES) = 33.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 57.95 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .55 00 INITIAL SUBAREA FLOW-LENGTH = 438.12 UPSTREAM ELEVATION = 503.40 DOWNSTREAM ELEVATION = 491.34 ELEVATION DIFFERENCE = 12.06 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.786 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.797 SUBAREA RUNOFF(CFS) = 0.84 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 0.84 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 491.34 DOWNSTREAM ELEVATION = 465.45 STREET LENGTH(FEET) = 362.82 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.06 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.2 0 HALFSTREET FLOODWIDTH(FEET) = 3.82 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.02 PRODUCT OF DEPTH&VELOCITY = 0.81 STREETFLOW TRAVELTIME(MIN) = 1.50 TC(MIN) = 16.29 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.567 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.45 SUMMED AREA(ACRES) = 0.63 TOTAL RUNOFF(CFS) = 1.29 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.21 HALFSTREET FLOODWIDTH(FEET) = 4.34 FLOW VELOCITY(FEET/SEC.) = 4.2 0 DEPTH*VELOCITY = 0.89 **************************************************************************** FLOW PROCESS FROM NODE 4.00 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 1.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.6 UPSTREAM NODE ELEVATION = 459.49 DOWNSTREAM NODE ELEVATION =456.51 FLOWLENGTH(FEET) = 4.75 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.29 TRAVEL TIME(MIN.) = 0.00 TC(MIN.) = 16.30 **************************************************************************** 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.) =16.30 RAINFALL INTENSITY(INCH/HR) = 3.57 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.2 9 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 425.00 UPSTREAM ELEVATION = 503.40 DOWNSTREAM ELEVATION = 491.34 ELEVATION DIFFERENCE = 12.06 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 14.416 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.859 SUBAREA RUNOFF(CFS) = 3.2 9 TOTAL AREA(ACRES) = 1.55 TOTAL RUNOFF(CFS) = 3.29 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 491.34 DOWNSTREAM ELEVATION = 465.49 STREET LENGTH(FEET) = 333.98 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) =0.02 0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.96 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.29 HALFSTREET FLOODWIDTH(FEET) = 7.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.2 8 PRODUCT OF DEPTH&VELOCITY = 1.51 STREETFLOW TRAVELTIME(MIN) = 1.05 TC(MIN) = 15.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.688 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOTAREA AREA(ACRES) = 0.66 SUBAREA RUNOFF(CFS) = 1.34 SUMMED AREA(ACRES) = 2.21 TOTAL RUNOFF(CFS) = 4.63 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.3 0 HALFSTREET FLOODWIDTH(FEET) = 8.46 FLOW VELOCITY(FEET/SEC.) = 5.55 DEPTH*VELOCITY = 1.64 **************************************************************************** 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 7.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION = 457.10 DOWNSTREAM NODE ELEVATION = 456.68 FLOWLENGTH(FEET) = 27.75 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 4.63 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 15.54 **************************************************************************** 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.) = 15.54 RAINFALL INTENSITY(INCH/HR) = 3.68 TOTAL STREAM AREA(ACRES) = 2.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 57.95 15.45 3.691 33.50 2 1.29 16.30 3.566 0.63 3 4.63 15.54 3.677 2.21 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 63.80 15.45 3.691 2 63.60 15.54 3.677 3 61.76 16.30 3.566 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 63.80 Tc(MIN.) = 15.45 TOTAL AREA(ACRES) = 3 6.34 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 16.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.0 UPSTREAM NODE ELEVATION = 456.18 DOWNSTREAM NODE ELEVATION = 452.26 FLOWLENGTH(FEET) = 215.15 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 63.80 TRAVEL TIME(MIN.) = 0.2 8 TC(MIN.) = 15.72 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.80 RAIN INTENSITY(INCH/HOUR) = 3.64 TOTAL AREA(ACRES) = 17.00 TOTAL RUNOFF(CFS) = 27.80 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.638 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 1.98 SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 18.98 TOTAL RUNOFF(CFS) = 31.04 TC(MIN) = 15.80 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 12.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.8 UPSTREAM NODE ELEVATION = 455.20 DOWNSTREAM NODE ELEVATION = 454.66 FLOWLENGTH(FEET) = 23.53 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 31.04 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 15.83 **************************************************************************** FLOW PROCESS FROM NODE 12.0 0 TO NODE 12.00 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.) = 15.83 RAINFALL INTENSITY(INCH/HR) = 3.63 TOTAL STREAM AREA(ACRES) = 18.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.04 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 481.36 UPSTREAM ELEVATION = 471.20 DOWNSTREAM ELEVATION = 465.00 ELEVATION DIFFERENCE = 6.20 URBAN STOAREA OVERLAND TIME OF FLOW(MINOTES) = 19.963 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.128 SXJBAREA RUNOFF (CFS) = 3.27 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 3.27 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6 >>>>>COMPOTE STREETFLOW TRAVELTIME THRU SUBAREA<«<< UPSTREAM ELEVATION = 465.00 DOWNSTREAM ELEVATION = 462.69 STREET LENGTH(FEET) = 190.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.02 0 OOTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPOTED USING MEAN FLOW(CFS) = 3.41 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70 PRODUCT OF DEPTH&VELOCITY = 0.92 STREETFLOW TRAVELTIME(MIN) = 1.17 TC(MIN) = 21.14 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.015 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.28 SUMMED AREA(ACRES) = 2.07 TOTAL RUNOFF(CFS) = 3.55 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.34 HALFSTREET FLOODWIDTH(FEET) = 10.70 FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITY = 0.96 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPOTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.14 RAINFALL INTENSITY(INCH/HR) = 3.02 TOTAL STREAM AREA(ACRES) = 2.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.04 15.83 3.633 18.98 2 3.55 21.14 3.015 2.07 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 33.99 15.83 3.633 2 29.32 21.14 3.015 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.99 Tc(MIN.) = 15.83 TOTAL AREA(ACRES) = 21.05 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 16.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.8 UPSTREAM NODE ELEVATION = 454.66 DOWNSTREAM NODE ELEVATION = 453.76 FLOWLENGTH(FEET) = 2 8.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 33.99 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 15.87 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 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.) = 15.87 RAINFALL INTENSITY(INCH/HR) = 3.63 TOTAL STREAM AREA(ACRES) = 21.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.99 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 456.00 UPSTREAM ELEVATION = 471.20 DOWNSTREAM ELEVATION =465.00 ELEVATION DIFFERENCE = 6.20 URBAN SUBAREA OVERLAND TIME OF FLOW(MINOTES) = 19.083 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.221 SUBAREA RUNOFF(CFS) = 2.34 TOTAL AREA(ACRES) = 1.32 TOTAL RUNOFF(CFS) = 2.34 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 465.00 DOWNSTREAM ELEVATION = 462.69 STREET LENGTH(FEET) = 185.60 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OOTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPOTED USING MEAN FLOW(CFS) = 2.76 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.59 PRODUCT OF DEPTH&VELOCITY = 0.83 STREETFLOW TRAVELTIME(MIN) = 1.19 TC(MIN) = 2 0.28 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.097 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.85 SUMMED AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) = 3.19 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.70 FLOW VELOCITY(FEET/SEC.) = 2.52 DEPTH*VELOCITY = 0.86 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>»USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION = 453.87 DOWNSTREAM NODE ELEVATION = 453.76 FLOWLENGTH(FEET) = 2.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.19 TRAVEL TIME(MIN.) = 0.00 TC(MIN.) = 20.28 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>»>AND COMPOTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 2 0.28 RAINFALL INTENSITY(INCH/HR) = 3.10 TOTAL STREAM AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.19 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 33.99 15.87 3.628 21.05 2 3.19 20.28 3.097 1.82 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 36.71 15.87 3.628 2 32.20 20.28 3.097 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.71 Tc(MIN.) = 15.87 TOTAL AREA(ACRES) = 22.87 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER 1 (CFS) 36.71 (MIN.) 15.87 (INCH/HOUR) 3 .628 (ACRE) 22.87 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 63.80 1 CONFLUENCE DATA Tc (MIN.) 15.72 INTENSITY (INCH/HOUR) 3 .649 AREA (ACRE) 36 .34 ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 100.30 100.14 Tc (MIN.) 15.72 15.87 INTENSITY (INCH/HOUR) 3.649 3.628 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 100.30 Tc(MIN.) = TOTAL AREA(ACRES) = 59.21 15.72 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE >>>>>CLEAR MEMORY BANK # 1 <<<<< 16.00 IS CODE = 12 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 239.00 IS CODE = >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.5 UPSTREAM NODE ELEVATION = 452.26 DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 604.11 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME(MIN.) = 0.49 424.82 MANNING'S N = 33.00 100.30 TC(MIN.) = 16.22 = 0.013 NUMBER OF PIPES = **************************************************************************** FLOW PROCESS FROM NODE 23 9.00 TO NODE 239.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 16.22 RAINFALL INTENSITY(INCH/HR) = 3.58 TOTAL STREAM AREA(ACRES) = 59.21 PEAK FLOW RATE(CFS) AT CONFLUENCE = 100.30 1 ARE: **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 21 >»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 368.65 UPSTREAM ELEVATION = 464.80 DOWNSTREAM ELEVATION = 457.50 ELEVATION DIFFERENCE = 7.3 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINOTES) = 15.137 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.740 SUBAREA RUNOFF(CFS) = 1.85 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.85 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 23.00 IS CODE = 6 >>>>>COMPOTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 457.50 DOWNSTREAM ELEVATION = 439.06 STREET LENGTH(FEET) = 279.39 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OOTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2.41 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.25 HALFSTREET FLOODWIDTH(FEET) = 6.41 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.56 PRODUCT OF DEPTH&VELOCITY = 1.16 STREETFLOW TRAVELTIME(MIN) = 1.02 TC(MIN) = 16.16 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.585 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 1.12 SUMMED AREA(ACRES) = 1.47 TOTAL RUNOFF(CFS) = 2.98 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOODWIDTH(FEET) = 6.99 FLOW VELOCITY(FEET/SEC.) = 4.90 DEPTH*VELOCITY = 1.3 0 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 239.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 25.2 UPSTREAM NODE ELEVATION = 430.07 DOWNSTREAM NODE ELEVATION = 424.82 FLOWLENGTH(FEET) = 5.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 2.98 TRAVEL TIME(MIN.) = 0.00 TC(MIN.) = 16.16 **************************************************************************** FLOW PROCESS FROM NODE 239.00 TO NODE 239.00 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.) = 16.16 RAINFALL INTENSITY(INCH/HR) =3.58 TOTAL STREAM AREA(ACRES) = 1.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.98 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .9500 INITIAL SOTAREA FLOW-LENGTH = 356.00 UPSTREAM ELEVATION = 463.13 DOWNSTREAM ELEVATION = 457.50 ELEVATION DIFFERENCE = 5.63 URBAN SUBAREA OVERLAND TIME OF FLOW(MINOTES) = 4.373 TIME OF CONCENTRATION ASSUMED AS 6-MINOTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.793 SUBAREA RUNOFF(CFS) = 2.58 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 2.58 **************************************************************************** FLOW PROCESS FROM NODE 2 0.00 TO NODE 21.00 IS CODE = 6 >>>>>COMPOTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 457.50 DOWNSTREAM ELEVATION = 439.06 STREET LENGTH(FEET) = 336.18 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.02 0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.58 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.3 0 HALFSTREET FLOODWIDTH(FEET) = 8.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.21 PRODUCT OF DEPTH&VELOCITY = 1.57 STREETFLOW TRAVELTIME(MIN) = 1.08 TC(MIN) = 7.08 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.108 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.19 SUBAREA RUNOFF(CFS) = 4.00 SUMMED AREA(ACRES) = 1.59 TOTAL RUNOFF(CFS) = 6.58 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.46 FLOW VELOCITY(FEET/SEC.) = 5.43 DEPTH*VELOCITY = 1.82 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 239.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.9 UPSTREAM NODE ELEVATION = 430.07 DOWNSTREAM NODE ELEVATION = 424.82 FLOWLENGTH(FEET) = 45.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.58 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 7.13 **************************************************************************** FLOW PROCESS FROM NODE 239.00 TO NODE 239.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPOTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.13 RAINFALL INTENSITY(INCH/HR) = 6.08 TOTAL STREAM AREA(ACRES) = 1.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.58 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 100.30 16.22 3.577 59.21 2 2.98 16.16 3.585 1.47 3 6.58 7.13 6.080 1.59 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 67.35 7.13 6.080 2 106.94 16.16 3.585 3 107.14 16.22 3.577 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 107.14 Tc(MIN.) = 16.22 TOTAL AREA(ACRES) = 62.2 7 **************************************************************************** FLOW PROCESS FROM NODE 239.00 TO NODE 237.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.0 UPSTREAM NODE ELEVATION = 424.49 DOWNSTREAM NODE ELEVATION = 422.66 FLOWLENGTH(FEET) = 94.84 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 107.14 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 16.32 **************************************************************************** FLOW PROCESS FROM NODE 237.00 TO NODE 237.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.32 RAINFALL INTENSITY(INCH/HR) = 3.56 TOTAL STREAM AREA(ACRES) = 62.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 107.14 **************************************************************************** FLOW PROCESS FROM NODE 234.00 TO NODE 234.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.00 RAIN INTENSITY(INCH/HOUR) = 3.93 TOTAL AREA(ACRES) = 84.40 TOTAL RUNOFF(CFS) = 93.20 **************************************************************************** FLOW PROCESS FROM NODE 234.00 TO NODE 237.00 IS CODE = 3 »>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.3 UPSTREAM NODE ELEVATION = 422.14 DOWNSTREAM NODE ELEVATION = 421.66 FLOWLENGTH(FEET) = 48.18 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 93.20 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 14.07 ***********************************************************************y FLOW PROCESS FROM NODE 237.00 TO NODE 237.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) =14.07 RAINFALL INTENSITY(INCH/HR) = 3.92 TOTAL STREAM AREA(ACRES) = 84.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 93.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 107.14 16.32 3.562 62.27 2 93.20 14.07 3.920 84.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 190.56 14.07 3.920 2 191.83 16.32 3.562 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 191.83 Tc(MIN.) = 16.32 TOTAL AREA(ACRES) = 146.67 **************************************************************************** FLOW PROCESS FROM NODE 237.00 TO NODE 240.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 51.0 INCH PIPE IS 39.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =16.1 UPSTREAM NODE ELEVATION = 421.33 DOWNSTREAM NODE ELEVATION = 419.72 FLOWLENGTH(FEET) = 102.49 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 191.83 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 16.43 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 >>>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.43 RAINFALL INTENSITY(INCH/HR) = 3.55 TOTAL STREAM AREA(ACRES) = 146.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 191.83 **************************************************************************** FLOW PROCESS FROM NODE 241.00 TO NODE 241.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.30 RAIN INTENSITY(INCH/HOUR) = 3.43 TOTAL AREA(ACRES) = 26.30 TOTAL RUNOFF(CFS) = 40.60 **************************************************************************** FLOW PROCESS FROM NODE 241.00 TO NODE 240.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 27.5 UPSTREAM NODE ELEVATION = 443.80 DOWNSTREAM NODE ELEVATION = 419.72 FLOWLENGTH(FEET) = 131.59 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 40.60 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 17.38 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPOTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.3 8 RAINFALL INTENSITY(INCH/HR) =3.42 TOTAL STREAM AREA(ACRES) = 26.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.60 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 191.83 16.43 3.548 146.67 2 40.60 17.38 3.421 26.30 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) 1 230.98 16.43 3.548 2 225.58 17.38 3.421 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 230.98 Tc(MIN.) = 16.43 TOTAL AREA(ACRES) = 172.97 **************************************************************************** FLOW PROCESS FROM NODE 240.00 TO NODE 67.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 24.1 UPSTREAM NODE ELEVATION = 419.3 9 DOWNSTREAM NODE ELEVATION = 366.23 FLOWLENGTH(FEET) = 1286.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 230.98 TRAVEL TIME(MIN.) = 0.8 9 TC(MIN.) = 17.32 **************************************************************************** FLOW PROCESS FROM NODE 67.00 TO NODE 67.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< + ^ I END PLANNING AREA 3.10 I ! I I BEGIN PLANNING AREA 3.11 j + ^ **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 430.19 UPSTREAM ELEVATION = 43 8.50 DOWNSTREAM ELEVATION = 417.50 ELEVATION DIFFERENCE = 21.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINOTES) = 12.105 *CAOTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.320 SUBAREA RUNOFF(CFS) = 3.09 TOTAL AREA(ACRES) = 1.3 0 TOTAL RUNOFF(CFS) = 3.09 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 6 >>>>>COMPOTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 417.50 DOWNSTREAM ELEVATION = 407.08 STREET LENGTH(FEET) = 472.38 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) =18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.02 0 OOTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.57 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.35 HALFSTREET FLOODWIDTH(FEET) = 11.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 PRODUCT OF DEPTH&VELOCITY = 1.19 STREETFLOW TRAVELTIME(MIN) = 2.30 TC(MIN) = 14.41 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.861 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 2.95 SUMMED AREA(ACRES) = 2.69 TOTAL RUNOFF(CFS) = 6.04 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOODWIDTH(FEET) = 12.07 FLOW VELOCITY(FEET/SEC.) = 3.83 DEPTH*VELOCITY = 1.41 **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 56.00 IS CODE = 3 >>>»COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>»USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.4 UPSTREAM NODE ELEVATION = 399.36 DOWNSTREAM NODE ELEVATION =399.23 FLOWLENGTH(FEET) = 27.75 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.04 TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 14.51 **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.51 RAINFALL INTENSITY(INCH/HR) = 3.84 TOTAL STREAM AREA(ACRES) = 2.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.04 **************************************************************************** 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 = 295.00 UPSTREAM ELEVATION = 431.40 DOWNSTREAM ELEVATION = 417.50 ELEVATION DIFFERENCE = 13.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINOTES) = 10.143 •CAOTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.842 SUBAREA RUNOFF(CFS) = 1.94 TOTAL AREA(ACRES) = 0.73 TOTAL RUNOFF(CFS) = 1.94 **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 6 >>>>>COMPOTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 417.50 DOWNSTREAM ELEVATION = 407.25 STREET LENGTH(FEET) = 479.48 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OOTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPOTED USING MEAN FLOW(CFS) = 3.83 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.33 HALFSTREET FLOODWIDTH(FEET) = 10.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.42 PRODUCT OF DEPTH&VELOCITY =1.12 STREETFLOW TRAVELTIME(MIN) = 2.34 TC(MIN) = 12.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.235 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.62 SUBAREA RUNOFF(CFS) = 3.77 SUMMED AREA(ACRES) = 2.35 TOTAL RUNOFF(CFS) = 5.72 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOODWIDTH(FEET) = 12.07 FLOW VELOCITY(FEET/SEC.) = 3.63 DEPTH*VELOCITY = 1.33 ***********************************************************************^*j^^^ FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<«< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.1 UPSTREAM NODE ELEVATION = 401.25 DOWNSTREAM NODE ELEVATION = 3 99.23 FLOWLENGTH(FEET) = 9.01 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.72 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 12.49 **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPOTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.49 RAINFALL INTENSITY(INCH/HR) = 4.23 TOTAL STREAM AREA(ACRES) = 2.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.72 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.04 14.51 3.843 2.69 2 5.72 12.49 4.233 2.35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLXraiNCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.20 12.49 4.233 2 11.23 14.51 3.843 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.23 Tc(MIN.) = 14.51 TOTAL AREA(ACRES) = 5.04 **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 59.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.5 UPSTREAM NODE ELEVATION = 398.90 DOWNSTREAM NODE ELEVATION = 372.23 FLOWLENGTH(FEET) = 307.84 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.23 TRAVEL TIME(MIN.) = 0.33 TC(MIN.) = 14.85 **************************************************************************** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 490.00 UPSTREAM ELEVATION = 408.80 DOWNSTREAM ELEVATION = 3 80.79 ELEVATION DIFFERENCE = 28.01 URBAN SUBAREA OVERLAND TIME OF FLOW(MINOTES) = 12.257 *CAOTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.285 SUBAREA RUNOFF(CFS) = 5.70 TOTAL AREA(ACRES) = 2.42 TOTAL RUNOFF(CFS) = 5.70 **************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 58.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.2 6 RAINFALL INTENSITY(INCH/HR) = 4.2 9 TOTAL STREAM AREA(ACRES) = 2.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.70 **************************************************************************** FLOW PROCESS FROM NODE 84.00 TO NODE 85.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<« SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 424.30 DOWNSTREAM ELEVATION = 416.50 ELEVATION DIFFERENCE = 7.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINOTES) = 22.558 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.891 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.66 TOTAL RUNOFF(CFS) = 0.86 **************************************************************************** FLOW PROCESS FROM NODE 85.00 TO NODE 86.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.9 UPSTREAM NODE ELEVATION =416.50 DOWNSTREAM NODE ELEVATION = 3 88.80 FLOWLENGTH(FEET) = 1050.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA{CFS) = 0.86 TRAVEL TIME(MIN.) = 3.61 TC(MIN.) = 26.16 **************************************************************************** FLOW PROCESS FROM NODE 86.00 TO NODE 86.00 IS CODE = 8 »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.628 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 2.23 SUBAREA RUNOFF(CFS) = 2.64 TOTAL AREA(ACRES) = 2.89 TOTAL RUNOFF(CFS) = 3.50 TC(MIN) = 26.16 **************************************************************************** FLOW PROCESS FROM NODE 86.00 TO NODE 58.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.1 UPSTREAM NODE ELEVATION = 374.30 DOWNSTREAM NODE ELEVATION = 3 73.80 FLOWLENGTH(FEET) = 95.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 3.50 TRAVEL TIME(MIN.) = 0.39 TC(MIN.) = 26.55 **************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 58.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPOTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) =26.55 RAINFALL INTENSITY(INCH/HR) = 2.60 TOTAL STREAM AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.50 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.70 12.26 4.285 2.42 2 3.50 26.55 2.603 2.89 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 7.83 12.26 4.285 2 6.96 26.55 2.603 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.83 Tc(MIN.) = 12.26 TOTAL AREA(ACRES) = 5.31 **************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA«<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.3 UPSTREAM NODE ELEVATION = 373.99 DOWNSTREAM NODE ELEVATION = 3 72.23 FLOWLENGTH(FEET) = 175.52 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.83 TRAVEL TIME(MIN.) = 0.47 TC(MIN.) = 12.72 **************************************************************************** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.83 12.72 4.183 ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.23 14.85 3.787 AREA (ACRE) 5.31 AREA (ACRE) 5.04 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.99 12.72 4.183 2 18.32 14.85 3.787 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 18.32 Tc(MIN.) = TOTAL AREA(ACRES) = 10.35 14.85 ************************************************************ **************** FLOW PROCESS FROM NODE 59.00 TO NODE 63.00 IS CODE = >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION = 371.73 DOWNSTREAM NODE ELEVATION = 368.60 FLOWLENGTH(FEET) = 257.12 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 18.32 TRAVEL TIME(MIN.) = 0.51 TC(MIN.) = 15.36 **************************************************************^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 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.) = 15.36 RAINFALL INTENSITY(INCH/HR) =3.70 TOTAL STREAM AREA(ACRES) = 10.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.32 ********************************************************************** ******** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 419.70 DOWNSTREAM ELEVATION = 404.80 ELEVATION DIFFERENCE = 14.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINOTES) = 14.091 *CAOTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.917 SUBAREA RUNOFF(CFS) = 6.25 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 6.25 **************************************************************************** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 6 >>>>>COMPOTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 404.80 DOWNSTREAM ELEVATION = 378.19 STREET LENGTH(FEET) = 686.02 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPOTED USING MEAN FLOW(CFS) = 9.19 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.39 HALFSTREET FLOODWIDTH(FEET) = 13.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.01 PRODUCT OF DEPTH&VELOCITY = 1.94 STREETFLOW TRAVELTIME(MIN) = 2.28 TC(MIN) = 16.37 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.555 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = 5.87 SUMMED AREA(ACRES) = 5.90 TOTAL RUNOFF(CFS) = 12.11 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOODWIDTH(FEET) = 14.65 FLOW VELOCITY(FEET/SEC.) = 5.35 DEPTH*VELOCITY = 2.24 **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< »>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.6 UPSTREAM NODE ELEVATION = 370.69 DOWNSTREAM NODE ELEVATION = 368.78 FLOWLENGTH(FEET) = 16.50 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 12.11 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 16.39 **************************************************************************** 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 NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) =16.3 9 RAINFALL INTENSITY(INCH/HR) = 3.55 TOTAL STREAM AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.11 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.32 15.36 3.705 10.35 2 12.11 16.39 3.553 5.90 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 29.93 15.36 3.705 2 29.68 16.39 3.553 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.93 Tc(MIN.) = 15.36 TOTAL AREA(ACRES) = 16.25 **************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 66.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 2 0.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) =8.5 UPSTREAM NODE ELEVATION = 368.45 DOWNSTREAM NODE ELEVATION = 368.19 FLOWLENGTH(FEET) = 28.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 29.93 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 15.42 **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 66.00 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.) = 15.42 RAINFALL INTENSITY(INCH/HR) = 3.70 TOTAL STREAM AREA(ACRES) = 16.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.93 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 65.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 533.78 UPSTREAM ELEVATION = 423.70 DOWNSTREAM ELEVATION = 404.80 ELEVATION DIFFERENCE = 18.90 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.007 •CAOTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CAOTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.761 SUBAREA RUNOFF(CFS) = 1.45 TOTAL AREA(ACRES) = 0.7 0 TOTAL RUNOFF(CFS) = 1.45 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 6 >>>>>COMPOTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 404.80 DOWNSTREAM ELEVATION = 378.20 STREET LENGTH(FEET) = 677.86 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OOTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPOTED USING MEAN FLOW(CFS) = 3.49 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18 PRODUCT OF DEPTH&VELOCITY = 1.23 STREETFLOW TRAVELTIME(MIN) = 2.70 TC(MIN) = 17.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.380 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.09 SUMMED AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 5.54 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.34 HALFSTREET FLOODWIDTH(FEET) = 10.52 FLOW VELOCITY(FEET/SEC.) = 4.52 DEPTH*VELOCITY = 1.52 **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 66.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPOTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.71 RAINFALL INTENSITY(INCH/HR) = 3.3 8 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.93 15.42 3.696 16.25 2 5.54 17.71 3.380 2.90 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 35.00 15.42 3.696 2 32.91 17.71 3.380 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.00 Tc(MIN.) = 15.42 TOTAL AREA(ACRES) = 19.15 **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 67.00 IS CODE = 3 >>>>>COMPOTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION =3 66.10 DOWNSTREAM NODE ELEVATION = 366.01 FLOWLENGTH(FEET) = 26.75 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 35.00 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 15.49 **************************************************************************** FLOW PROCESS FROM NODE 67.00 TO NODE 67.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 35.00 15.49 3.684 19.15 ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 230.98 17.32 3.429 172.97 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 249.96 15.49 3.684 2 263.55 17.32 3.429 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 263.55 Tc(MIN.) = TOTAL AREA(ACRES) = 192.12 17.32 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 263.55 TOTAL AREA(ACRES) = 192.12 Tc(MIN. 17.32 END OF RATIONAL METHOD ANALYSIS Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 HYDRAULIC ANALYSIS 100-Year Peak Flow Analysis JC O A li:\rBports\2352V039\a03.doc w.o. 2352-391/4/2003 2:04 PM Scenario: VLC-3.10 163 T>-1 P-2, 3.5</H3 P-3 P-4 239 Title: La Costa 3.10 & 3.11 Project Engineer: H&A Employee h;\stonTicad\2352\39\rev-lc310.stm Hunsaker & Associates StormCAD v3.0 [319] 01/04/03 11:05:36 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Pagelofi Scenario: VLC-3.10 Pipe Report Label us Node OS Node Total System Flow (cfe) Section Shape Section Size Mannings n Length (ft) US Invert Elev (ft) DS Invert Elev (ft) Slope (ft/tt) HGL In (ft) HGL Out (ft) Vel In (ft/s) Vel Out (ft/s) Cap (cfs) P-1 163 J-4 57.95 Circular 30 inch 0.013 4.80 495.00 492.60 0.500000 497.38 495.82 12.02 11.81 290.02 P-2 J-4 3.5 57.95 Circular 30 inch 0.013 122.51 492.32 483.83 0.069300 494.70 487.45 12.02 11.81 107.97 P-3 3 3.5 4.50 Circular 18 inch 0.013 21.66 485.30 484.00 0.060018 487.49 487.45 2.55 2.55 25.73 P-5 7 8 4.63 Circular 18 inch 0.013 27.75 457.10 456.68 0.015135 465.27 465.22 2.62 2.62 12.92 P-4 3.5 8 62.45 Circular 30 inch 0.013 337.42 483.50 456.51 0.079989 485.91 465.22 12.87 12.72 116.00 P-6 4 8 1.29 Circular 18 inch 0.013 4.75 459.49 456.68 0.591579 465.22 465.22 0.73 0.73 80.79 P-7 a J-9 63.80 Circular 36 inch 0.013 65.88 456.18 455.50 0.010322 464.94 464.34 9.03 9.03 67.76 P-10 g 12 31.40 Circular 24 inch 0.013 23.53 454.70 454.16 0.022949 463.61 463.16 9.99 9.99 34.27 P-8 J-9 16 63.80 Circular 36 inch 0.013 145.27 455.00 452.76 0.015420 463.32 462.00 9.03 9.03 82.82 P-9 12 16 33.99 Circular 24 inch 0.013 26.25 453.83 453.26 0.021714 462.59 462.00 10.82 10.82 33.33 P-11 15 16 3.19 Circular 18 inch 0.013 4.25 453.87 453.76 0.025882 462.00 462.00 1.81 1.81 16.90 P-12 16 J-8 100.30 Circular 36 inch 0.013 275.07 452.26 448.15 0.014942 458.87 452.65 14.19 14.19 81.53 P-13 J-8 J-11 100.30 Circular 36 inch 0.013 259.84 448.15 433.46 0.056535 451.05 440.21 14.34 14.19 158.58 P-14 J-11 239 100.30 Circular 36 inch 0.013 62.13 433.13 424.82 0.133752 440.21 438.80 14.19 14.19 243.92 Title: La Costa 3.10 & 3.11 h:\stormcad\2352\39\rev-lc3l0.stm 01/04/03 01:47:22 PM © Haestad Methods, Inc. Project Engineer: H&A Employee Hunsaker & Associates StormCAD v3.0 [319] 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Pagelofi Scenario: VLC-3.10 Node Report Label Total System Flow (cfe) Sump Elevation (ft) Rim Elevation (ft) HGL In (ft) HGL Out (ft) 163 57.95 495.00 503.00 498.50 497.38 J-4 57.95 492.32 503.00 495.82 494.70 3 4.50 483.30 491.00 487.54 487.49 7 4.63 457.10 465.49 465.31 465.27 3.5 62.45 483.50 489.86 487.45 485.91 4 1.29 459.49 465.49 465.22 465.22 8 63.80 456.18 465.22 465.22 464.94 9 31.40 454.70 463.19 463.19 463.19 J-9 63.80 455.00 464.74 464.34 463.32 12 33.99 453.83 463.16 463.16 462.59 15 3.19 453.87 463.16 462.01 462.00 16 100.30 452.26 462.87 462.00 458.87 J-8 100.30 447.82 459.46 452.65 451.05 J-11 100.30 433.13 443.22 440.21 440.21 239 100.30 424.49 438.80 438.80 438.80 Title: La Costa 3.10 & 3.11 h:\stomricad\2352\39\rev-lc310.stm Hunsaker & Associates 01/04/03 01:47:28 PM © Haestad Methods, Ino. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StomiCAD v3.0[319] (203) 755-1666 Page 1 of 1 0) CO I o £ > 2 Q. m c 0) u (0 0 a ° Ul > n < Q Q-c3 < 1 O - i D a .£ OT C) c Ul t3 (O ID to IO o CM < w D 00 o r-. <D o I- O o a o m tn > w > o o a) I ® « ._ 3 10 d j _ ? 2 to f^i 2 S ?f (0 2 ^ ° ^ o " S „ » E S •• ° S = 3 S i2 i 5 Scenario: VLC-3.11 J-10 - P-34 P-33 59 P-31 66 P-4 P-32 P-9 Title: La Costa 3.10 & 3.11 Project Engineer: H&A Employee h:\stormcad\2352\39\xlc311.stm Hunsaker & Associates StormCAD v3.0 [319] 01/04/03 12:06:19 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Pagelofi Scenario: VLC-3.11 Pipe Report Label US DS Total Section Section Mannings Length US DS Slope HGL HGL Vel Vel Cap Node Node System Shape Size n (ft) Invert Invert (ft/tt) In Out In Out (cfs) Flow Elev Elev (ft) (ft) (ft/s) (ft/s) (cfe) (ft) (ft) P-36 52 56 6.04 Circular 18 inch 0.013 27.25 399.36 399.23 0.004771 401.54 401.45 3.42 3.42 7.25 P-35 55 56 5.72 Circular 18 inch 0.013 9.01 401.25 399.23 0.224195 402.17 401.45 5.02 3.24 49.73 P-34 56 J-10 11.23 Circular 18 inch 0.013 66.65 398.90 398.50 0.006002 400.82 400.06 6.35 6.35 8.14 P-9 86 58 3.50 Circular 24 Inch 0.013 94.60 374.29 373.82 0.004968 377.25 377.23 1.11 1.11 15.94 P-33 J-10 59 11.23 Circular 18 inch 0.013 303.99 398.17 372.23 0.085332 399.45 376.94 6.99 6.35 30.68 P-32 58 59 7.83 Circular 24 inch 0.013 179.56 373.49 371.73 0.009802 377.15 376.94 2.49 2.49 22.40 P-31 59 63 18.32 Circular 24 inch 0.013 237.62 371.40 368.77 0.011068 376.46 374.90 5.83 5.83 23.80 P-1 62 63 12.11 Circular 18 inch 0.013 14.56 370.69 369.27 0.097527 375.10 374.90 6.85 6.85 32.80 P-3 63 66 29.93 Circular 24 inch 0.013 27.25 368.44 368.19 0.009174 373.77 373.30 9.53 9.53 21.67 P-4 66 67 35.00 Circular 24 inch 0.013 16.00 367.86 366.97 0.055625 371.75 371.37 11.14 11.14 53.35 Title: La Costa 3.10 & 3.11 Project Engineer: H&A Employee h:\stomricad\2352\39\xlc311.stm Hunsaker & Associates StormCAD v3.0 [319] 01/04/03 12:06:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Pagelofi Scenario: VLC-3.11 Node Report Label Total Sump Rim HGL HGL System Elevation Elevation In Out Flow (ft) (ft) (ft) (ft) (cfe) 52 6.04 399.36 407.08 401.59 401.54 55 5.72 401.25 407.25 402.29 402.17 56 11.23 398.90 406.82 401.45 400.82 86 3.50 374.29 378.00 377.26 377.25 J-10 11.23 398.17 404.10 400.06 399.45 58 7.83 373.49 380.79 377.23 377.15 59 18.32 371.40 383.58 376.94 376.46 62 12.11 370.69 378.19 375.31 375.10 63 29.93 368.44 378.40 374.90 373.77 66 35.00 367.86 378.06 373.30 371.75 67 35.00 365.99 378.06 371.37 371.37 Title: La Costa 3.10 & 3.11 h:\stormcad\2352\39\xlc311 .stm Hunsaker & Associates 01/04/03 12:06:36 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v3.0 [319] (203) 755-1666 Page 1 of 1 0) o Q. n I O > o Rl c 0) u w Is-ta ° I? S" < Q D. is 9) 3 .£ W Ol c UJ (O (O in m o CM < « D CO o I- O 3 € ID I o 2 OQ o c co" •o o £ aS S •a 2 « IS I a E I Q. 0) 0) :x « = = a„:°- in aj ago .. o ir .ti •T^ T" I- J: o Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 CURB INLET SIZING 100-Year Peak Flow Analysis JC O A h:\reponsv23S2\039ia03.doc w.o. 2352-39 1/4/2003 2:04 PM VILLAGES OF LA COSTA (P.A. 3.10-3.11) Inlet Sizing Type Inlet Street Required Use of at Slope Q(cfs) a(ft.) y(ft.)' Length of Length ^ Inlet Node % Openina (ft.) ^ (ft.) ON-GRADE 4 4.14% 1.29 0.33 0.21 4.6 6 ON-GRADE 7 4.14% 4.63 0.33 0.30 13.2 15 ON-GRADE 12 1.00% 3.55 0.33 0.34 9.2 11 ON-GRADE 15 1.00% 3.19 0.33 0.34 8.3 10 ON-GRADE 21 (exist) 4.28% 6.58 0.33 0.34 17.1 19 ON-GRADE 23(exist) 4.28% 2.98 0.33 0.27 9.2 11 ON-GRADE 52 2.93% 6.04 0.33 0.35 15.4 17 ON-GRADE 55 2.72% 5.72 0.33 0.34 14.9 16 1 FROM EQUATION Q=0.7L(0.33+DEPTH)'^3/2( City of San Diego Design Manual) 2 FROM CITY OF SAN DIEGO CHART 1-104.12 3 Length shown on plans (Length of Opening + 1 foot) Type of Inlet Node No. Street Slope % Q(cfs) a(ft.) y(ft.) Required Length of Openinq (ft.) ^ Use Length ^ (ft.) SUMP 58 NV\ 5.7 NV\ NV^ 2.9 5 SUMP 62 N\A 12.0 N\A N\A 6.0 8 SUMP 66 H\A 5.5 NV\ N\A 2.8 5 1 FROM cn •Y OF SAN DIEGO CHART 1-103.6C 2 Length shown on plans (Length of Opening + 1 foot) Assumptions: h = 6" H = 9" H/h = 1.5 L = Q/1.5 H:\EXCEL\2352\39\INLET SIZES.XLS 1/4/2003 Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 CULVERT SIZING JC OAh:\repoits\2352\039Va03.doc w.o. 2352-39 1/4/2003 2:00 PM CHART lO (I) (2) (3) BUREAU OF puautc ffOAoa JAM. I««3 HEADWATER SCALES 283 REVISED MAY 1964 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS WiTH INLET CONTROL 181 m UJ X u z a: UJ > o u. o c Ul >- Ul 2 < 5 180 168 196 144 132 120 108 96 - 84 - 72 - 60 - 84 - 48 '42 21 - 18 - IS 12 ^^11] HW * 5.4 + 454-70 = 10 p 10,000 - 8,000 - 6,000 '- 5.000 -4,000 r 3,000 r 2,000 tn u. u z o EXAMPLE 0*42 iMiiM (33 fMl) (I) (2) (3) CHART lO (I) (2) (3) r- 6. ax.» 0 HW fMl - 6. t.9 -S. t.l r.4 r t.t 7.7 -•4.. "O !• fMt - 3. - 10 - 8 - 8 - 8 4 r 3 r 2 - 1.0 6rM*« aid pr*|«*1lii4 T« M« tcaU (2) er (3) »'«|e«t herhMlallf !• MtU (l),tk«« •«« ttralftil I«eli«a4 liaa tkrM«ft 0 aad :0 lealaa, ar ra«ar«a aa illattratad. r 9. - 4. r- 6. - 5. -4. -3. - .7 - .6 - .6 I- .5 I- .5 =-:7- .6 1- .8 BUREAU OF PUBLIC ROAOS JAN. I*«3 HEADWATER SCALES 283 REVISED MAY 1964 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS WITH INLET CONTROL 181 Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 REFERENCE DATA 100-Year 6-Hour Precipitation Isopluvial Plan with Approximate Proposed Site Location County of San Diego JC O A h:\reports\2352\039\a03.doc w.o. 2352-39 1/4/2003 2:04 PM cown"y OF SAN DIEGO D£PART/t£NT OF SANITATIOM 6- . FLOOD CONTROL 100-YEAR 6-H0Uji PRECIPiTATiOfJ •20-/ ISOPLUVIALS OF 100-YEAR 6-HOUR PRECIPlTATiOfl Ifl TEflTIIS OF AN liiCIl 33* P'»p« U.S. DEPARTMEN N ATIOM AL OCEAKIC AHO AT.' IPECIAL STUOieS DRANCII. OFFICB OF II 116' msssft tsi^s ii'**!H Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 REFERENCE DATA Gutter and Roadway Discharge Velocity Chart JC OAh:\reports\2352\039\aO3.doc w.o. 2352-39 1/4/2003 2:04 PM CHART I-104.12 i « r • t n DISCHARGE (CITS) • ONE SIOE EXAMPLE: 6i»tn: Ql K) S> 2.3% Oioft »»ti:-0«pih « a4, Viiedly t 4.4 l^t 1 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 - Neighborhoods 3.10 & 3.11 REFERENCE DATA Rating Curve to Achieve 4 fps Velocity in an 18" RCP Storm Drain JC O A h:\report5\2352\039^a03.doc w.o. 2352-39 1/4/20O3 2:04 PM 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 ZS 2.0 u g1.5 1.0 0.5 0.0 0.0 P6(100-Yr) =2.9 P6(2-Yr) = 1.4 P6(2-Yr)/P6(100-Yr) = 0.5 Slope (%) Q2(cfs) 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 14 2.9 1.0 1.3 2.5 1.5 0.8 . 1.5 2.0 0.6 1.1 4 1 —— • te§ipW!@l^ up • • — 1 U— 1 • • 0 3 Stope (%) ^0 To use this Chart, plot 50% of Qioo against slope. '• *Note: Qa - O.5*QIOQ based on ratio of Pg vaiues fbr the City of Carisbad 1.0 1.0 a CS zo Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 REFERENCE DATA Brow Ditch and Associated Rip Rap Sizing JC O A h:\repoits\23S2\03gva03.doc w.o. 2352-39 1/4/2003 2:04 PM Capacity of Brow Ditch @ 15.0% at Node 163 Worksheet for Circular Channel Project Description Worksheet Node 163 Flow Element Circular Chann IVIethod Manning's Forr Solve For Channel Depth Input Data Mannings Coeffic 3.013 Slope 15.00 % Diameter 36 in Discharge 53.00 cfs Results Depth 0.92 ft Flow Area 1.8 ft' Wetted Perime 3.53 ft Top Width 2.77 ft Critical Depth 2.37 ft Percent Full 30.7 % Critical Slope 0.68 % Velocity 28.74 ft/s Velocity Head 12.84 ft Specific Energ; 13.76 ft Froude Numbe 6.21 Maximum Disc 277.86 cfs Discharge Full 258.31 cfs Slope Full 0.63 % Fiow Type Supercritical Project Engineer: H&A Employee h:\flow-m\2352\39\lc31011 .fm2 Hunsaker & Associates San Dlego FlowMaster vB.O [614b] 01/04/03 12:26:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Pagelofi Cross Section Cross Section for Circular Channel Project Description Worksheet Flow Element Method Solve For Circular Channel Circular Channel Manning's Fonnu Channel Depth Section Data Mannings Coeffic ).013 Slope 15.00 % Depth 0.92 ft Diameter 36 in Discharge 53.00 cfs V:lt. H:1 NTS h:\flow-m\2352\39\lc31011 .fm2 01/04/03 12:21:59 PM © Haestad Methods, Inc. Hunsaker & Associates San Dlego 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee FlowMaster v6.0 [614b] (203) 755-1666 Page 1 of 1 Capacity of Brow Ditch @ 1.0% at Node 86 Worksheet for Circular Channel Project Description Worksheet Node 86 Flow Element Circular Chann Method Manning's Fon Solve For Channel Depth Input Data Mannings Coeffic 3.013 Slope 1.00 % Diameter 36 in Discharge 3.50 cfs Results Depth 0.47 ft Flow Area 0.7 ft' Wetted Perime 2.43 ft Top Width 2.18 ft Critical Depth 0.58 ft Percent Full 15.6 % Critical Slope 0.40 % Velocity 4.99 ft/s Velocity Head 0.39 ft Specific Energ: 0.85 ft Froude Numbe 1.55 Maximum Disc 71.74 cfs Discharge Full 66.69 cfs Slope Full 2.75e-3 % Flow Type >upercritical Project Engineer: H&A Employee h:\flow-m\2352\39\lc31011 .fm2 Hunsaker & Associates San Dlego FlowMaster v6.0 [614b] 01/04/03 12:25 54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Pagelofi Cross Section Cross Section for Circular Channel Project Description Worksheet Flow Element Method Solve For Node 86 Circular Chann Manning's Forr Channel Deptti Section Data Mannings Coeffic D.013 Slope 1.00 % Depth 0.47 ft Diameter 36 in Discharge 3.50 cfs V:1[\ H:1 NTS h:\flow-mV2352\39\lc31011 .fm2 01/04/03 12:26:01 PM © Haestad Methods, Inc. Hunsaker & Associates San Diego 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee FlowMaster v6.0 [614b] (203) 755-1666 Page 1 of 1 Hydrology Study Villages of La Costa - Neighborhoods 3.10 & 3.11 REFERENCE DATA Curb Inlet at Sag Nomograph JC O A h:\reports\2352\039Va03.doc w.o. 2352-39 1/4/2003 2:04 PM CHART 1-I03.6C 1.0- .»- -10 .§- .7- .6- bJ bl 12 • - 8 H O O b. o -ID r ^ - 6 - 8 - 4 r 3 -2 h7 tn bl X u •5 •4 1.5 a--6 o z .5 :-5 5 bl .< a. o u. o ^ X t9 bi X J-i <9 -S F z o u. o (9 Z :^3 z bl a. o b. O X o id X -5? O O u. oe bl a. o < z hi -.05 -X)4 LX)3 o z z bJ Q. O b. O X (9 bi X b. O tfl 2 tc u • 1.0 .9 .8 .7 .6 X H O bl o z o 0. .4 .3 U 2 r4 HaitAt af larb 1—^.LI—I—i—--^—^ 1 ^*»La«at 4a»r«atiaa (41 ELEVATION Sirfaca af »aa<a< »atar 1 ^ SECTION .2 .15 REV. CITY OF SAN DIEGQ - DESIGN GUIDE SHT. NO. NOMOGRAM-CAPACITY ,CURB INLET AT SAG