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HomeMy WebLinkAboutCT 01-04; CALAVERA HILLS VILLAGE U; HYDROLOGY STUDY CALAVERA HILLS VILL U; 2003-11-03IVC' HUNSAKER ^ASSOCIATES SAN DIECO, INC. PLANNING ENGINEERING SURVEYING IRVINE LOS ANGELES RIVERSIDE SAN DIEGO HYDROLOGY STUDY for CALAVERA HILLS VILLAGE U City of Carlsbad, California Prepared for: Calavera Hills II, LLC 2727 Hoover Avenue National City, CA 91950 w.o. 0553-164 November 3, 2003 RECEIVED NOV 0^ 2003 ENGINEERING DEPARTyENT DAVE HAMMAR LEX WILLIMAN ALISA VIALPANDO Ria>fmond L. Martin, R.C.E. Project Manager Hunsaker & Associates San Diego, Inc. 10179 Huennekens St. San Diego, CA 92121 (858) 558-4500 PH (858) 558-1414 FX www.HunsakerSD.com lnfo@HunsakerSD.com V JC:JPC h:\reports\0553M64\a05.doc w.o. 0553-164 11/3/2003 2:57 PM Calavera Hills-Village U Hydrology Study TABLE OF CONTENTS SECTION Executive Summary introduction Existing Condition Proposed Project Summary of Results Conclusion References Methodology & Model Development City of San Diego Drainage Design Criteria Rational Method Hydrologic Analysis Rational Method Hydrology III 100-Year Peal< Flow for Proposed Conditions l-lydraulic Analysis IV 100-Year Peak Flow Analysis Curb Inlet Sizing V 100-Year Peak Flow Analysis Reference Data VI Figure 1 - Computation of Effective Slope for Natural Watersheds San Diego County Hydrology Manual (June 2003) - Figure 3-5 Computation of Effective Slope for Slope Natural Watersheds 100-Year 6-Hour Precipitation Isopluvial Plan with Approximate Proposed Site Location, County of San Diego Gutter and Roadway Discharge Velocity Chart Hydroiogy Map (pocket) JC:JPC h:\re(ioits\0553M64\aOS.doc w.o. 0553-164 11/3A13 2:57 PM Calavera Hills - Village U Hydrology Study Introduction EXECUTIVE SUMMARY The purpose of this study and written report is to detennine the flows and pipe sizes necessary to contain the runoff generated by the post-developed conditions of Calavera Village "U" located in Carlsbad, California. This study shall analyze the proposed storm drain so as to verify completely that the designs located within the limits ofthis subdivision and the overall scope ofthis project shall completely adhere to the specifications set forth by the City of Carlsbad. In order to verify this, this drainage report addresses the following issues: • 10O-year Peak Discharge (Site Run-off) • Complete Site Hydraulic Analysis • Curb Inlet Design VICINITYMAF N. T.: JC:JPC li:ti«ports\0553\164\aOS.doc w.o. 0553-164 11/3/03 2:57 PM Calavera Hills - Village U Hydrology Study Existing Conditions The Calavera Hills Village "U" site is located in the southeast corner ofthe intersection of Carlsbad Village Drive and College Blvd, North ofthe Proposed Calavera Hills Village "W" development, and directly East ofthe Calavera Hills Village E-1 development (See Vicinity Map). The site is currently a mass graded pad with existing drainage flowing through the site and eventually depositing into the Agua Hedionda Lagoon. The drainage ofthis area has been studied and reported in the O'Day hydrology study completed May 3, 2002 (Attached for Reference). Proposed Proiect The Calavera Hills Subdivisions are a group of ongoing developments located within the City of Carlsbad, California, which includes the Village "U" development. This specific development is a multi-family condo project consisting of 25 buildings; these buildings consist of 3-plexs and 6-plexs for a total of 134 units. Development ofthis site will include the construction of the multifamily units along with the associated streets, sidewalks, and all internal utilities including sewer, water, and stomri drain. The runoff generated from this site shall be collected by a single stonn drain system, which will channel the storm water through a utility easement at the southernmost portion of the site and exit the site through the existing 30" storm drain along College Boulevard (See Drawing 390-9, attached for Reference). Summarv of Results The 100-year flows were calculated in the Hydrology Section ofthis report for the project using the Modified Rational Method (See Section 3). In this section, the Peak Flow runoffs for the developed site were calculated using a typical multi-family runoff coefficient of 0.70 as determined by the San Diego County Hydrology Manual. Based off of this criteria, a total runoff flow (Q) of 41.36 cfs was calculated. This flow was compared to the tentative calculations prepared in the O'Day study for the offsite Storm Drain system. The preliminary calculations assumed an offsite flow (from Village "U") of 40.80 cfs. Since this is a minor increase to the initial findings by O'Day (+0.56 cfs) and will not generate any significant problems to the existing system, it can be concluded that the proposed system will successfully transport the storm water from the proposed site into the Agua Hedionda lagoon as the storm water did prior to development. The Hydraulics Section ofthis report, located in section 4, predicts the hydraulic performance of the pipes. This analysis is used to verify that the proposed system can not only convey the 100-Year peak flows, but, also, that it will do so by remaining in open channel flow thereby eliminating any potential problems that may be introduced by higher HGL's. From this analysis it was determined that all of the proposed pipes in this system are designed so that every reach of pipe has a minimum grade necessary to properly convey the 100 Year Return Period, Peak Flow Storm event. X:JPC h:\reports\0SS3M64\a05.doc w.o. 0553-164 11/3/03 2:57 PM Calavera Hills-Village U Hydrology Study Finally, all curb inlets have been analyzed in this report to ensure that no flow-by storm water is being carried in the gutters. Since all ofthe inlets were sized to capture all ofthe flows from the 100-year storm event, there is no flow-by drainage expected in this subdivision. The results ofthis analysis can be reviewed in Section 6 ofthis report. Conclusion Once developed, all runoff from the Calavera Hills Village U project will continue to drain, as expected, through the offsite system and, eventually, into the Ague Hedionda Lagoon as it did prior to development. All nuisance water tat is generated onsite shall be collected by the proposed area drain system (shown in the Precise Grading Plans) thus capturing all ofthe onsite stonn water. In doing so, the proposed storm drain system will safely convey the 100-year peak flow through the site and to the point of discharge. References "Drainage Design and Procedure Manual," County of San Diego, April 1993. "Design and Procedure Manual for Flood Control and Drainage," County of San Diego Revised April 1993. "San Diego Hydrology Manual," County of San Diego, June 2003. "Hydrology Study for Calavera Hills Phase II. "Carlsbad, CA: O'Day Consultants, May 3, 2002.. JC:JPC h:\raportsV)SS3M84\a05.doc w.o. 0553-164 11/3/03 2:57 PM Calavera Hills - Village U Hydrology Study METHODOLOGY & MODEL DEVELOPMENT Drainage Desiqn Criteria For tributary areas less than 1 square mile, the stomi drain system shall be designed so that the combination of storm drain system capacity and overflow can convey the 100-year frequency storm without damage of adjacent existing buildings or potential building sites. Runoff criteria for the underground storm drain system shall be based upon a 100-year frequency storm. Type D soil shall be assumed for all areas. If no established storm discharge flows are available, then the Rational Method shall be used to detemnine peak discharge rates. The onsite areas are presented on 1" = 40' 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 -10O-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, multi-family residential areas were designated a runoff coefficient of 0.70 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. Per City of Oceanside, California standards, a maximum 5-minute time increment is added to the initial natural sub basins. 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:JPC h:\repo<ts\0553Me4(a05.doc w.o. 0553-164 11/3/03 2:57 PM Calavera Hills - Village U Hydrology Study 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 stomn 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 of the revised time of concentration) The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES-99 computer sub area menu is as follows: JC:JPC h:\repoits\0553\ie4\a05.doc w.o. 0553-164 11/3/03 2:57 PM Calavera Hills-Village U Hydrology Study SUBAREA HYDROLOGIC PROCESS 1. Confluence analysis at node. 2. Initial sub area analysis (including time of concentration calculation). 3. Pipeflow travel time (computer estimated). 4. Pipeflow travel time (user specified). 5. Trapezoidal channel travel time. 6. Street flow analysis through subarea. 7. User - specified 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 the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: (i) . The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value is adjusted by the ratio of rainfall intensities. Qp = Qa + Qb (la/lb); Tp = Ta (ii) . In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio ofthe T values. Qp = Qb + Qa (Tb/Ta); Tp = Tb JC:JPC h:\repafts\0553\164VaOS.doo w.o. 0553-164 11/3/03 2:57 PM Calavera Hills-Village U Hydrology Study RATIONAL METHOD HYDROLOGY 100-Year Peak Flow for Calavera Hills Village E-1 Proposed Conditions JC:JPC h:\ra|>aits\0553M64\a05.doc w.o. 0553-164 11/3/03 2:57 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 s Assocaites San Diego, Inc. 10179 Huennekens Street San Diego, CA 92121 •••^•••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••oDmm ************************** DESCRIPTION OF STUDY ************************** * CALAVERA VILLAGE "U" - * * 100-YR PEAK FLOW ANALYSIS * * W.O. NO. 0553-0164 * *******************************************************************in*i*jtj^ FILE NAME: H:\AES99\0553\164\100-YR.DAT TIME/DATE OF STUDY: 12:22 9/15/2003 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) = 24.00 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 **************************************************************************jt* FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 310.00 UPSTREAM ELEVATION = 376.56 DOWNSTREAM ELEVATION = 363.55 ELEVATION DIFFERENCE = 13.01 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 7.860 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.707 SUBAREA RUNOFF(CFS) = 2.68 TOTAL AREA(ACRES) = 0.67 TOTAL RUNOFF{CFS) = 2.68 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6 >»»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA«<« UPSTREAM ELEVATION = 363.55 DOWNSTREAM ELEVATION = 350.33 STREET LENGTH(FEET) = 289.37 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.61 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.32 PRODUCT OF DEPTH&VELOCITY = 1.39 STREETFLOW TRAVELTIME(MIN) = 1.12 TC(MIN) = 8.97 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.239 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 3.85 SUMMED AREA(ACRES) = 1.72 TOTAL RUNOFF{CFS) = 6.53 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.34 HALFSTREET FLOODWIDTH(FEET) = 10.70 FLOW VELOCITY(FEET/SEC.) = 5.17 DEPTH*VELOCITY = 1.76 ************************************************************************ FLOW PROCESS FROM NODE 3.00 TO NODE 7.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.0 UPSTREAM NODE ELEVATION = 342.90 DOWNSTREAM NODE ELEVATION = 342.65 FLOWLENGTH(FEET) = 24.95 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 6.53 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 9.04 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.04 RAINFALL INTENSITY(INCH/HR) = 5.21 TOTAL STREAM AREA (ACRES) = 1.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.53 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 325.00 UPSTREAM ELEVATION = 375.29 DOWNSTREAM ELEVATION = 359.15 ELEVATION DIFFERENCE = 16.14 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 7.608 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.828 SUBAREA RUNOFF(CFS) = 1.67 TOTAL AREA (ACRES) = 0.41 TOTAL RUNOFF (CFS) = 1.67 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 359.15 DOWNSTREAM ELEVATION = 350.33 STREET LENGTH(FEET) = 313.85 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) = 3.21 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.62 PRODUCT OF DEPTH&VELOCITY = 1.09 STREETFLOW TRAVELTIME (MIN) = 1.44 TC{MIN) = 9.05 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.211 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA{ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 3.06 SUMMED AREA(ACRES) = 1.25 TOTAL RUNOFF(CFS) = 4.74 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOODWIDTH(FEET) = 10.70 FLOW VELOCITY(FEET/SEC.) = 3.75 DEPTH*VELOCITY = 1.28 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.5 UPSTREAM NODE ELEVATION = 342.70 DOWNSTREAM NODE ELEVATION = 342.65 FLOWLENGTH(FEET) = 4.96 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 4.74 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 9.07 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 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.) = 9.07 RAINFALL INTENSITY(INCH/HR) = 5.20 TOTAL STREAM AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.74 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.53 9.04 5.213 1.72 2 4.74 9.07 5.205 1.25 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.26 9.04 5.213 2 11.25 9.07 5.205 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE{CFS) = 11.26 TC(MIN.) = 9.04 TOTAL AREA(ACRES) = 2.97 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 14.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.8 UPSTREAM NODE ELEVATION = 342.32 DOWNSTREAM NODE ELEVATION = 305.43 FLOWLENGTH(FEET) = 680.41 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 11.26 TRAVEL TIME(MIN.) = 0.88 TC(MIN.) = 9.93 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.93 RAINFALL INTENSITY(INCH/HR) = 4.91 TOTAL STREAM AREA(ACRES) = 2.97 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.26 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 336.02 DOWNSTREAM ELEVATION = 315.67 ELEVATION DIFFERENCE = 20.35 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.084 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.860 SUBAREA RUNOFF(CFS) = 2.59 TOTAL AREA(ACRES) = 0.76 TOTAL RUNOFF(CFS) = 2.59 + + I REFER TO FIGURE 1 -COMPUTATION OF EFFECTIVE SLOPE (REFERENCE DATA) | I based on County of San Diego 2003 Hydrology Manual Figure 3-5 | + + **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 315.67 DOWNSTREAM ELEVATION = 305.95 STREET LENGTH(FEET) = 206.32 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) = 3.60 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.06 PRODUCT OF DEPTH&VELOCITY = 1.23 STREETFLOW TRAVELTIME(MIN) = 0.85 TC(MIN) = 10.93 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.614 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 2.03 SUMMED AREA(ACRES) = 1.39 TOTAL RUNOFF(CFS) = 4.62 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 FLOW VELOCITY(FEET/SEC.) = 4.34 DEPTH*VELOCITY = 1.39 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 14.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION = 301.03 DOWNSTREAM NODE ELEVATION = 300.81 FLOWLENGTH(FEET) = 22.40 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 4.62 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 11.00 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES OSED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.00 RAINFALL INTENSITY(INCH/HR) = 4.60 TOTAL STREAM AREA (ACRES) = 1.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.62 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 479.40 UPSTREAM ELEVATION = 336.02 DOWNSTREAM ELEVATION = 316.51 ELEVATION DIFFERENCE = 19.51 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.875 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.92 6 SUBAREA RUNOFF(CFS) = 4.17 TOTAL AREA(ACRES) = 1.21 TOTAL RUNOFF(CFS) = 4.17 + + 1 REFER TO FIGURE 1 -COMPUTATION OF EFFECTIVE SLOPE (REFERENCE DATA) | I based on County of San Diego 2003 Hydrology Manual Figure 3-5 | + ^ **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 6 »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 316.51 DOWNSTREAM ELEVATION = 305.95 STREET LENGTH(FEET) = 255.41 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) = 5.23 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.91 PRODUCT OF DEPTH&VELOCITY = 1.58 STREETFLOW TRAVELTIME(MIN) = 0.87 TC(MIN) = 10.74 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.666 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF{CFS) = 2.12 SUMMED AREA(ACRES) = 1.86 TOTAL RUNOFF(CFS) = 6.30 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.34 HALFSTREET FLOODWIDTH(FEET) = 10.70 FLOW VELOCITY(FEET/SEC.) = 4.98 DEPTH*VELOCITY = 1.70 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.9 UPSTREAM NODE ELEVATION = 301.03 DOWNSTREAM NODE ELEVATION = 300.81 FLOWLENGTH(FEET) = 22.37 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.30 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 10.80 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 10.80 RAINFALL INTENSITY(INCH/HR) = 4.65 TOTAL STREAM AREA(ACRES) = 1.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.30 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.26 9.93 4.909 2.97 2 4.62 11.00 4.595 1.39 3 6.30 10.80 4.648 1.86 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 21.54 9.93 4.909 2 21.52 10.80 4.648 3 21.38 11.00 4.595 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.54 Tc(MIN.) = 9.93 TOTAL AREA(ACRES) = 6.22 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 21.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA«<« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.4 UPSTREAM NODE ELEVATION = 300.48 DOWNSTREAM NODE ELEVATION = 295.83 FLOWLENGTH(FEET) = 300.98 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 21.54 TRAVEL TIME(MIN.) = 0.53 TC(MIN.) = 10.4 6 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.46 RAINFALL INTENSITY(INCH/HR) = 4.75 TOTAL STREAM AREA(ACRES) = 6.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.54 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 222.70 UPSTREAM ELEVATION = 306.65 DOWNSTREAM ELEVATION = 303.77 ELEVATION DIFFERENCE = 2.88 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.862 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.930 SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 1.26 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 303.77 DOWNSTREAM ELEVATION = 300.73 STREET LENGTH(FEET) = 137.59 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 COMPUTED USING MEAN FLOW(CFS) = 2.18 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.01 PRODUCT OF DEPTH&VELOCITY = 0.85 STREETFLOW TRAVELTIME(MIN) = 0.76 TC(MIN) = 10.63 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.699 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 1.81 SUMMED AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 3.09 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOODWIDTH(FEET) = 8.77 FLOW VELOCITY(FEET/SEC.) = 3.48 DEPTH*VELOCITY = 1.05 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 21.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.7 UPSTREAM NODE ELEVATION = 295.89 DOWNSTREAM NODE ELEVATION = 295.83 FLOWLENGTH(FEET) = 6.40 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.09 TRAVEL TIME(MIN.) = 0.02 TC{MIN.) = 10.65 kr*************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 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.) = 10.65 RAINFALL INTENSITY(INCH/HR) = 4.69 TOTAL STREAM AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.09 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 226.25 UPSTREAM ELEVATION = 306.25 DOWNSTREAM ELEVATION = 303.09 ELEVATION DIFFERENCE = 3.16 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.689 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.987 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.40 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 303.06 DOWNSTREAM ELEVATION = 300.73 STREET LENGTH(FEET) = 167.36 CURB HEIGHT (INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.74 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY = 0.68 STREETFLOW TRAVELTIME (MIN) = 1.17 TC(MIN) = 10.85 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.635 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA (ACRES) = 0.21 SUBAREA RUNOFF (CFS) = 0.68 SUMMED AREA (ACRES) = 0.61 TOTAL RUNOFF (CFS) = 2.08 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOODWI DTH (FEET) = 8.77 FLOW VELOCITY(FEET/SEC.) = 2.34 DEPTH*VELOCITY = 0.71 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.3 UPSTREAM NODE ELEVATION = 296.07 DOWNSTREAM NODE ELEVATION = 295.83 FLOWLENGTH(FEET) = 24.10 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 2.08 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 10.95 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 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.) = 10.95 RAINFALL INTENSITY(INCH/HR) = 4.61 TOTAL STREAM AREA (ACRES) = 0.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.08 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 21.54 10.46 4.747 6.22 2 3.09 10.65 4.692 0.92 3 2.08 10.95 4.609 0.61 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 26.61 10.46 4.747 2 26.42 10.65 4.692 3 26.02 10.95 4.609 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.61 Tc(MIN.) = 10.46 TOTAL AREA(ACRES) = 7.75 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 28.50 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.4 INCHES PIPEFLOW VELOCITY{FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION = 295.50 DOWNSTREAM NODE ELEVATION = 294.21 FLOWLENGTH(FEET) = 132.84 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 26.61 TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 10.73 **************************************************************************** FLOW PROCESS FROM NODE 28.50 TO NODE 28.50 IS CODE = 10 >»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 144.37 UPSTREAM ELEVATION = 370.00 DOWNSTREAM ELEVATION = 311.00 ELEVATION DIFFERENCE = 59.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.512 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.793 SUBAREA RUNOFF (CFS) = 0.86 TOTAL AREA (ACRES) = 0.18 TOTAL RUNOFF (CFS) = 0.8 6 *************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 311.00 DOWNSTREAM ELEVATION = 303.68 STREET LENGTH(FEET) = 430.50 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) = 3.19 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.99 PRODUCT OF DEPTH&VELOCITY = 0.96 STREETFLOW TRAVELTIME(MIN) = 2.40 TC(MIN) = 8.40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.468 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 4.67 SUMMED AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 5.53 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.38 HALFSTREET FLOODWIDTH(FEET) = 12.64 FLOW VELOCITY(FEET/SEC.) = 3.22 DEPTH&VELOCITY = 1.22 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 28.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.7 UPSTREAM NODE ELEVATION = 295.05 DOWNSTREAM NODE ELEVATION = 294.88 FLOWLENGTH(FEET) = 16.80 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 5.53 TRAVEL TIME(MIN.) = 0.05 TG(MIN.) = 8.45 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 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.) = 8.45 RAINFALL INTENSITY(INCH/HR) = 5.45 TOTAL STREAM AREA (ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.53 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 226.29 UPSTREAM ELEVATION = 370.00 DOWNSTREAM ELEVATION = 312.15 ELEVATION DIFFERENCE = 57.85 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.677 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH OSED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.793 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA (ACRES) = 0.40 TOTAL RUNOFF (CFS) = 1.90 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 312.15 DOWNSTREAM ELEVATION = 303.68 STREET LENGTH(FEET) = 368.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 ••TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.73 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.50 PRODUCT OF DEPTH&VELOCITY = 1.12 STREETFLOW TRAVELTIME(MIN) = 1.75 TC(MIN) = 7.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.759 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA (ACRES) = 0.92 SUBAREA RUNOFF (CFS) = 3.71 SUMMED AREA(ACRES) = 1.32 TOTAL RUNOFF(CFS) = 5.61 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.36 HALFSTREET FLOODWIDTH(FEET) = 11.67 FLOW VELOCITY(FEET/SEC.) = 3.79 DEPTH&VELOCITY = 1.36 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 3 >»»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.7 UPSTREAM NODE ELEVATION = 295.10 DOWNSTREAM NODE ELEVATION = 294.88 FLOWLENGTH(FEET) = 22.33 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA(CFS) = 5.61 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 7.82 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.82 RAINFALL INTENSITY(INCH/HR) = 5.73 TOTAL STREAM AREA(ACRES) = 1.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.61 •• CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.53 8.45 5.448 1.40 2 5.61 7.82 5.728 1.32 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 10.87 7.82 5.728 2 10.86 8.45 5.448 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.87 Tc(MIN.) = 7.82 TOTAL AREA(ACRES) = 2.72 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.50 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.9 UPSTREAM NODE ELEVATION = 294.50 DOWNSTREAM NODE ELEVATION = 294.21 FLOWLENGTH (FEET) = 28.80 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.87 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 7.89 **************************************************************************** FLOW PROCESS FROM NODE 28.50 TO NODE 28.50 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 10.87 7.89 5.695 2.72 •• MEMORY BANK # 1 CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 26.61 10.73 4.670 7.75 •• PEAK FLOW RATE TABLE •• STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 32.69 7.89 5.695 2 35.52 10.73 4.670 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.52 Tc(MIN.) = 10.73 TOTAL AREA(ACRES) = 10.47 **************************************************************************** FLOW PROCESS FROM NODE 28.50 TO NODE 28.50 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 28.50 TO NODE 31.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< I DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 293.88 DOWNSTREAM NODE ELEVATION = 291.75 FLOWLENGTH(FEET) = 208.30 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 35.52 TRAVEL TIME(MIN.) = 0.38 TC(MIN.) = 11.11 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.11 RAINFALL INTENSITY(INCH/HR) = 4.57 TOTAL STREAM AREA(ACRES) = 10.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.52 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 154.22 UPSTREAM ELEVATION = 310.64 DOWNSTREAM ELEVATION = 302.00 ELEVATION DIFFERENCE = 8.64 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 5.035 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.793 SUBAREA RUNOFF(CFS) = 1.09 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 1.09 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 6 »»>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 302.00 DOWNSTREAM ELEVATION = 300.00 STREET LENGTH(FEET) = 151.11 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 = 2 ••TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.24 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.23 PRODUCT OF DEPTH&VELOCITY = 0.63 STREETFLOW TRAVELTIME(MIN) = 1.13 TC(MIN) = 7.13 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.077 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 4.25 SUMMED AREA(ACRES) = 1.23 TOTAL RUNOFF(CFS) = 5.35 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 FLOW VELOCITY(FEET/SEC.) = 2.51 DEPTH&VELOCITY = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.13 RAINFALL INTENSITY(INCH/HR) = 6.08 TOTAL STREAM AREA(ACRES) = 1.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.35 •• CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 35.52 11.11 4.566 10.47 2 5.35 7.13 6.077 1.23 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. •• PEAK FLOW RATE TABLE •• STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 32.03 7.13 6.077 2 39.54 11.11 4.566 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.54 Tc(MIN.) = 11.11 TOTAL AREA(ACRES) = 11.70 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 34.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.3 UPSTREAM NODE ELEVATION = 289.70 DOWNSTREAM NODE ELEVATION = 287.91 FLOWLENGTH(FEET) = 107.84 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 39.54 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 11.27 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 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.) = 11.27 RAINFALL INTENSITY(INCH/HR) = 4.52 TOTAL STREAM AREA(ACRES) = 11.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.54 *************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 180.69 UPSTREAM ELEVATION = 302.90 DOWNSTREAM ELEVATION = 301.00 ELEVATION DIFFERENCE = 1.90 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 9.518 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.045 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 6 »>»COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA««< UPSTREAM ELEVATION = 301.00 DOWNSTREAM ELEVATION = 300.00 STREET LENGTH(FEET) = 77.69 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 = 2 ••TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.16 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.22 HALFSTREET FLOODWIDTH(FEET) = 4.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.62 PRODUCT OF DEPTH&VELOCITY = 0.36 STREETFLOW TRAVELTIME(MIN) = 0.80 TC(MIN) = 10.31 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.790 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 1.54 SUMMED AREA (ACRES) = 0.57 TOTAL RUNOFF (CFS) = 1.93 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.24 HALFSTREET FLOODWIDTH(FEET) = 5.86 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH&VELOCITY = 0.51 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.31 RAINFALL INTENSITY(INCH/HR) = 4.79 TOTAL STREAM AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93 •• CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 39.54 11.27 4.524 11.70 2 1.93 10.31 4.790 0.57 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 39.28 10.31 4.790 2 41.36 11.27 4.524 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.36 Tc(MIN.) = 11.27 TOTAL AREA (ACRES) = 12.27 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 41.36 Tc(MIN.) = 11.27 TOTAL AREA(ACRES) = 12.27 END OF RATIONAL METHOD ANALYSIS 1 Calavera Hills - Village U Hydrology Study HYDRAULIC ANALYSIS 100-Year Peak Flow Analysis JC:JPC h:\repons\0553\ie4\a0S.doc w.o. 0553-164 11/3/03 2:57 PM Scenario: Base P-1 P-2 P-3 P-6 13 P-20 DIVERSION STRUCTURE 1 P-15 0-1 Title: Calavera Village U h:\stormcad\0553\164\0227$hyd-01 .stm 11/03/03 03:09:01 PM ©Haestad Methods, Inc. Hunsaker & Associates - San Dlego, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v5.5 [5.5003] H-203-755-1666 Pagelofi Scenario: Base Combined Pipe\Node Report Label Upstream Downstrean Length :;onstructec Section Mannings Upstrean-Downstrean Hydraulic Hydraulic Average Fuli Velocity Velocity Node Node (ft) Slope Size n Invert Invert Grade Grade Velocity Capacity In Out m) Elevation Elevation Line In Line Out (ft/s) (cfs) (tt/s) (ft/s) (ft) (ft) (ft) (ft) P-15 DIVERSION STRUCTUI 0-1 117.08 0.016570 30 inch 0.013 287.60 285.66 289.76 287.36 10.40 52.80 9.18 11.63 P-7 14 J-3 225.50 0.016142 24 inch 0.013 300.48 296.84 302.14 298.68 7.43 28.74 7.73 7.12 P-8 J-3 21 68.11 0.009984 24 inch 0.013 296.51 295.83 298.25 297.82 7.14 22.60 7.41 6.86 P-9 21 28.5 128.84 0.010012 30 inch 0.013 295.50 294.21 297.26 296.66 6.33 41.04 7.21 5.45 P-13 28.5 31 208.30 0.010226 30 inch 0.013 293.88 291.75 295.90 294.16 7.84 41.48 8.35 7.33 P-12 28 28.5 28.80 0.010069 30 inch 0.013 294.50 294.21 296.67 296.66 2.32 41.16 2.41 2.22 P-11 27 28 22.33 0.009852 18 inch 0.013 295.05 294.83 296.79 296.73 3.17 10.43 3.17 3.17 P-10 24 28 19.59 0.010209 18 inch 0.013 295.03 294.83 296.78 296.73 3.13 10.61 3.13 3.13 P-6 13 14 22.37 0.009835 18 inch 0.013 301.03 300.81 302.87 302.79 3.57 10.42 3.57 3.57 P-5 10 14 22.39 0.009826 18 inch 0.013 301.03 300.81 302.83 302.79 2.61 10.41 2.61 2.61 P-16 17 21 6.40 0.009375 18 inch 0.013 295.89 295.83 297.83 297.82 1.75 10.17 1.75 1.75 P-17 20 21 24.10 0.009959 18 inch 0.013 296.07 295.83 297.83 297.82 1.18 10.48 1.18 1.18 P-19 31 34 119.87 0.023943 30 inch 0.013 291.42 288.55 293.54 292.44 8.48 63.46 8.91 8.06 P-20 34 DIVERSIO 3.01 0.009967 30 inch 0.013 288.22 288.19 291.88 291.85 8.43 40.95 8.43 8.43 P-1 3 7 24.96 0.010016 18 inch 0.013 342.90 342.65 343.89 343.52 5.71 10.51 5.29 6.14 P-2 6 7 4.96 0.010081 18 inch 0.013 342.70 342.65 343.54 343.52 4.56 10.55 4.68 4.44 P-3 7 J-1 285.92 0.129022 24 inch 0.013 342.32 305.43 343.52 305.93 11.94 81.25 5.70 18.18 P-21 J-1 J-4 249.32 0.010148 24 inch 0.013 305.10 302.57 306.30 303.56 6.47 22.79 5.70 7.23 P-22 J-4 14 133.17 0.010738 24 inch 0.013 302.24 300.81 303.44 302.79 4.65 23.44 5.70 3.59 Title: Calavera Village U h:\stormcad\0553\164\0227$hyd-01.stm 11/03/03 01:12:11 PM Hunsaker & Associates - San Dlego, Inc. © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA -H-203-755-1666 Project Engineer: H&A Employee StormCAD v5.5 [5.5003] Page 1 of 1 Profile Scenario: Base Profile: Profile - 7 Scenario: Base 28.80 f( ! S = 305.00 295.00 Elevation (ft) 265.00 0+00 1+00 2+00 3+00 5+00 Title: Calavera Village U h:\stormcad\0553\164\0227$hyd-01 .stm 11/03/03 01:56:44 PM Station (ft) Hunsaker & Associates - San Dlego, Inc. © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA -1-1-203-755-1666 Project Engineer: H&A Employee StomiCAD V5.5 [5.5003] Page 1 of 1 Profile Scenario: Base mm". CCM ^ tp (0 CM (O P ° ==o"g• 2 > > > E 3 Profile: Profile - 8 Scenario: Base 325.00 Elevation (ft) 320.00 315.00 300.00 Concrete = 0.010012 ft/n Title: Calavera Village U h:\stonncad\0553\164\0227$hyd-01 .stm 11/03/03 01:55:57 PM 5+00 6+00 station (ft) Hunsaker & Associates - San Diego, Inc. I Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 p-8 24 Incli Concrete 68.11ft @ S = 0.009984 ft/tt Project Engineer: H&A Employee StonnCAD v5.5 [5.5003] Page 1 of 1 Profile Scenario: Base Profile: Profile - 3 Scenario: Base O C -• cocpJEiEco >.ii „tOCDCM<r)fO is > > >.i i o ^ ^CO CM on iS >.i i 24.93 fl 4.96 ft P-2 18 inch Concrete S = 0.010081 ft/ft P-1 18 inch Concrete 355.00 350.00 Elevation (ft) 345.00 0+00 S = 0.010016 ft/ft 340.00 1+00 Station (ft) Title: Calavera Village U Project Engineer: H&A Employee h:\stomicad\0553\164\0227$hyd-01 .stm Hunsaker & Associates - San Diego, Inc. StonmCAD v5.5 [5.5003] 11/03/03 01:54:08 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Profile Scenario: Base Profile: Profile - 4 Scenario: Base CO « OPO -o iS>.i 1 l-T-T-'^COO oo oo CO o ifj ""O O 0° O) CD CM CO CO CO ijS CO * • =• CO ,• ':1i=i=J=o _ -f2>>>>.^Z} CO occo mto -o M" • • ""co + "t^o ro ..p coiS >| = T-co =a:w •4* z: p-6 22.37 ft 18 inch Concrete (® S = 0.009835 ft/ft 310.00 305.00 Elevation (ft) 300.00 0+00 ^P-5 22.39 ft 18 inch Concrete @ S = 0.009826 ft/ft 1+00 Station (ft) Title: Calavera Village U h:\stormcad\0553\164\0227$hyd-01 .stm 11/03/03 01:54:29 PM © Haestad Methods, Inc. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v5.5 [5.5003] +1-203-755-1666 Page 1 of 1 Profile Scenario: Base Profile: Profile - 5 Scenario: Base p-16 6.40 ft 18 inch Concrete @ 8 = 0.009375 ft/ft CO *^0) OCsl 1^ °0 CO CO 00*^*^0 00 CO oo in lo ^iri loins'^ <D O) 05 o> <^ o 0) OfM CMCM iJo^ + -T . . HO) h- If) 0)rs.(D ?+^ScN ois>|i A / p-17 24.10 ft 18 inch exonerate S = 0.009959 ft/ft 295.00 305.00 300.00 Elevation (ft) 0+00 1+00 Station (ft) Title: Calavera Village U h:\stormcad\0553\164\0227$hyd-01 .stm Hunsaker & Associates - San Dlego, Inc. 11/03/03 01:54:53 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v5.5 [5.5003] +1-203-755-1666 Pagelofi Profile Scenario: Base Profile: Profile - 6 Scenario: Base CO £i *-iOo)9 '*-o)(3oin — « > E S csia)£a:co ^OOOOTJ-OO'^ oois > > >.i 3 CM lO pi +„lO. CVJ CM iS> . :io T-lf) .ii •••• / 22.33 ft P-11 18 incii (® 8 = 0 19.59 ft P-10 18 inch Concrete mS = 0.010209 ft/ft 305.00 300.00 Concrete 009852 ft/ft 295.00 Elevation (ft) 290.00 0+00 1+00 Station (ft) Title: Caiavera Village U h:\stormcad\0553\164\0227$hyd-01 .stm 11/03/03 01:28:17 PM © Haestad Methods, Inc. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: H&A Employee StormCAD v5.5 [5.5003] +1-203-755-1666 Page 1 of 1 Calavera Hills - Village U Hydrology Study CURB INLET SIZirjG 100-Year Pealc Flow Analysis JC:JPC li:\rapoitsia5S3\164\aa5.doc w.o. 0553-164 11/3/03 2:57 PM CALAVERA VILLAGE U INLET SIZING Type Inlet Street Required Use of at Slope Q(cfs) a(ft) y(ft)' Length of Length^ Inlet Node % Opening (ft)^ (ft) ON GRADE 3 5.74% 6.53 0.33 0.31 18.2 20 ON GRADE 6 5.74% 4.74 0.33 0.28 14.2 16 ON GRADE 10 1.50% 4.62 0.33 0.35 11.8 13 ON GRADE 13 1.50% 6.30 0.33 0.38 15.0 17 ON GRADE 24 1.50% 5.53 0.33 0.37 13.5 15 ON GRADE 27 1.50% 5.61 0.33 0.37 13.7 15 1 FROM EQUATION Q=0.7L(A+Y)'^3/2 ^ FROM CITY OF SAN DIEGO CHART 1-104.12 ^ LENGTH SHOWN ON PLANS (LENGTH OF OPENING + 1 FOOT) Existing inlets that require inlet length changes will be construction changed. Type Inlet Required Use of at Q(cfe) Length of Length Inlet Node Opening (ft)^ m' SUMP 17 3.09 1.5 5 SUMP 20 2.08 1.0 5 SUMP 31 5.35 2.7 5 SUMP 34 1.93 1.0 5 ^ FROM CITY OF SAN DIEGO CHART 1-103.6C ^ LENGTH SHOWN ON PLANS (LENGTH OF OPENING + 1 FOOT) INLETS ON GRADE.XLS 11/3/2003 Calavera Hills-Village U Hydrology Study REFERENCE DATA Computation of Effective Slope for Natural Watersheds JC:JPC h:\repoits\O553\164\a05.doc w.o. 0553-164 11/3/03 2:57 PM 350.97 -12.00% FIGURE 1- COMPUTATION OF EFFECTIVE SLOPE FOR NATURAL WATERSHEDS . ^t"uKV * AREA "A"= AREA "B 306.1 Watershed Divide, Watershed Divide Stream Profile Area "A" = Area "B" SOURCE: Califomia Division of Highways (1941) and Kirpich (1940) Design Point (Watershed Outlet) - FIGURE Computation of Effective Slope for Natural Watersheds Calavera Hills - Village U Hydrology Study REFERENCE DATA 100-Year 6-Hour Precipitation Isopluvial Plan with Approximate Proposed Site Location County of San Diego JC:JPC h:\Fepoi1s\05S3V164\aOS.doc w.o. 0553-164 11/3rt)3 2;57PM coujfry OF SAN DXECO OEPARTHEfn' OF SANITATION . FLOOO COOTROL 100-YEAR 6-HOUll PRECIPITATION 30« 15' 33' h5* U.S. DEPARTMEN NATIONAL OCKAKie AND ATI iPreiAt. STUoiBs ORAMCII, orrics or ii 30», -20>' ISOPLUVIALS PnECIPITATfOri IM OF 10O-YEAR 6-HOUR EMTHS OF AN KiCII t-VtJIotttt/AlL i4 hr OFCOUMERCB OmiKliie AOiaMISTRATIOII niioi.oav. NATIOHAI, WCATIIXII SCIIVICB 118» II6* Calavera Hills-Village U Hydrology Study REFERENCE DATA Gutter and Roadway Discharge Velocity Chart JC:JPC h:\repoits10553\164\a05.doo w.o. 0553-164 11/3/03 2:57 PM CHART I-I04.I2 • ixrrj ONC Dec 0«.T I .III I 9 « 7 I t 10 20 I 3« I t R.EV. CITY OF SAN DIEGO - DESIGN GUIDE GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART SHT. NO.