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CT 01-03; CALAVERA HILLS VILLAGE E-1; HYDROLOGY STUDY CALAVERA HILLS VILL E-1; 2003-05-16
HUNSAKER ^ASSOCIATES SAN DIECO, INC. PLANNING ENGINEERING SURVEYING IRVINE RIVERSIDE SAN DIEGO HYDROLOGY STUDY for CALAVERA HILLS VILLAGE E-1 City of Carlsbad, California Prepared for: Calavera Hills II, LLC 2727 Hoover Avenue National City, CA 91950 w.o. 1941-27 May 16, 2003 DAVE HAMMAR LEX WILLIMAN ALISA VIALPANDO DANA SEGUIN 10179 Huennel<ens St. San Diego, CA 92121 (858) 558-4500 PH (858)558-1414 FX www.Hunsai<erSD.com lnfo@Hunsal<erSD.com R^yrp6nd L. Martin, R.C.E. Project Manager Hunsaker & Associates San Diego^c. MM:smm hiVeportsM 94 l\27\a08.doc w.o. 1941-27 5/16/03 3:07 PM Calavera Hills - Village E-1 Hydrology Study TABLE OF CONTENTS Executive Summary Introduction Existing Conditions Proposed Project Summary of Results Conclusions References Methodology & Model Development City of San Dlego Drainage Design Criteria Rational Method Hydrologic Analysis SECTION Rational Method Hydrology 100-Year Peak Flow for Proposed Conditions III Hydraulic Analysis 100-Year Peak Flow Analysis IV Hydraulic Analysis (STORM) Balanced Energy Demonstration using STORM to Verify HGL Calculations Curb Inlet Sizing 100-Year Peak Flow Analysis VI Brow Ditch Analysis Pre/Post Developed Brow Ditch Calculations (AES99) Vll MM:smm b:Veports\1941\27\a08.doc W.O. 1941-27 S/16/03 3:08 PM Calavera Hills - Village E-1 Hydrology Study Reference Data Vlll Existing Conditions - StormCAD Analysis of Post Developed Flows 100-Year 6-Hour Precipitation Isopluvial Plan with Approximate Proposed Site Location, County of San Diego Gutter and Roadway Discharge Velocity Chart Rating Curve for 18" RCP City of San Diego - Chart 1-103.6 C. Hydrology Map (Pocket #1) Developed Brow Ditch Hydrology Map (Pocket #2) City of Carlsbad Drawing Number 219-9 (Pocket #3) Reference Drawings ofthe Existing Storm Drain Along Glasgow Drive, Woodstock Street, and Dover Way MMismm h:Vepom\1941V27Na08.(loc w.a 1941-27 5/lfi'03 3:10 PM Calavera Hills - Village E-1 Hydrology Study EXECUTIVE SUMMARY Introduction The purpose of this study and written report is to determine the flows and pipe sizes necessary to contain the runoff generated by the post-developed conditions of Village E-1 located in Carlsbad, Califomia. 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 PROJECT SITE VICINITYMAF N.T.S. MM:stDm li:Vqx»te\194t\27\a08.doc W.0.1941-27 5/I6rt)3 3:06 PM Calavera Hills - Village E-1 Hydrology Study Existing Conditions The Calavera Hills E-1 site is located in the southeast corner of the intersection of Glasgow Drive and Carlsbad Village Drive (See Vicinity Map). The site is currently a mass graded pad with drainage flowing from the northeast comer ofthe lot to an existing Type "F" basin located in the southwest comer near Glasgow Drive. The flows collected in this inlet exit the site through the existing 18" RCP storm drain running along Glasgow Drive and eventually flow into a tributary ofthe Agua Hedionda Lagoon. This system was constructed in the mid-1980's by the City of Carisbad Drawing No. 219-9. (See of City of Carisbad Drawing No. 219-9 in Pocket 3 ofthis report.) Proposed Project The Calavera Hills subdivisions are a group of ongoing developments located within the City of Carisbad, Califomia, which include Village E-1. This specific development is a multi-family condo project consisting of 28 buildings; these buildings consist of 3-plexs and 6-plexs for a total of 117 units. Development of this site will include the construction ofthe multifamily units along with all ofthe associated streets, sidewalks, and intemal utilities including water, sewer, and stonn drain. The mnoff generated from this site shall be collected by a single storm drain system, which will capture all of the runoff on-site and channel it to the southern-most entrance, Esker Way. At this point the drainage will enter into the proposed storm drain system along Glasgow Drive, included on Drawing 405-6b. The upgrade for the existing storm drain system to 24" was detennined to be necessary because the existing system was not sized for the 100-year return period storm event onsite. The existing temporary 18" pipe serving the Type "F" will be removed at the build out of the project. MM:smm li:\ic|>oiteVI94m7>a08Jac W.0.1941-27 »1»03 3:06 PM Calavera Hills - Village E-1 Hydrology Study Summary of Results The 100-year flows were calculated in the Hydrology Section ofthis report for this project using the Modified Rational Method. All ofthese calculations can be found in Section 3. In this section, the peak flow runoffs for the developed site were calculated using typical multifamily runoff coefficients as detennined by the San Diego Flood Control District. A total runoff (Q) of 30.63 cfs was calculated. Of the 30.63 cfs calculated in this system, 30.10 cfs is generated by the onsite runoff, the remaining flow is captured by the offsite Type "F" basin located at the southwest edge of the property. In order to assure that the additional flow from this system was planned for and does not generate any problems down stream, the hydrology section was expanded to include the storm drain system just south ofthis site. This area is called, "The Cape" and was built in 1982 perthe City of Carisbad Drawing 219-9. Since this project is more than 20 years old, there were no hydrology reports or drainage calculations that could be located. Therefore the most conservative approach was taken in order to estimate the potential runoff from this existing site by addition of subarea runoff (Code 8) in lieu of a detailed confluence analysis. It was assumed that the time of concentration at each existing inlet was equal to the time of concentration for the entire upstream area, therefore ensuring that the maximum possible flow arrives at each cleanout at the same time. The Hydraulics Section in this report, located in Section 4, calculate the hydraulic performance in the pipes and verify that this system will not only convey all of the runoff from the 100-year storm, but, also that it will do so by remaining in open channel flow thereby reducing any potential flow problems generated by higher HGL's. From this analysis it was determined that all ofthe proposed pipes in this system are designed to ensure that each reach of pipe has a minimum grade necessary to properiy convey the 100-year retum period, peak flow storm event. As in the Hydrology Section of this report, the hydraulics section was also extended to include the Cape to verify that the downstream system could convey the stonn water underground and the addition ofthe small onsite flow would not cause flooding to the existing southem properties. This analysis generated very good results, demonstrating that all storm water stays in the pipe during the 100-year storm event. Since the most conservative approach and assumptions were made, it is our opinion that this stonn drain can handle the peak flows generated by the 100-year retum period storm event, and no upgrade to the existing system is necessary. In Section 5 ofthis report, a balanced energy equation was applied to the pipes Esker Way to verify the exact elevations of the HGL's in this area. For this task, the hydraulic program "STORM" was used. The results ofthis trial conclude that the HGL's found in the StormCAD analysis are accurate in this report. MMrsmm Ii:\repora\mi\27\a08jl«: w.o. 1941-27 5/16ra3 3:06 PM Calavera Hills - Village E-1 Hydrology Study Finally, all curb inlets have been analyzed in this report. The curb inlets were sized to collect all ofthe stonn water runoff flow draining to them. There is no flow by drainage expected in this subdivision. The results can be reviewed in Section 6. Conclusion Once developed, all runoff from the Calavera Village E-1 project will continue to drain, as expected, through the upsized, offsite system and, eventually, into the Agua Hedionda Lagoon as it did priorto the development ofthis area. All nuisance water that is generated onsite shall be collected in the area drain systems proposed on the precise grading plans thus capturing all ofthe onsite storm water. In doing so, the proposed stonn 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, draft September 2001. MMimnii li:\repoiuM94ra7\a08jloc W.0.1941-27 S/I«A)3 3:06 PM Calavera Hills - Village E-1 Hydrology Study METHODOLOGY & MODEL DEVELOPMENT Drainage Desiqn Criteria For tributary areas less than 1 square mile, the storm drain system shall be designed so that the combination of stonn 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 undergrourid stomn drain system shall be based upon a 10O-year frequency storm. Type D soil shall be assumed for all areas. If no established storni discharge flows are available, then the Rational Method shall be used to determine peak discharge rates. The onsite areas are presented on a 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 Hydrologic Analysis Computer Software Package - AES-99 Design Storm - 100-year retum interval Land Use - Multi-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, 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 Overiand Flow Nomograph for Urban Areas per the City of Carisbad, Califomia standards. 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. MM:simii h:\Riions\1941\27\a08.(loc W.0.1941-27 5/1&03 3:06 PM Calavera Hills - Village E-1 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 storm rainfall intensity, a runoff coefficient, and drainage area to peak runoff rate. This relationship is expressed by the equation: Q = CIA, where: Q = The peak runoff rate in cubic feet per second at the point of analysis. C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall intensity. I = The time-averaged rainfall intensity in inches per hour corresponding to the time of concentration. A = The drainage basin area in acres. To perform a node-link study, the total watershed area is divided into subareas which discharge at designated nodes. The procedure for the subarea summation model is as follows: (1) Subdivide the watershed into an initial sub area (generally 1 lot) and subsequent sub areas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each sub area. (2) Estimate an initial Tc by using the appropriate nomograph or overiand 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: MMsnun h:\iq)oits\l94I\27\a08.cloc W.0.1941-27 5/16^3 3:06 PM Calavera Hills - Village E-1 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 runoff to main line. 9. V-gutter flow through area. 10. Copy main stream data to memory bank 11. Confluence main stream data with a memory bank 12. Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin's times of concentration. This adjustment is based on the assumption that each basin's hydrographs are triangular in shape. (1) . If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb (2) . If the collection streams have different times of concentration, the smaller 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 of the T values. Qp = Qb + Qa (Tb/Ta); Tp = Tb MM:mm liAiqioitsM94ra7\a08Joc w.o. 1941-27 5/1*03 3:06 PM Calavera Hills - Village E-1 Hydrology Study RATIONAL METHOD HYDROLOGY 100-Year Peak Flow for Calavera Hills Village E-1 Proposed Conditions MMismm h:\rq)oitsV1941\27Na08.doc w.o. 1941-27 S/16/03 3:06 PM ************************************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COtJNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1239 Analysis prepared by: Hunsaker & Associates San Diego,-• Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ************************** * CALAVERA HILLS VILLAGE E-l * * 100-YR, PEAK FLOW ANALYSIS * * W.o.#1941-27 * ************************************************************************** FILE NAME: H:\AES99\1941\27\E-1\100-YR.DAT TIME/DATE OF STUDY: 17:51 4/30/2003 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 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MITLTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 186.75 UPSTREAM ELEVATION = 382.00 DOWNSTREAM ELEVATION = 379.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.4 01 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.467 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<«<< UPSTREAM ELEVATION = 379.00 DOWNSTREAM ELEVATION = 367.00 STREET LENGTH(FEET) = 355.50 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) = 2.83 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) =0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.90 PRODUCT OF DEPTH&VELOCITY = 1.10 STREETFLOW TRAVELTIME(MIN) = 1.52 TC(MIN) = 9.92 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.912 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = 3.95 SUMMED AREA(ACRES) = 1.38 TOTAL RUNOFF(CFS) = 4.83 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 FLOW VELOCITY(FEET/SEC.) = 4.54 DEPTH*VELOCITY = 1.46 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 7.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <«<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION = 364.03 DOWNSTREAM NODE ELEVATION = 363.64 FLOWLENGTH(FEET) = 23.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 4.83 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 9.98 **************************************************************************** FLOW PROCESS FROM NODE 7.OO 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.) = 9.98 RAINFALL INTENSITY(INCH/HR) = 4.89 TOTAL STREAM AREA(ACRES) = 1.3 8 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.83 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 210.00 UPSTREAM ELEVATION = 379.00 DOWNSTREAM ELEVATION = 376.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.264 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.133 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.93 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 6.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 376.00 DOWNSTREAM ELEVATION = 367.00 STREET LENGTH(FEET) = 258.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF-= 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.38 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.24 HALFSTREET FLOODWIDTH(FEET) = 5.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.98 PRODUCT OF DEPTH&VELOCITY = 0.73 STREETFLOW TRAVELTIME(MIN) = 1.44 TC(MIN) = 10.71 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.676 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.88 SUMMED AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 1.82 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) =0.26 HALFSTREET FLOODWIDTH(FEET) = 6.83 FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTH*VELOCITY = 0.82 **************************************************************************** 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 3.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.0 UPSTREAM NODE ELEVATION = 363.84 DOWNSTREAM NODE ELEVATION = 363.64 FLOWLENGTH(FEET) = 7.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.82 TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 10.73 **************************************************************************** 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.) = 10.73 RAINFALL INTENSITY(INCH/HR) = 4.67 TOTAL STREAM AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.83 9.98 4.893 1.-3 8 2 1.82 10.73 4.670 0.53 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 6.57 9.98 4.893 2 6.43 10.73 4.670 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.57 Tc(MIN.) = 9.98 TOTAL AREA(ACRES) = 1.91 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 26.00 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 8.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.0 UPSTREAM NODE ELEVATION = 363.31 DOWNSTREAM NODE ELEVATION =355.48 FLOWLENGTH(FEET) = 507.15 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.57 TRAVEL TIME(MIN.) = 1.20 TC(MIN.) = 11.18 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 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.) = 11.18 RAINFALL INTENSITY(INCH/HR) = 4.55 TOTAL STREAM AREA(ACRES) = 1.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.57 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 158.50 UPSTREAM ELEVATION = 375.00 DOWNSTREAM ELEVATION = 371.00 ELEVATION DIFFERENCE = 4.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.658 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.352 SUBAREA RUNOFF(CFS) = 1.24 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS)-= 1.24 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 371.00 DOWNSTREAM ELEVATION = 366.00 STREET LENGTH(FEET) = 535.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.83 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.42 HALFSTREET FLOODWIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.60 PRODUCT OF DEPTH&VELOCITY = 1.09 STREETFLOW TRAVELTIME(MIN) = 3.43 TC(MIN) =10.09 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.858 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 2.65 SUBAREA RUNOFF(CFS) = 9.01 SUMMED AREA(ACRES) = 2.93 TOTAL RUNOFF(CFS) = 10.26 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOODWIDTH(FEET) = 17.00 FLOW VELOCITY(FEET/SEC.) = 2.96 DEPTH*VELOCITY = 1.38 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 26.00 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 9.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION = 356.08 DOWNSTREAM NODE ELEVATION = 355.48 FLOWLENGTH(FEET) = 23.74 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 10.26 TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 10.13 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 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.) = 10.13 RAINFALL INTENSITY(INCH/HR) = 4.85 TOTAL STREAM AREA(ACRES) =2.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.26 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.57 11.18 4.547 1.91 2 10.26 10.13 4.845 2.93 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 16.42 10.13 4.845 2 16.19 11.18 4.547 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.42 Tc(MIN.) = 10.13 TOTAL AREA(ACRES) = 4.84 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE =10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <«« **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 21 >»>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 146.00 UPSTREAM ELEVATION = 3 76.50 DOWNSTREAM ELEVATION = 375.50 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.869 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.928 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 375.50 DOWNSTREAM ELEVATION = 367.50 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.95 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.68 PRODUCT OF DEPTH&VELOCITY = 0.76 STREETFLOW TRAVELTIME(MIN) = 2.36 TC(MIN) = 12.23 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.292 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 0.92 SUBAREA RUNOFF(CFS) = 2.76 SUMMED AREA(ACRES) = 1.08 TOTAL RUNOFF(CFS) = 3.32 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 FLOW VELOCITY(FEET/SEC.) = 3.11 DEPTH*VELOCITY = 1.00 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 18.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >S.>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.7 UPSTREAM NODE ELEVATION = 362.60 DOWNSTREAM NODE ELEVATION =361.10 FLOWLENGTH(FEET) = 65.31 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.32 TRAVEL TIME(MIN.) = 0.16 TC(MIN.) = 12.39 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 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.) = 12.39 RAINFALL INTENSITY(INCH/HR) = 4.26 TOTAL STREAM AREA(ACRES) = 1.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.32 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CIASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 158.00 UPSTREAM ELEVATION = 382.00 DOWNSTREAM ELEVATION = 3 75.50 ELEVATION DIFFERENCE = 6.50 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.64 8 •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) =0.95 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.95 **************************************************************************** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 375.50 DOWNSTREAM ELEVATION = 366.40 STREET LENGTH(FEET) = 397.00 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) = 3.33 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.73 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY =1.00 STREETFLOW TRAVELTIME(MIN) = 2.12 TC(MIN) = 8.12 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.589 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 1.19 SUBAREA RUNOFF(CFS) = 4.66 SUMMED AREA(ACRES) = 1.39 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 18.00 TO NODE 18.00 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.) = 8.12 RAINFALL INTENSITY(INCH/HR) = 5.59 TOTAL STREAM AREA(ACRES) = 1.39 PEAK PLOW RATE(CFS) AT CONFLUENCE = 5.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.32 12.39 4.255 1.08 2 5.61 8.12 5.589 1.39 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.13 8.12 5.589 2 7.58 12.39 4.255 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.13 Tc(MIN.) = 8.12 TOTAL AREA(ACRES) = 2.4 7 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 22.00 IS CODE = 3 »>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< »>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.9 UPSTREAM NODE ELEVATION = 360.77 DOWNSTREAM NODE ELEVATION = 357.89 FLOWLENGTH(FEET) = 113.95 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 8.13 TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 8.33 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 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.) = 8.33 RAINFALL INTENSITY(INCH/HR) = 5.50 TOTAL STREAM AREA(ACRES) = 2.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.13 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<« SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 160.00 UPSTREAM ELEVATION = 367.25 DOWNSTREAM ELEVATION = 366.00 ELEVATION DIFFERENCE = 1.25 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.888 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.922 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.69 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 6 >»>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 366.00 DOWNSTREAM ELEVATION = 362.27 STREET LENGTH(FEET) = 85.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 0.99 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.20 HALFSTREET FLOODWIDTH(FEET) = 3.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.65 PRODUCT OF DEPTH&VELOCITY = 0.75 STREETFLOW TRAVELTIME(MIN) = 0.39 TC(MIN) = 10.28 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.801 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.60 SUMMED AREA(ACRES) = 0.38 TOTAL RUNOFF(CFS) = 1.29 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.22 HALFSTREET FLOODWIDTH(FEET) = 4.89 FLOW VELOCITY(FEET/SEC.) = 3.62 DEPTH*VELOCITY = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 3.8 UPSTREAM NODE ELEVATION = 358.24 DOWNSTREAM NODE ELEVATION = 357.89 FLOWLENGTH(FEET) = 34.98 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.2 9 TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 10.43 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >»>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<«« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.43 RAINFALL INTENSITY(INCH/HR) = 4.75 TOTAL STREAM AREA(ACRES) =0.38 PEAK FLOW RATE(CFS) AT CONFLUENCE 1.29 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.13 8.33 5.496 2.47 2 1.29 10.43 4.755 0.38 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 9.25 8.33 Tc (MIN.) 8.33 10.43 INTENSITY (INCH/HOUR) 5.496 4.755 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.25 Tc(MIN.) = TOTAL AREA(ACRES) = 2.85 8.33 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 26.00 IS CODE >>>>>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 11.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION = 357.56 DOWNSTREAM NODE ELEVATION = 355.48 FLOWLENGTH(FEET) = 205.77 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 24.00 PIPEFLOW THRU SUBAREA(CFS) = 9.25 TRAVEL TIME(MIN.) = 0.52 TC(MIN.) = 8.85 N = 0.013 NUMBER OF PIPES = **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 11 >»>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY«<« ** MAIN STREAM CONFLUENCE DATA ** STREAM NUMBER 1 RUNOFF (CFS) 9.25 Tc (MIN.) 8 .85 INTENSITY (INCH/HOUR) 5.286 AREA (ACRE) 2 .85 ** MEMORY BANK # STREAM RUNOFF NUMBER (CFS) 1 16.42 1 CONFLUENCE DATA Tc (MIN.) 10.13 INTENSITY (INCH/HOUR) 4 .845 AREA (ACRE) 4.84 ** PEAK FLOW RATE TABLE ** STREAM NUMBER 1 2 RUNOFF (CFS) 24 .30 24.90 Tc (MIN.) 8.85 10.13 INTENSITY (INCH/HOUR) 5 .286 4.845 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.90 Tc(MIN.) = 10.13 TOTAL AREA(ACRES) = 7.69 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.5 UPSTREAM NODE ELEVATION =355.15 DOWNSTREAM NODE ELEVATION = 353.26 FLOWLENGTH(FEET) = 81.16 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 24.90 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 10.25 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 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.) = 10.25 RAINFALL INTENSITY(INCH/HR) = 4.81 TOTAL STREAM AREA(ACRES) = 7.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.90 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 365.00 DOWNSTREAM ELEVATION = 362.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.148 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.576 SUBAREA RUNOFF(CFS) = 0.78 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.78 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 362.00 DOWNSTREAM ELEVATION = 358.88 STREET LENGTH(FEET) = 165.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 17.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.50 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 1.25 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.24 HALFSTREET FLOODWIDTH(FEET) = 5.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.71 PRODUCT OF DEPTH&VELOCITY = 0.66 STREETFLOW TRAVELTIME(MIN) = 1.01 TC(MIN) = 9.16 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.170 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.94 SUMMED AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 1.72 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOODWIDTH(FEET) = 6.83 FLOW VELOCITY(FEET/SEC.) = 2.95 DEPTH*VELOCITY = 0.77 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 27.00 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 3.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.6 UPSTREAM NODE ELEVATION = 353.64 DOWNSTREAM NODE ELEVATION = 353.26 FLOWLENGTH(FEET) = 15.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.72 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 9.21 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 1 >>»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<« TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.21 RAINFALL INTENSITY(INCH/HR) = 5.15 TOTAL STREAM AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.72 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.154 SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 2.13 TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 3.85 TC(MIN) = 9.21 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 2 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 4.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION = 353.46 DOWNSTREAM NODE ELEVATION = 353.26 FLOWLENGTH(FEET) = 5.25 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER-OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.85 TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 9.22 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 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.) = 9.22 RAINFALL INTENSITY(INCH/HR) = 5.15 TOTAL STREAM AREA(ACRES) = 1.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 24.90 10.25 4.809 7.69 2 1.72 9.21 5.154 0.46 3 3.85 9.22 5.150 1.05 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 28.80 9.21 5.154 2 28.82 9.22 5.150 3 30.10 10.25 4.809 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.10 Tc(MIN.) = 10.25 TOTAL AREA(ACRES) = 9.20 **************************************************************************** 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)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 351.66 DOWNSTREAM NODE ELEVATION = 349.49 FLOWLENGTH(FEET) = 183.92 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 30.10 TRAVEL TIME(MIN.) = 0.34 TC(MIN.) = 10.59 **************************************************************************** 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.) =10.59 RAINFALL INTENSITY(INCH/HR) = 4.71 TOTAL STREAM AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.10 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 11.95 RAIN INTENSITY(INCH/HOUR) = 4.36 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.57 **************************************************************************** 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.) =11.95 RAINFALL INTENSITY(INCH/HR) = 4.36 TOTAL STREAM AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.57 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 30.10 10.59 4.710 9.20 2 0.57 11.95 4.356 0.23 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 30.63 10.59 4.710 2 28.41 11.95 4.356 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.63 Tc(MIN.) = 10.59 TOTAL AREA(ACRES) = 9.43 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 3 >»>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<«< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<« DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 349.16 DOWNSTREAM NODE ELEVATION = 341.74 FLOWLENGTH(FEET) = 211.29 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 30.63 TRAVEL TIME(MIN.) = 0.25 TC(MIN.) = 10.84 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.640 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 6.22 SUBAREA RUNOFF(CFS) = 15.87 TOTAL AREA(ACRES) = 15.65 TOTAL RUNOFF(CFS) = 46.50 TC(MIN) = 10.84 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.6 UPSTREAM NODE ELEVATION = 341.74 DOWNSTREAM NODE ELEVATION = 319.41 FLOWLENGTH(FEET) = 539.10 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 46.50 TRAVEL TIME(MIN.) = 0.54 TC(MIN.) = 11.38 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 30.00 IS CODE = 8 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.496 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.80 SUBAREA RUNOFF(CFS) = 6.92 TOTAL AREA(ACRES) = 18.45 TOTAL RUNOFF(CFS) = 53.43 TC(MIN) = 11.38 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.496 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 5.38 SUBAREA RUNOFF(CFS) = 13.30 TOTAL AREA(ACRES) = 23.83 TOTAL RUNOFF(CFS) = 66.73 TC(MIN) = 11.38 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES- PIPEFLOW VELOCITY(FEET/SEC.) = 18.1 UPSTREAM NODE ELEVATION = 319.41 DOWNSTREAM NODE ELEVATION = 313.86 FLOWLENGTH(FEET) = 134.29 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 3 0.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 66.73 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 11.50 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 66.73 Tc(MIN.) = 11.50 TOTAL AREA(ACRES) = 23.83 END OF RATIONAL METHOD ANALYSIS Calavera Hills - Village E-1 Hydrology Study HYDRAULIC ANALYSIS 100-Year Peak Flow Analysis MM:smiii li:\iq>omM941\27\a08.doc W.0.1941-27 5/16^03 3:06 PM Scenario: Base 18 P-12 21 f^^V ^ P-13 "^•Ep- 22 P-10 15 P-18 27 P-7 P-19 26 ,/ • / 9 P-28 P-9 [D < • 12 \P-6 P-5 J-2 P-4 28 6 • P-SVy 28.5 a • P-22 29 [] P-23 J-7 C) P-24 J-8 P-25 30 P-26 -< 31 P-27 32 Title: CALAVERA HILLS VILLAGE E-1 h:\stormcad\l 941 \27\e-1 \calavera e-1 .stm 05/02/03 10:33:24 AM © Haestad Methods, Inc. Hunsaker & Associates - San Diego, inc. 37 Brool<side Road Waterbury, CT 06706 USA Project Engineer: H&A Employee StormCAD v5.0 [5.0010] +1-203-755-1666 Pagelofi Scenario: Base Combined Pipe/Node Report Label Upstream Node Downstream Node Total System Flow (cfs) Length (ft) Donstructec Slope (ft/ft) Section Size Mannings n Upstream Invert Elevation (ft) Downstream Invert Elevation (ft) Hydraulic Grade In (ft) Hydraulic Grade Out (ft) Velocity In (ft/s) Velocity Out (ft/s) Capacity (cfs) P-21 28.5 28 0.57 25.51 0.019992 24 Inch 0.013 350.00 349.49 351.03 351.03 0.35 0.22 31.98 P-22 28 29 30.63 211.29 0.035118 24 inch 0.013 349.16 341.74 351.03 343.71 10.02 9.78 42.39 P-23 29 J-7 46.50 190.39 0.049005 24 Inch 0.013 341.74 332.41 343.71 333.95 14.84 17.91 50.08 P-24 J-7 J-8 46.50 189.91 0.055026 24 Inch 0.013 332.41 321.96 334.38 324.21 14.84 14.80 53.06 P-25 J-8 30 46.50 148.80 0.017137 30 Inch 0.013 321.96 319.41 324.21 321.84 9.99 9.55 53.69 P-26 31 30 6.92 273.41 0.037636 24 inch 0.013 329.70 319.41 330.63 321.84 4.81 2.20 43.88 P-27 30 32 66.73 134.29 0.041328 30 Inch 0.013 319.41 313.86 321.84 315.63 13.71 17.93 83.38 P-11 18 22 8.13 113.95 0.025274 24 Inch 0.013 360.77 357.89 361.79 359.00 5.08 4.56 35.96 P-10 22 26 9.25 205.77 0.010108 24 Inch 0.013 357.56 355.48 358.65 357.14 5.31 3.31 22.74 P-5 J-2 J-3 6.57 50.90 0.014538 24 inch 0.013 357.52 356.78 358.43 357.46 4.73 6.98 27.28 P-4 7 J-2 6.57 351.25 0.015544 18 Inch 0.013 363.31 357.85 364.30 358.60 5.30 7.42 13.10 P-18 25 27 1.72 15.25 0.024918 18 Inch 0.013 353.64 353.26 354.79 354.79 1.18 0.97 16.58 P-12 15 18 3.32 65.31 0.022967 24 inch 0.013 362.60 361.10 363.24 362.03 3.86 2.33 34.28 P-9 12 26 10.26 23.74 0.025274 24 Inch 0.013 356.08 355.48 357.23 357.07 5.51 3.83 35.96 P-3 6 7 1.82 7.25 0.027586 18 Inch 0.013 363.84 363.64 364.35 364.30 3.46 2.42 17.45 P-19 9 27 3.85 5.25 0.038095 18 inch 0.013 353.46 353.26 354.79 354.79 2.32 2.18 20.50 P-7 26 27 24.90 81.16 0.023287 24 Inch 0.013 355.15 353.26 356.91 354.57 8.51 11.47 34.52 P-2 5 7 4.83 23.25 0.016774 18 Inch 0.013 364.03 363.64 364.87 364.29 4.71 6.56 13.60 P-6 J-3 26 6.57 97.00 0.010000 24 inch 0.013 356.45 355.48 357.36 357.07 4.73 2.45 22.62 P-13 21 22 1.29 34.98 0.010006 18 Inch 0.013 358.24 357.89 358.99 359.00 1.46 0.92 10.51 P-28 27 28 30.10 202.76 0.016966 24 Inch 0.013 352.93 349.49 354.79 351.17 9.87 10.68 29.46 Title: CALAVERA HILLS VILLAGE E-1 h:\stormc<)d\ig4l\27\e-1\calavera e-1 .stm 05/02/03 11:02:19 AM I Haestad Methods, Inc. Hunsalcer & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.0 [5.0010] Page 1 of 1 Profile Scenario: Base Profile: Profile-1 Scenario: Base 370.00 365.00 360,00 Elevation (ft) 355.00 0+00 1+00 2+00 350.00 3+00 4+00 Title: CAIAVERA HiLLS VILLAGE E-1 h:\stormcad\1941\27\e-l\calavera e-1 .stm 05/02/03 10:38:43 AM ® Haestad Methods, Inc. station (ft) Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.0 [5.0010] Page 1 of 1 Profile Scenario: Base Profile: Profile-2 Scenario: Base 370.00 365.00 360.00 Bevation (f 355.00 0+00 1+00 2+00 3+00 4+00 350.00 5+00 Station (ft) Title: CALAVERA HILLS VILLAGE E-1 h:\stormcad\1941 \27\e-l \calavera e-1 .stm 05/02/03 10:40:05 AM I Haestad Methods, Inc. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.0 [5.0010] Page 1 of 1 Profile Scenario: Base Profile: Profile-3 Scenario: Base 365.00 360.00 355.00 Elevation (II) 350.00 0+00 3+00 Station (ft) Title: CALAVERA HILLS VILLAGE E-1 h:\stormcad\1941\27\e-1\calavera e-1 .stm 05/02/03 10:42:32 AM ® Haestad Methods, Inc. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.0 [5.0010] Page 1 of 1 Profile Scenario: Base Profile: Profile-4 Scenario: Base 355.00 350.00 345.00 340.00 335.00 Elevation (ft) 330.00 320.00 315.00 310.00 1+00 2+00 3+00 4+00 6+00 7+00 Title: CALAVEI^ HILLS VILLAGE E-1 h:\stormcad\1941 \27\e-1 \calavera e-1 .stm 05/02/03 10:43:54 AM ® Haestad Methods, Inc. Station (ft) Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.0 [5.0010] Page 1 of 1 Profile Scenario: Base Profile: Profile - 5 Scenario: Base L^bel:21 im: 362.37j S|umfi;^-8:24 ft Label: 22 Rim: 363.30 ft Sump: 357.56 ft Label: P-13 Up. Invert: 358.24 ft Dn. Invert: 357.89 ft L 34.98 ft Size: 18 inch 5:0.010006 ft/ft 365.00 360.00 Elevation (ft) 355.00 0+00 1+00 Title: CALAVERA HILLS VILLAGE E-1 h:\stormcad\1941 \27\e-1 \calavera e-1 .stm 05/02/03 11:01:15 AM Station (ft) I Haestad Methods, Inc. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA 1-1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.0 [5.0010] Page 1 of 1 Profile Scenario: Base Profile: Profile - 6 Scenario: Base Label: 6 368.53 ft 363.84 ft Rim Sump Label: 5 Rim: 368.53 ft Sump: 364.03 ft Label: P-3 Up. Invert: 363.84 ft Dn. Invert: 363.64 ft L 7.25 ft Size: 18 inch S: 0.027586 Mt Label: P-2 Up. invert: 364.03 ft Dn. Invert: 363.64 ft L 23.25 ft Size: 18 inch 8:0.016774 ft/ft 370.00 365.00 Elevation (ft)' 0+00 360.00 1+00 Title: CALAVERA HILLS VILLAGE E-1 h:\stormcad\1941\27\e-1\caiavera e-1 .stm 05/02/03 11:03:24 AM © Haestad Methods, Inc. Station (ft) Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.0 [5.0010] Page 1 of 1 Profile Scenario: Base Profile: Profile- 7 Scenario: Base Label: 25 Rim: 359.14 ft Sump: 353.64 fl Label: 27 Rim: 358.88 ft Sump: 352.93 ft " Label: 9 Rim: 359.14 ft Sump: 353.46 ft Label: P-19 Up. Invert: 353.46 ft Dn. Invert: 353.26 ft L 5.25 ft Size: 18 inch S: 0.038095 ft/ft Label: P-18 Up. Invert: 353.64 ft Dn. Invert: 353.26 ft L 15.25 ft Size: 18 inch 8:0.024918 ft/ft 360.00 355.00 Elevatfon (ft) 0+00 350.00 1+00 Title: CALAVERA HILLS VILLAGE E-1 h:\stormcad\1941\27\e-1\calavera e-1 .stm 05/02/03 11:04:39 AM © Haestad Methods, Inc. Station (ft) Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.0 [5.0010] Page 1 of 1 Profile Scenario: Base Profile: Profile - 8 Scenario: Base Label Ri Sjmp :28.5 nx 358.00 ft 350.00 ft Label: 28 Rim 357.19ft Sump: 349.16 ft Label: P-21 Up. Invert 350.00 ft Dn. Invert 349.49 ft L: 25.51 ft Size: 24 inch 8: 0.019992 fl/ft 360.00 355.00 •evati on (ft) 350.00 0+00 345.00 1+00 Title: CALAVERA HILLS VILLAGE E-1 h:\stormcad\1941\27\e-1\caiavera e-1 .stm 05/02/03 11:05:15 AM Station (ft) © Haestad Methods, Inc. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.0 [5.0010] Page 1 of 1 Profile Scenario: Base Profile: Profile - 9 Scenario: Base Label: 31 R\m: 337.29 ft ||umpj^2970^^^ Label: 30 ^ Rim: 330.4 ~ Sump: 319 4ft .41 ft /-Label:! / Up. Invf ^ / Dn.lnvf F===S5==:^ / L: 273.^ ^ Size: 2' \ ..^ ^—8:0.03 ^^^^^ " "s,^ ^"^^^^ '-26 5rt: 329.70 ft jrt: 319.41 ft H ft • inch '636 ft/ft 340.00 335.00 330.00 Elevation (ft) 325.00 320.00 0+00 1+00 315.00 2+00 3+00 Station (ft) Title: CALAVERA HiLLS VILLAGE E-1 h:\stormcad\1941\27\e-1\calavera e-1 .stm 05/02/03 11:06:38 AM © Haestad Methods, Inc. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: H&A Employee StormCAD v5.0 [5.0010] Page 1 of 1 Calavera Hills - Village E-1 Hydrology Study HYDRAULIC ANALYSIS Balanced Energy Demonstration Using STORIVl to Verify HGL Calculations MMaam h;\repons\194m7\i08.doc w.o. 1941-27 S/16'03 3:06 PM LA COUNTY PtIBLIC WORKS STOKM DRAIN ANALYSIS REPT: PC/R04412.2 DATE: 02/03/03 PAGB 1 PROJECT: Calavera HillB Village E-l DESIGNER: MM LINE Q D W . DN DC FLOW SF-FULL VI V 2 FL 1 NO (CPS) (IN) (IN) (FT) (FT) TYPE (FT/FT) (FPS) (FPS) (PT) FL 2 (FT) HQ 1 CALC HG 2 D 1 CALC (FT) 1 HYDRAULIC GRADE LINE CONTROL - 354.57 2 24.9 24 0 1.26 1.76 PART 0.01211 11.3 8.5 353.26 355.15 354.58 356.91 1.32 D 2 TW (FT) CALC TW CK REMARKS 1.76 358.03 0.00 2 HYDRAULIC GRADE LINE CONTROL - 354.58 , 3 6.7 24 0 0.74 0.91 PART 0.00088 6.3 4.8 355.48 356.45 356.22 357.36 0.74 0.91 357.t9 0.00 X » 0.00 X(N) " 50.76 2 HYDRAULIC GRADE LINE CONTROL - 356.57 , 4 9.3 24 0 0.89 1.0^ PART 0.00169 5.3 5.3 355.48 357.56 356.57 358.65 1.09 1.09 359.18 0.00 X - 0.00 X(N) - 156.51 2 HYDRAULIC GRADE LINE CONTROL - 356.57 5 10.3 24 0 0.73 1.15 PART 0.002D7 5.9 5.5 355.48 356.08 356.57 357.23 1.09 1.15 357.80 0.00 LA COUNTY PlffiLIC WORKS STORM DRAIN AHALYSIS (INPUT) REPT: PC/RD4412.1 DATE: 02/03/03 PAGE 1 PROJECT: Calavera Hills Village E-l DESIGNER: MM CD " L2 MAX Q ADJ Q LENGTH FL 1 FL 2 CTL/TW D W S KJ KE KM LC Ll L3 L4 Al A3 . A4 J 8 1 354.57 2 2 24.9 24.9 81.16 353.26 355.15 0.00 24. 0. 1 1.00 0.00 0.05 5 90. 90.' 0. 4.00 0.013 2 3 6.7 6.7 97.00 355.48 356.45 0.00 24. 0. 1 0.00 0.20 0.05 0 0. 0. 0. 4.00 0.013 2 4 9.3 9.3 205.77 355.48 357.56 0.00 24. 0. 1 0.00 0.20 0.05 3 0 0. 0. 0. 4.00 0.013 2 5 10.3 10.3 23.74 355.48 356.08 0.00 24. 0. 1 0.00 0.20 0.05 0 0. 0. 4.00 0.Q13 VI, FL 1, D 1 AND HG 1 REFER TO DOWNSTREAM END V 2, FL 2, D 2 AND HG 2 REFER TO UPSTREAM END X - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HG INTERSECTS SOFFIT IN SEAL CONDITION X(N) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE WATER SURFACE REACHES NORMAL DEPTH BY EITHER DRAWDOWN OR BACKWATER X(J) - DISTANCE IN FEET FROM DOWNSTREAM END TO POINT WHERE HYDRAULIC JUMP. OCCURS. IN LINE F(J) - THE COMPUTED FORCE AT THE HYDRAULIC JUMP D{BJ) - DEPTH OF WATER BEFORE THE HYDRAULIC JUMP (UPSTREAM SIDE) D(AJ) - DEPTH OF WATER AFTER THE HYDRAULIC JUMP (DOWNSTREAM SIDE) SEAL INDICATES FLOW CHANGES FROM PART TO FOTiL OR FROM FULL TO PART HYD JUMP INDICATES THAT FLOW CHANGES FROM SUPERCRITICAL TO SUBCRITICAL THROUGH A HYDRAULIC JUMP HJ « UJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE UPSTREAM END OF THE LINE HJ a DJT INDICATES THAT HYDRAULIC JUMP OCCURS AT THE JUNCTION AT THE DOWNSTREAM END OF THE LINE EOJ 2/ 3/2003 15: 1 Calavera Hills - Village E-1 Hydrology Study CURB INLET SIZING 100-Year Peak Flow Analysis MMamm h:\rqx»tsM941\27\a08^ WA. 1941-27 5/16/03 3:06 PM CALAVERA HILLS VILLAGE E-1 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 5 1.90% 4.84 0.33 0.35 12.3 14 ON GRADE 6 1.90% 1.82 0.33 0.26 5.7 7 ON GRADE 15 2.70% 3.32 0.33 0.27 10.2 12 ON GRADE 18 2.90% 5.61 0.33 0.24 18.6 20 ON GRADE 21 5.35% 1.29 0.33 0.22 4.5 6 FROM EQUATION Q=0.7L(0.33+DEPTH)'^3/2 FROM CITY OF SAN DIEGO CHART 1-104.12 LENGTH SHOWN ON PLANS (LENGTH OF OPENING + 1 FOOT) Type Inlet Required Use of at Q(cfs) Length of Length Inlet Node Opening (ft)^ (ft)' SUMP 12 10.26 5.1 7 SUMP 25 1.72 0.9 5 SUMP 9 1.98 1.0 5 ^ FROM CITY OF SAN DIEGO CHART 1-103.6C ^ LENGTH SHOWN ON PLANS (LENGTH OF OPENING + 1 FOOT) INLET SIZING.XLS 5/2/2003 Calavera Hills - Village E-1 Hydrology Study BROW DITCH ANALYSIS Pre/Post Developed Brow Ditch Calculations (AES99) MMxmin h:\iqioiuM94I\27\a08.iloc w.o. 1941-27 S/16n)3 3:06 PM **************************************************************************** RATIONAL METHOD HYDROLOGY COMPtJTER PROGRAM PACKAGE Reference: SAN DIEGO COIINTY 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 123 9 Analysis prepared by: Hunsaker & Associates San Diego, Inc. 10179 Huennekens Street San Diego, California (619) 558-4500 Planning Engineering Surveying ************************** DESCRIPTION OF STUDY ************************** * 100-YEAR EXISTING AND DEVELOPED CONDITION BROW DITCH ANALYSIS * * CALAVERA E-l * * W.0.# 1941-027 * ********************************************************^^^^^^^j^^^^^^^^^^^^ FILE NAME: H:\AES99\1941\27\E-1\BDITCH.DAT TIME/DATE OF STUDY: 14:30 1/20/2003 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 MINIMtJM 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 CONFLtJENCE VALUES CONSIDERED BEGIN EXISTING CONDITION BROW DITCH ANALYSIS ****************************************************************^**^*^t^^^^^j, FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 15.39(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 851.00 UPSTREAM ELEVATION = 3 81.00 DOWNSTREAM ELEVATION =3 55.00 ELEVATION DIFFERENCE =26.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.699 SUBAREA RUNOFF(CFS) = 8.08 TOTAL AREA(ACRES) = 6.24 TOTAL RUNOFF(CFS) = 8.08 + ^ I END EXISTING CONDITION BROW DITCH ANALYSIS I I I I BEGIN DEVELOPED CONDITION BROW DITCH ANALYSIS j + ^ ************************************ *********i*******^**j,^^^^^^j^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 >>»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL StJBAREA FLOW-LENGTH = 12.00 UPSTREAM ELEVATION = 373.00 DOWNSTREAM ELEVATION = 371.38 ELEVATION DIFFERENCE = 1.62 URBAN StJBAREA OVERLAND TIME OF FLOW (MINUTES) = 1.440 •CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASStJMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.793 StJBAREA RUNOFF (CFS) = 0.04 TOTAL AREA(ACRES) = 0.01 TOTAL RtJNOFF (CFS) = 0.04 *****************************************************************^^*^^^^^^^^^ FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 >>>»COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<«< >>>»USING COMPtJTER-ESTIMATED PIPESIZE (NON-PRESStJRE FLOW) «<« ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 0.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 1.8 tJPSTREAM NODE ELEVATION = 371.38 DOWNSTREAM NODE ELEVATION = 354.06 FLOWLENGTH(FEET) = 631.98 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU StJBAREA (CFS) = 0.04 TRAVEL TIME(MIN.) = 5.95 TC(MIN.) = 11.95 ***********************************************************^^^^^^^^^^jj^^^^^^ FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 8 >»>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.357 *USER SPECIFIED (StJBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 StJBAREA AREA (ACRES) = 0.22 SUBAREA RUNOFF (CFS) = 0.53 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.57 TC(MIN) =11.95 + + I I I END OF DEVELOPED CONDITION BROW DITCH ANALYSIS | I 1 + + END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 0.57 Tc(MIN.) = 11.95 TOTAL AREA(ACRES) = 0.23 END OF RATIONAL METHOD ANALYSIS 1 Calavera Hills - Village E-1 Hydrology Study REFERENCE DATA Existing Conditions StormCAD Analysis of Post Developed Flows MM:siiim Ii:\repa«ivmi\27\a08jlac W.0.1941-27 S/16n)3 3:06 PM Scenario: Base 22 P P-1 J-6 P-3 J-4 P-20 14 P-19 I J-5 P-18 41 9 ^ B < o < • P-8 O 40+35.10 ia-115 6 5 [J < • P-16 12 Cd p-9 P-10 Project Engineer: Hunsaker & Associates San Diego, Inc. h:\stormcad\1941\27\line1d1second.stm Hunsaker & Associates - San Dlego, Inc. StonnCAD v5.0 [5.0010] 05/02/03 11:25:34 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Pagelofi Calculation Results Summary Scenario: Base >>>> Info >>>> Info >>>> Info Subsurface l!Jetwork Rooted by: 7 Subsurface Analysis iterations: 1 Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS 1 Label Inlet Type Inlet Total Intercepted Flow (cfs) Total Bypassed Flow (cfs) Capture Efficiency (%) Gutter Spread (ft) Gutter 1 Depth 1 (ft) 1 1 5 Generic Inlet Generic Default 100% 0 00 0 . 00 100 0 0 . 00 0.00 j 1 6 Generic Inlet Generic Default 100% 0 00 0.00 100 0 0 . 00 0.00 1 1 14 Generic Inlet Generic Default 100% 0 00 0.00 100 0 0 . 00 0.00 1 j 22 Generic Inlet Generic Default 100% 0 00 0.00 100 0 0 . 00 0.00 1 I 41 Generic Inlet Generic Default 100% 0 00 0.00 100 0 0.00 0.00 j I 12 Generic Inlet Generic Default 100% 0 00 0 .00 100 0 0.00 0.00 1 CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: 7 1 Label Number Section Section Length Total Average Hydraulic Hydraulic | I of Size Shape (ft) System Velocity Grade Grade | 1 Sections Flow (ft/s) Upstream Downstream | 1 (cfs) (ft) (ft) 1 1 P-10 1 24 inch Circular 190 39 35 00 14 50 341. 81 331.09 1 1 P-115 1 18 inch Circular 213 24 21 00 11 88 351. 72 343.20 1 j P-9 1 18 inch Circular 100 00 12 70 7 19 344 . 66 343.20 1 I P-8 1 18 inch Circular 220 00 21 00 11 88 361. 61 352.82 I I P-20 1 18 inch Circular 77 00 21 00 11 88 363 . 48 360.40 I 1 P-19 1 18 inch Circular 77 00 18 00 10 19 361. 26 359.00 I I P-16 1 18 inch Circular 109 00 5 10 2 89 361. 26 361.00 I I P-18 1 18 inch Circular 33 00 6 90 3 90 361. 14 361.00 I I P-3 1 18 inch Circular 205 70 6 00 3 40 361. 67 361.00 I I P-l 1 18 inch Circular 136 40 6 00 3 40 362. 21 361.76 1 1 Label Total Ground Hydraulic Hydraulic | 1 System Elevation Grade Grade | I Flow (ft) Line In Line Out | 1 (cfs) (ft) (ft) 1 I 7 35 . 00 339. 89 329 .89 329.89 1 I 6 35 . 00 349. 89 343 .20 341.81 I I 40+35.10 21. 00 358. 28 352 .82 351.72 I 1 S 12 . 70 351. 00 344 .82 344.66 1 I J-4 21. 00 360. 40 362 .16 360.40 I I 14 21. 00 359. 00 361 .19 359.00 I I J-5 18 . 00 361. 00 362 .61 361.00 I I 12 5 . 10 368 . 30 361 .28 361.26 I 1 41 6 . 90 361. 50 361 .19 361.14 I I J-6 6. 00 363 . 70 361 .76 361.67 I I 22 6. 00 367. 00 362 .30 362.21 I h:\stormcad\1941 \27\line1 dl second.stm 05/02/03 11:25:46 AM © Haestad Methods, inc. Project Engineer: Hunsaker & Associates San Diego, Inc. Hunsaker & Associates - San Diego, Inc. StormCAD v5.0 [5.0010] 37 Brookside Road Waterbury, CT 06706 USA +1-203-755-1666 Page 1 of 2 Profile Scenario: Base Profile: Profile -1 Scenario: Base Elevation (ft) Station (It) h:\stonncad\1941 \27\iine1 dl second.stm 05/02/03 11:21:41 AM © Haestad Methods, Inc. Hunsaker & Associates - San Diego, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Hunsaker & Associates San Diego, Inc. StormCAD v5.0 [5.0010] +1-203-755-1666 Pagelofi Calavera Hills - Village E-1 Hydrology Study REFERENCE DATA 100-Year 6-Hour Precipitation Isopluvial Plan with Approximate Proposed Site Location County of San Diego MM:siiim b:Vrc|)oitiM941\27\a08jloc W.0.1941-27 S/16W3 3:06 PM cowrry OF SAN DIEGO DEPARTMENT OF SANITATION ft FLOOD CONTROL 100-YEAR 8-HOUjl PSJECIPITATIOW '-20> ISOPLUVIALS OF lOO-YEAR 6-HOUR PRECIPITATIOri IH TEriTHS OF Ati liiCII _ 33* U.S. DEPARTMEN HATIOMAL OCKAKie AMD ATi ipreiAL. iTUoiea oRAHcii, ernes em 118' Calavera Hills - Village E-1 Hydrology Study REFERENCE DATA Gutter and Roadway Discharge Velocity Chart MM:smm h:\rq)oitsM941\27b08.doc W.0.1941-27 5/16/03 3:06 PM I CHART I-104.12 CMC HOC CM.T , I 11 I » « T • > n OISOUJWE {Cfil 6:»tni Q» KJ Sx 2.3% a«rt 0«ptA « a4, Viiedty a 4.4 I 20 I 3C I I «0 90 ^.EV. • • 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 Calavera Hills - Village E-1 Hydrology Study REFERENCE DATA Rating Curve to Achieve 4 fps Velocity in an 18" RCP Storm Drain MM:siiiiii li:\iqioniU941\27\a08.doc W.0.1941-27 5/1*03 3:06 PM Rating Curve to achieve 4 fps velocity on an 18" RCP P6(10O.Yr)= 2.9 P6(2-Yr)=:1.4 P6(2-Yr)/P6(1Q0-Yr) = 0.5 Slope (%) QjCcfs) Qioo (cfs) 0.5 3.1 6.1 0.6 • 2.4 4.8 0.7 2.0 3.9 o.a 1.7 3.3 0.9 t.4 2.9 1.0 1.3 ZS 1.5 . 0.8 . 1.5 2.0 0.6 1.1 3.5 .3.0 2.5 ZO u gi.5 1.0 0.5 0.0 •[ : 1 ' • » \ i — — 4 : ML • —1— 1 1 1 1—1— ' ' • • 1.3 TO 6,o Mo 3.0 10 Q 0 0 20 To use tWs chart, plot 50% of against slope. • ' *Note: QJ - Q.5*QioQ based on ratio of Pg values fbr the Cfty of Carisbad Calavera Hills - Village E-1 Hydrology Study REFERENCE DATA Nomogram - Capacity, Curb Inlet at Sag City of San Diego Chart 1 -103.6C MMxmn Il:\iqions\1941\27\a08jloc W.0.1941-27 5/l»03 3:06 PM 1.0-r-i 2 •II -10 -9 CHART I-I03.6C .s- .7- .6- H Ul Ul u. Ul fl.. o u. o »- X o u X 2- .2- 7 cn UJ X u z bJ 0. o u. o o UJ X O s e c o e Z z o u. o -10 • 8 - S - 5 - 4 r 3 -.8 / o K bJ n. < •5 4 -3 m -2 - I.S .4 H-.2 -.1 -.06 ..06 •.OS -134 L.J03 \~ 2 H*ilkl (f tart. T Surfati MlM*4 MUr ELEVATION SECTION o Z Z u a. o u. o Z u UJ X u. o tn s c UJ I- o UJ o z o Q. 1.0 .9 .8 • .7 - .5 _ .4 - .3 -2 L- .15 REV. CITY OF SAN DIEGO - DESIGN GUIDE SWT. NO. NOMOGRAM-CAPACITY ,CURB INLET AT SAG NOMOGRAM-CAPACITY ,CURB INLET AT SAG NOMOGRAM-CAPACITY ,CURB INLET AT SAG 15