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Home My WebLink AboutDrainage Study ReportDRAINAGE STUDY REPORT Tract 29928, 29928-1, 29928-2, and 29928-3: Harveston City of Temecula, California May 15, 2002 Prepared for: Lennar 24800 Chrisanta Drive Mission Viejo, California Prepared by: ~ RBF CONSULTING Contact Person: Ejaz Mohammad, RCE 58580 27555 Ynez Road, Suite 400 ~ ~ ~ Temecula, California 92591-4679 CON5LJLTING 909.676.8042telephone 909.676.72400 fax RBF JN 15-100352.001 / ~Y Revision History Date Comments 8/23/01 Original 11/15/01 Modified per comments City of Temecula 5/15/02 Modified per 2"tl plan check comments C.O.T. C58580 ~ e ~--~ ~ ' ' TABLE OF CONTENTS ~ , STUDY SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.1 Background ....................................................1 1.2 Drainage Pattern ................................................1 ' 1.3 Hydrology ......................................................1 1.4 Hydraulics .....................................................2 ' TABLE OF APPENDICES ' Appendix A ........................................................... Figures Appendix B .......................................................... Exhibits ' Appendix C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydrologic Calculations Appendix D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydraulic Calculations Appendix E . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Storm Drain Improvement Plan I TABLE OF FIGURES Figure 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Vicinity Map ' Figure 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Tract Location Map Figure 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydrologic Soils Group Map ' TABLE OF EXHIBITS ' Exhibit A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Existing Condition Exhibit6 ........................... ........................ Proposed Condition , , 1 ' ' H:IPDATAV5f003521CALCWytlrologyl752rp001.wptl ' ' TRACT 29928, 29928-1, 29928-2, 29928-3 DESIGN REPORT HARVESTON SPECIFIC SITE PLAN i ••• Z ' ~ STUDY SUMMARY ~ ~ 1.1 Background ' The proposed tract (Tract 29928) is located in the County of Riverside within the corporate boundary of the City of Temecula. The tract is part of master community development plan project known as Harveston. The project consists of about 520 acres of commercial, business park and ' residential uses. The site is currently undeveloped and is bounded by Interstate 15 to the west, the Winchester Highlands Business Park and Santa Gertrudis Creek to the South, Warm Springs Creek and the Warm Springs Specific Plan area to the north and east. Figure 1 indicates the site ' vicinity and its relationship to the surrounding area. Figure 2 shows the tract boundarywith respect to the overall project boundary. ' Overall land gradients are moderate, averaging from about 1 to 5 percent in stream courses. Ground cover is indigenous grass with fair coverage, and erosion does not appear to be a problem in the streams or on the adjacent hillsides. Over 70 percent of the site is tributary to Santa Gertrudis Creek, either directly via Assessment District 161 (A.D. 161) improvements or by local ' storm drain systems. The remaining portion of the site is tributary to Warm Springs Creek. Runoff from a majority of the site passes beneath Interstate 15 to local facilities in the Northstar Business Park and the Signal Landmark Business Park which ultimately discharge to either Santa Gertrudis , Creek or Warm Springs Creek. Smaller portions of the site are directly tributary to Santa Gertrudis Creek and Warm Springs Creek. ' Purpose of this report is to summarize the hydrologic and hydraulic study results, and report the designed pipe and inlet sizes. ' 7.2 Drainage Pattern Tracts 29928, 29928-2, and 29928-3, in the existing condition, are part of the drainage basin that ' drain to 84" CIP culvert underneath Ynez Road. An infrastructure drainage pipe is proposed in the Harveston Master Plan of Drainage ("Master Plan"), that will carry the drainage from these tracts through closed pipes to the Ynez Rd culvert. ' Tract 29928-1, historically, has sheet flowed towards Margarita Road. Currently, after the mass grading of the Harveston Elementary School, this flow is picked up by a catchbasin near Harveston School Drive, and is carried through pipe to the Margarita Road stormdrain system. In the t proposed condition, the flow from this tract will be picked up by inlets in streets KK and UU and will join the Margarita Road stormdrain system ' 1.3 Hydrology The total drainage area is less than 300 acres, therefore Rational Method was used in estimating ' the peak flow per Riverside County Flood Control Hydrology Manual. Discharges have been computed for 10-year and 100-year hypothetical storm return frequencies. ' Rainfall used in the studies was taken from the Riverside County Hydrology Manual for the ' TRACT 29928, 29928-1, 29928-2, 29928-3 DESIGN REPORT ~ HARVESTON SPECIFIC SITE PLAN 1 3 ' STUDYSUMMARY ' "Murrieta -Temecula and Rancho California" areas. Basic assumptions and criteria for use in runoff computations are: ' • Hydrologic Soil Group B or BC; • Initial area is generally less than about 10 acres and flow path lengths less than 1,000 feet. ' Figure 3 shows the hydrologic soils group (HSG) over the project area. This figure shows that the project site has a HSG of type B, except for 19 acres of the site which is HSG of type BC. Tract , 29928-1 has HSG type B. Appropriate changes have been made in hydrologic models for tracts 29928, 29928-2, and 29928-3 to account for 19 acres of HSG type BC. The hydrology report for these tracts are included in the Harveston Drainage Infrastructure Design Report. Exhibit-D of the ~ Drainage Infrastructure Design Report shows the proposed condition drainage basin boundarywith 100-year peak flow. The hydrology study for tract 29928-1 is performed in this study and is included in Appendix C. The ' total drainage area draining to Margarita Road storm drain system from this tract has increased from 6.0 acres to 8.6 acres. Table A and B below summarizes the hydrology study result for this tract. Exhibit-A and -B show the existing and proposed condition drainage basin boundary. ' ' ' ' Table A: Tract 29928-1 Peak Flow Summary for the Existing Condition 10-year Frequency 100-year Frequency Sub-basin Name Drainage Area (ac) Tc (min) Qpeak (cfs) Tc (min) Qpeak ~cfs) 210 8.6 18.0 5.8 18.0 9.6 Table B: Tract 29928-1 Peak Flow Summary for the Proposed Condition ' ' tJ 10-year Frequency 100-year Frequency Sub-basin Name Drainage Area (ac) Tc (min) ~+ peak ~~s) Tc (min) Q~ak (cfs) 210 3.10 14.9 4.4 14.9 6.7 220 5.5 15.7 7.5 15.7 11.6 ' 1.4 Hydraulics ' Hydraulic calculations in the pipes were performed using Los Angeles County Flood Control's Water Surface Pressure Gradient (WSPG) program. The downstream water surface elevations for the pipes joining Infrastructure Storm Drain system (per Master Plan) were taken from the , hydraulic calculation results of the Master Plan. These pipes include laterals C-1, C-2, E-1, E-2, lines C, D, and E. The downstream water surface elevations for the pipes joining Margarita Rd Stormdrain system were taken from stormdrain plan per A.D. 161. ' ' TRACT 29928, 29928-1, 29928-2, 29928-3 DESIGN REPORT ~ HARVESTON SPECIFIC SITE PLAN 2 ~ i ' STUDYSUMMARY ' Appendix D includes the hydraulic calculation results report. Inlets were designed for the 100-year incoming flow. Appendix D also includes the inlet sizes summary and calculation report. Table C below summarizes the pipe sizes designed in this study. Figure 2 shows the location of the ' designed pipes. Table C below summarizes the designed storm drain pipe system. The storm drain improvement plan is included with the study report that shows the pipe and the HGL profile of the designed pipes. ' ' , ' ' ' ' ' ' ' ' ' ' ' C~ Table C: Designed Pipe Size Summary Pipe Name Diameter pownstream System Lat. O-1 18 in. Margarita Rd Stormdrain System Lat. O-2 18 in. Margarita Rd Stormdrain System Lat. C-1 18 in. Ynez Rd Infrastructure Stormdrain System Lat. C-2 18 in. Ynez Rd Infrastructure Stormdrain System Lat. E-1 18 in. Ynez Rd Infrastructure Stormdrain System Lat. E-2 18 in. Ynez Rd Infrastructure Stormdrain System Line C 18 and 24 in. Ynez Rd Infrastructure Stormdrain System Line D 18 in. Ynez Rd Infrastructure Stormdrain System Line E 18 and 24 in. 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RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON ' RIVERSIDE COUNTY FLOOD CONTROL 5 WATER CONS£RVATION DISTRICT , (ACFCfiWCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software (aes) ,Ver. 1.SA Release Date: O1/O1/2000 License ID 1264 ' Analysis prepared by: RBF & Associates 19725 Alton Parkway Irvine, CA 92618 ' __'_____'___________'_'___"___'_____'___"'____'__________'_'____"___ FILE NAME: 352100EX.DAT TIME/DATE OF STUDY: 13:12 08/22/2001 ' "'___'_'____"_____'______'____"________"'____'______'_______""___"'__ --USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMP.TION: ___"__'_'________'___'_'___'_'_______"'_____'___"'_____"'__'____"'__ USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 ' SPECIFIED PERCENT OF GAADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.55 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSI~Y(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.980 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOOR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5995536 COMPOTED RAINFALL INTENSITY DATA: STOAM EVENT = 100.00 1-HOOR INTENSITY(INCH/HOUR) = 1.300 ' SLOPE OF INTENSITY DURATION CURVE = 0.5996 RCFC6WCD HY-ROLOGY MANUAL "C"-VALUES OSED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFCSWCD HYDROLOGY MANOAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLE~ PIpEFLOW AND STREETFLOW MODEL' , HALF- CROWN TO STftEET-CROSSFALL: CUAB GOTTER-GEOMETRIES: MANNIN6 WIDTH CAOSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ~I =__ _____ _________ _________________ _____ ___"_ _____ _______ i 1 30.0 20.0 0.016/0.018/0.020 0.67 2 00 0.0313 0 167 0 0150 . ' GLOBAL STREET FLO:V-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximiun A1lowable Street elow Depth) -(TOp-of-Curb) ~ 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) ' *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE OPSTREAM TRIBOTARY PIPE.* +.++x.x++x+.x+..s+:..+~+.+x+x++xx+x...:.a:+.+>s+++x+.:+.~+++.x«+.+sx.+x+.r.. ' FLOW PROCESS FROM NODE 210.SG TO NODE 210.00 IS CODE = 21 ___'______'_______'___________"___'_____"_____"'_________'__'________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< _________"_____'_____-____________'-____'_'_______________'_'-__ ~ ASSUMED INITIAL SUHAREA UNIFORM ~~ DEVELOPMENT IS: ONDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CNANGE)]'*.2 INITIAL SUBAREA FLOW-LENGTH = 550.00 OPSTREAM ELEVATION = 1116.00 DOWNSTREAM ELEVATION = 1102.00 ' ELEVATION DIFFERENCE = 16.00 TC = 0 J09*[( 550.00'*3)/( 16.00)7*#.2 = 17.959 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.523 USER-SPECIFSED RUNOFF COEFFICIENT = .6359 SOIL CLASSIFICATION IS "B" , SUBAREA RUNOFF(CFS) = 9.62 TOTAL AREA(ACRES) = 6.00 TOTAL RUNOFF(CFS) = 9.62 _____-_'_____-_'_______________'________________-_"_________-______________ END OF STUDY SUbSfARY: , --TOTAL-AREA(ACRES)---_-_----_-6.00-_TC(MIN-)-------17.96------------------- PEAK FLOW RATE(CFS) 9.62 __________________________'_____~_____-____-__________- -____________'_-____ END OF RATIONAL METHOD ANALYSIS ' 1 l~ - ~~ ~~c~~'~.~~J , Page 1 of 1 \Y , II~ ~ ~ ~ ~ 1 ;~ ~~ ;~ ;,~ ~ '~ I'~ :~ ~~ ~ ~ 1 100-YEAR. PROPOSED CONDITION HYDROLOGY CALCULATIONS SUMMARY ~3 ' 352100PR.RES ' ~,,,,,,,,,,,,,,,,,~,.,.,,.,.~.~,.,,,...,..,,....,,.,....,,,..>...,..,,,,..,. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL 6 WATER CONSERVATION DISTRICT ' (RCFC&WCD) 1978 HYDROLOGY MANOAL (c) Copyright 1982-2000 Advanced Engineering Softwaxe (aes) Ver. 1.SA Release Date: O1/O1/2000 License ID 1269 , Analysis piepared by: RBF 6 Associates 14725 A1ton Paxkway Irvine, CA 9261B ~ , _______'_______'_'_________"____"____"_______________'_'_"_______'_'____ FILE NAME: 352100PR.DAT TIME/~ATE OF STUDY: 15:48 08/02/2001 t ____"_____"________'_""_____"____"'___"'________"'_' _'_____ '~ _ USEA SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: '__'__"________"'______________'____"'______"""'_____'__'______' USER SPECIFIED STOAM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 , SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.55 10-YEAR STORM 10-MINOTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINOTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.980 ' 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOOR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CORVE = 0.5505732 SLOPE OF 100-YEAA INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOOR) = 1.300 ' SLOPE OF INTENSITY WRATION CURVE = 0.5996 RCFCSWCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFCSWCD HYDROLOGY MANOAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* , HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/O.O1B/0.020 0.67 2 00 0.0313 0.167 0.0150 ' GLOBAL STREEP FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum A1lowable Street Flow Depth) -(TOp-of-CUrb) , 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WTTH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBOTAAY pIPE.* .~:..x<.~++~.+..++s:++.++.+wx+.+>+~~+i.++s..+..++.+x+~..xwx>x;+e:+:~«x+++xt.> FLOW PAOCESS FROM NODE 210.50 TO NODE 210.00 IS CODE = 21 ____""_________'_'________'_______' ' _________'______________"________ »»>AATSONAL METHOD INITIAL SUBAREA ANALYSIS««< __________________"_ -_______ _______-_______'___________-_'-_'_____-_ _______ ASSUMED INITIAL SUBAAEA ONIFORM ~~ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) ' TC = K*[(LENGTH**3)/(ELEVATION CHANGE)~**.2 INITIAL SUBAREA FLOW-LENGTH = 836.00 UPSTREAM FLEVATION = 1129.30 ~ DOWNSTREAM ELEVATION = 1116.85 ELEVATION DIFFERENCE = 7.45 ' TC = 0.393*[( 836.00*'3)/( 7.45)]"*.2 = 19.868 100 YEAR RASNFALL INTENSITY(INCH/HOUR) = 2.796 USER-SPECIFIED RUNOFF COEFFICIENT = .7779 SOIL CLASSIFICATION IS "H" SUBAREA RUNOFF(CFS) = 6J9 ' TOTAL AREA(ACRES) = 3.10 TOTAL AUNOFF(CFS) = 6 J9 ~ ~+~.a.+:+~~x~r...:x+..+e++..+Y.~+~x+rx+~~x+.*+..+.x.x..x++si.+s.s++~~.r>.+.+ ' FLOW PROCESS FROM NOOE 210.00 TO NODE 210.00 IS CODE = 13 ___"______'__'____"_____'_'___'________"""______'_____""_______'__ »»>CLEAR THE MAIN-STREAM MEMORY««G x:x.~+~xx~:ww+r.+~~.+s~sx~ax+ixs+wxx~rwixa:xw.rxx+>:+:aa:w.++~w.++++xxxt.~:~ \~ , FLOW PROCESS FROM NODE 220.50 TO NO~E 220.00 IS CODE = 21 /) ~ ' »»>RATIONAL METHOO INITIAL SUBAREA ANALYSIS««< /~` ~~ ~ ~~~ f ~ Page 1 of 2 1 ' ' ' ' ~ , , ~ ' ' ' ' ~ ' ' 1 , ' 352100PR.RES -_----='=ASSOMED INITIAL SUBAREA UNIFORM =_______'___________'_____________ ~EVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = R'[(LEN6TH**3~/(ELEVATION CHANGE)j*',p INITLAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = ll24.30 DOWNSTREAM ELEVATION = 1119.Sfi ELEVATION DIFFERENCE = 9.79 TC = 0.393*[( 1000.00**3)/( 9.74)]**.2 = 15.712 100 YEAR RAINFALL SNTENSITY(INCH/AOUR) = 2 J15 USEA-SPECIEIED RUNOFF COEFFICIENT = .77q7 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 11.57 TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 11.57 +.+++r.x..x;oxxr+.x.>tx.x+t:r+++:++st+:u..+wxx+++>xx.+.++++i::x..+i.x..+x..x+. FLOW PROCE55 FROM NODE 220.00 TO NODE 220.00 IS CODE = 13 _______"___'____'________'____"__'____'___'___'___'_____"_____'____'____' »»>CLEAR THE MAIN-STREAM MEMORY««< __-____'___'____'____________________________________ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.01 TC(MIN.) = 5.00 PEAK FLOW RATE(CFS) = 1.00 _'_____________________________'__-'__-'__-______'__ -___ '____________________'___-_____-_ END OF RATIONAL METHOD ANALYSIS 1 ~~ Page 2 of 2 1 1 ~ ' , ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~i 1 1 1 ~ 10-YEAR EXISTING CONDITION HYDROLOGY CALCULATIONS SUMMARY ~~ ' , 35210EX.RES RATIONAL~METHOD~HYDROLOGY~COMPUTER~PROGRAM~BASED~ON~~~~~~~x+..x. AIVERSIDE COUNTY FLOOD CONTROL d WATER CONSERVATION DISTAICT ' (RCFCSWCO) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineering Software laes) Ver. 1.SA Aelease Date: O1/O1/2000 License ID 1269 , Analysis prepaxed by: RBF fi ASSOCi3te5 19725 Alton Parkway Irvine, CA 92618 ~ _"_____'_______'_'_____'______'____'________________"______'_______'_____' FILE NAME: 35210EX.DAT TIME/DATE OF STUDY: 11:02 OB/23/2001 ~ __"___'_'_______'_______'___________'____'___"_____'______""_____"___'_ __OSER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMP.TION: "_______'_____"_____'______'____'____'_____'______"_'______"______ OSER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 , SPECIFIE~ PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.55 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOOR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 ~ 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DORATION CURVE = 0.5995536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOOR INTENSITY(INCH/HOUR)'= 0.689 ' SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFCSWCD HYDROLOGY MANUAL "C"-VALUES USEO FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALOES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMHINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MO~EL' 1 HALF- CROWN TO STREET-CROSSFALL: CORB GOTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OOT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIOE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20 0 0 018/0.018/0 020 0.67 2 00 0 0313 0 167 0 0150 1 GLOHAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative F1ow-Depth = 0.00 FEET . as (Maximum Allowable Street Flow Depth) -(TOp-of-CUrb) ' 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/5) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTAEAM TRIBUTARY PIPE.* , , , ~ , ~ ' ' ______________'____"____'______'__________'_________'___} ~ I ~ }_"'__'__'_______'___'______"'____'________'_"_____"_____'_________"__} xx.i+s++x«>isit~.+~.xss++t++i.:++.xx~x+~:>::x++.+:+.+++x3ss+x+.:.+x++~x+..+~ FLOW PROCESS FROM NODE 210.50 TO NODE 210.00 IS CODE = 21 _________________"'_______________'__'_____"'______"_______'__'_'_____' »»>[tATIONAL METHOD IMTIAL SUBAREA ANALYSIS««< _'__________________________________________________________'_-______-__-___ ASSUME~ INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*((LENGTH*i3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1118.00 ~OWNSTREAM ELEVATION = ll02.00 ELEVATION DZFFERENCE = 16.00 TC = 0.709*[( 550.00'*3)/( 16.00)]**.2 = 17.959 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.727 USER-SPECIFIED RUNOFF COEFFICIENT = .5602 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 5.80 TOTAL AREA(ACRES) = 6.00 TOTAL RUNOFF(CFS) = 5.80 _'___-__'________-_"_____-_'-____-'________________________________'_______ END OF STU-Y SUMMARY: TOTAL AREA(ACRES) = 6.00 TC(MIN.) = 17.96 =-PEAK-FLOW_RATE(CFS7=-'==_-_-_5_g~=-_=___~_____-'__________________________ /+~~'~~~. ~~`~~~.~~°~~ Page 1 of 2 \~ i~ , , , ' , , ' ' r i ~ ~ ~ ~ ~ ~ 35210EX.RES -----____________________________________________=________________________ END OF RATIONAL METHOD ANALYSIS 1 ,$ Page 2 of 2 ~ , , , , ~ 10-YEAR ~ I PROPOSED CONDITION ' HYDROLOGY CALCULATIONS ;~ ; SUMMARY ~~ ; ;~ ~~ i ;~ ~~ i~ ~~ ~ ;~ :~ ~ .~ ~~ C~ 1 1 ' ' , , 1 , ' ' ' 35210PR.RES ............................................................................ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL s WATER CONSERVATION DISTRICT (RCFC6WCD) 1978 HYDROLOGY MANUAL (cI Copyiight 1982-2000 Advanced Engineering Software (aes) Vei. 1.SA Release Date: O1/O1/2000 License ID 1264 Analysis prepared by: RHF 6 Associates 19725 Alton Parkway Irvine, CA 92618 ______'__"____________'_______"'_"_____"'_______"__"_'_'_'______ FILE NAME: 35210PR.DAT TIME/DATE OF STUDY: 19:53 08/07/2001 ' ______"__'____'____'_______"________"_________'___'_"'_______ USER SPECIFIED HYDROLOGY AND HYDRAOLIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 ~ SPECIFIED MINIMUM PIPE SIZE(INCH) = 18..00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.55 10-YEAR STORM 10-MINOTE INTENSITY(INCA/HOUR) = 2.360 10-YEAR STORM 60-MINOTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.980 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5995536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = O.B89 SLOPE OF INTENSITY DORATION CORVE = 0.5506 RCEC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALOES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMHINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOA COUPLED pIPEFLOW AND STREETFLOW MODEL' HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARA- HEiGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0 O18/0.020 0 6"7 2 00 0 0313 0 167 0 0150 GLOHAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum A1lowable Street Flow Depthl -(TOp-of-CUrb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/5) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIHUTARY PIPE.* .+++.s+.x.~+.+.et:+sx.r++s...++:.+.+s.+>+.r.:...+..+.x:+..+.::+++.xxx.+..+.x , ELOW PROCESS FROM NODE 210.50 TO NODE 210.00 IS CODE = 21 _'______________'__________'______'_' _____"____________________'______ »»>RATIONAL METHOO INITIAL SUBAREA ANALYSIS««< "---=-== ASSOMED INITIAL SOBAAEA UNIFORM ___________________________________ DEVELOPMENT IS SINGLE FAMILY (1/9 ACRE) ~ TC = K*[(LENGTH**3)/(ELEVATION CAANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 836.00 OPSTREAM ELEVATION = 1124.30 DOWNSTREAM ELEVATION = 1116.85 ELEVATION DIFFERENCE = 7.95 ' TC = 0.393'[( 836.00**3)/( 7.95)]**.2 = 14.888 10 YEAR RAINFALL INTENSITY(INCHBOUR) = 1.915 USER-SPECIFIED RUNOFF COEFFICIENT = .7909 ' SOIL CLASSIFICATION IS "B" SUBAAEA RUNOFF(CFS) = 9.90 TOTAL AREA(ACRES) = 3.10 TOTAL RONOFF(CFS) = 9.40 x<.sx:+~xxr++.sx::~~xx.~.x++xx+~:~.++..xxex+x+i+x:ax..+++a.ex.:s++~+ww+....+. FLOW PAOCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 13 __'_'____________"""______"'_'___"_ ' ____'__"________'__'__"_""___ »»>CLEAR THE MAIN-STREAM MEMORY«<G< -----------_ _ ----------- ________________________ ..........................>.,.,,.,,.,..,.,....,..,.,.,....,,.,,,,..,,....,,. ~'~ ~ ~~ , FLOW PROCESS FROM NODE 220.50 TO NODE 220.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ~ ' ~/G+7 6~p !E) ~ Page 1 of 2 ' 35210PR.RES 1 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) , TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1129.30 DOWNSTREAM ELEVATION = 1114.56 ELEVATION DIFFERENCE = 9.7q ' TC = 0.393*[( 1000.00*'3)/( 9 J4)]**.2 = 15 J12 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.859 USER-SPECIFIED RUNOFF COEFFICIENT = .7378 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 7.54 ' * TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 7,59 .+~x~.+.r:.xx.:..:....+xxx+.+~w.x.++.+.++..x+..x.rx:x.+x.+..x>x.x++.+~,~+x+. FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 13 _______________"'_____'_____'___________'____'______'______"______"_____' , »»>CLEAR THE MAIN-STREAM MEMORY««G _____________'_-___'____-______-_-____-'___-____-____--___________---___-___ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.01 TC(MIN.) = 5.00 ' PEAK FLOW AATE(CFS) = 1.00 ___________"-____'___________'___--_'_______________________.-_-________-__ END OE RATIONAL METHOD ANALYSIS ~ , 1 , , ' ' ' , ' ' ' ' ~` ~ Page 2 of 2 , , , , , 1 Appendix D: 1 1 Hydraulic Calculations 1 1 1 1 1 1 1 1 1 1 ~ ~ , ~ ' ' , ~ LINE C I HYDRAULIC CALCULATIONS ~ SUMMARY ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ' ' ' ' t ~ LAT E RA L C 1 ~ HYDRAULIC CALCULATIONS ' SUMMARY ~ 1 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ' 1 , o -+ m .4 `n O ~ Z ~ ^ ~ m w ~ N a ~ ' r ' ~ ~ N ' 'w P ' 2 >' m N H F -~ m Vl rl ~ ~ I"~ H '> >. a ^ Z F ' / O ^ p F ~ ` ~ ~ Z H N ~ ~ r~ Z U ~ j w ; L W ~ ^ ^ H a ' i >' ] E II m ~ W ~ • z °o ~ N H a' ~ a n, H ' ' ~+z >o ~ a Z zo V E o i ~ v i ,x i- i p o U ~ W t n rFil w w F i a , M I H ~n a w N ~ N W a U f. l ~C u~ U w L1 U a ~ o 0 ~ `~" , a .~ wFw a ' , (L N Z W E N p ~ Q ~ E N N U Q F U aZ' i ''~ ~ t, ~ W ~ a° Q E au N `~ ~ ' ~n m 3 x .-i U a F (~ G. ~ . 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N ao + U + ' ~ O O O ~ ~ ~' ' k O O O O O ~ U W ~ O O O O O O O O O H .^J F1 k O O O O p p ~ E ~n 2 Ul Iz1 + w• W ~ Ol N ~O h (~1 1`t h M O ~ P ra H O ~ . ~ + k " * O' ~ N O 01 ri Ol ' m Ol , O ~D ~I1 N N p O P O W N ('J a C O N Ol O N O l~ ri pt ry pi . '~ ~ W . . . . P . P W N O N o in 0 o ~o o io o m o i- i r -i w s+ ~o o ~o o ~ r . o . i- ~ . m 1 0 i 0 o m[., p G~ z 0 + o 0 0 0 0 0 ~/~ ~r r .i ' i N .i N O m f~ 0.' * ri 'i r4 M ~ 'i M . ri N .-I CG'J Ix1 ~n a~n z c~ k .v ,-+ .i .y ,y .. in v rv~ m ~ ~n ry o ~n lu m 2.] o „ k W x m r r ~n r v , N 1~ N C @ IO Ol N C U O I ~ ,• O O m (O m m r O v ~ c C f`t l~ N P rl ~ ~ FC i~ O N N 0 Ol W N OJ m • ti ti O O L i UI d L] W ~ ~ O m • m O OJ N '4 ~-i N rl N 'i p.' W M 7$ W# '4 O O O O rl C N C -I 0 . 0 0 0 0 o>a y• o 0 0 0 ~ . . . ~a . . . ~ rt E ~ a xc~ * ' ~ ° t~ °1 ~ "' ~o `" E C a ] + O o o .-~ ~ ~ a O F . W « M o . 0 0 m m m m 3 W N > # m m a~ N , ,y ~"~ ~/1 O # .i fi fi N ~ O . O . O O N ~] a p * O l9 ~O ~D ~O ~O m N 'n N . r~ N . "~ N ~ 2 2 d + « rv. . r . r . r . r . r /r ~ # U C~ w o N O U' « ' 3 O m P ~ ~ d' o H Q (~ N fv H k ~ l0 M c m ~ ti N 01 N M G] 0.' i-] ~ • rv v m io m r ~ ' ~+ 1[.] ~ ~n u ] • ~n • o • N . o P 0 ~ I(l 0 ~G L1 UI rva k ~(1 l0 ~O . 0 o H f; 2 3 W + o 0 0 0 0 0 ~ ~ a H a ° « '' '" ~ .. " ' u . . . . . . ., ~ m .a [a * rt .y r i0 I C N m o 0 0 P N '~ O~ N fL f(. C. S O k O tp i(1 ry N N ' 'n ~ • F.] x l~ m ~ ~o ~ ~ N .-1~ .-I .y U O LL W .'~] H • e-1 . N .~1 O O p h O fu * ' N O R • °` ° °` P O1 ~ °' ~ ~ b F + • a o [~ m r r m rn w m m io N ~ N > r c~ m m m m m m m o ' ~ W t, ] + ' ~ o . . O . p e . .i O N O .-I O ( l . O .y O ('1 O O l~l O .i W O 7 a ~a] O ~ VI # !~1 O l~l N P O P O P O W P P , ~ ~ m H ~ O O ~ O ~ O `i O N O N O 'y O x 'y O O N ~ .y O i Lt x r~ r O 'i N m O b I1 m P m .-I ul ~D . * . N N th O1 W y * t+) E 1'1 ri N M i(1 O ~Il N O ~D N m 1~ N rl t~l .i (n ~ W h ~ N O~ [~ ~D 'J ~O O \O l ' rt P m ~ c m G2] E i-] ~Il E ul 1~ ~ h .-i w Ol N 0 .y .i -~ y F ~ 2 P P c a ~n . . V # .i . -i . i ^ i ,- .y ti •. ~n a + o a. N + n x ~ ~ ~ M ~ ~) ^~ ~..L ~j3 , , o 0 0 0 0 0 0 o m a o ' * 0 0 0 0 0 0 0 0 o m ~ x . o p . o . a . o W x o O o 0 0 ~ ~ ~ O W ~ # O O O Z H M O o , d M O O O O O O O p p p p ~ O O O O O O O O O O O a~ ~ O O O O O O O O O O a x o 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O N N M . . . . . . . . . , i~ O O O O O O O O O O ' O O O O O O O O O , \O y O O O O O O O O p ~~' * O ~ ~ p * O O O O p m N k # O Vl O ~I1 O i(1 ~ll I i` , ~ ~ 1 \ F a ~ . N . ~ ~ Yl ~(1 ,. .. .. ., U' N rl N . N ' r4 ~ xo 5 * , 0 N ~D 0 N .lO o N l0 N t0 O ~D ~ ~O E ~ ~ ^ k O ~O O l O O O O O O O ~ * ~* O 0 O l0 O l0 ' O ~O • O O x z. m m m m m ~ `~ ~ * F m m m ' 0 0 0 0 ~ U 5 f+E % io o io ~ ~ 0 .y .i E P. fi . 0 . 0 . 0 . ,y ,y H G1 Q k ~ ri 'i eY N . 'i U ~~ ~ O O O O O p ~ ' O O O O [9 [~] , y p O O ~ o 0 0 0 H "' w O • O ~ /~, o E N W % O O O O O W /~~ y/ 0 r-1 rl N I1 M 0 l N * ~ O m ~ m O Ol m 1~ .-I W i- W N N . M x m ~(1 W O ' N 1~ N ' . l~ l'1 O .-I N N M O a, ~ W W v~ o O itt ( 1 O C ~(1 N O ~O U1 N O CO h ~-1 O N N N O N O N O N O N O W * T N N O N O N O ~ ~ ~ ~ ; ~o° w w° + ~ : ~ ~ N ~ O ~ ., .y ., .. . ~ ro ~ a c7 ~ . ~ '" " M u i w oi z * , .-~ . , , , ~ O lD N O~ vl W G] Z r] * W x N m ~n ' N ~-1 ~ N t0 ~(1 m ri ~O 0 ~o ~O U 0 I m q 'J + l0 f'1 t0 N N 1~ ~ .y m ~n ~tl .i W 1 . (~1 ~(1 ~(1 P O~ N m ~-1 ~ -1 a ~-] Q Q K O [~ O~ ~O 1 N T N N 'I N . ~ O~ . Vl N O G i VI O~ ~ Vl W ~ tti ' I~ N l~ W p O N `i N r-1 O rl O d' G~ N 7 1'i Iu * 'i N O .-i O ( 1 . ry . p . ~ O a V] x p O .-1 O .-i O r-1 . . . . . y a O O O x U ' . ' o .-i a o m C W ~ M H r ~n o in ~ E 5 C .] + N m m c~ r m o Q O F W • . ~ ,y ,y O 'y T m m 3~ m > n m r . r . ~ . i M F p N ^ • ' b ~ ~ b b F1 ~ ~ N O .] C x # + ~o ~p ~ ~ b r t~ ~ r ~ 2 2 r . r . r . ' O~ + ~ a ~ k U C~ (L ^ k ~/1 O U~ k ' r p m ~n P O 3~ i-2i + ~o r ~ rv b -m N U' N W E . m c ~ ~ r ° W a .] .> x M in ~o ~ u i i Oi o 0 0 ~ .y ~"~ 1 W'J ~ 2 q N vl G] a + . . . t . m . o 'i '~ .i .~ ~ ~ O . 3 W .-~ .y ~ n ti ti .. " ,. ti .y .- i Z £ r ii n ti ~ ~ .~ ti ,-~ ' ^" '" r`Ln a rrLU u x ,y . . .-1 ,-i .y .y M 1~ r4 l~ ~(1 I 6i H 6l ~3 ~ 1' ~ ° ~D ~ ~o m ~ ~ a a a a T O 1 r l 1 o ~(1 m m (7 D 1~ h . F.] « t~ w m ~o m p m O o O O O U 0 ~ a W W ^ ~V + * k . O . O O O O , N O k R m rn m m m m t~ m m m r m ~ m a E" ' * 'y m a' m ~ ' in m m m cy m a. rn ~ n m o m ~n m P m O . O . p . P . O W 4] F ~ p , Q m O1 Ol Ol 01 Ol o 0 P 0 O1 0 P Ol C O O C G~ , ~.] O i~ O P O P O 0 0 0 ~ o ti o W y ti o ti o ti P o O C p P ~ O ~ N + ,-~ o ,y o O ry O O 'i O N O O N O ti `~ Di h .i O O N O ~O ~ O 1~ m m 0 ul [~ N N m ('1 Q1 l O m ~O . * lp O O O f'I t"1 OJ 0 Ol ~(l 1~ W 1'1 m N N C 1~ .4 O (1 P lO C ~ O r m O ~ m l0 ~tl c O M Ul O H F. x 4] x v N 1~ N T .y .-1 ~-i N T O ' ~ N t(1 ~O ~O ~' ~ E rl * N rl .1 N N .i .i .i .i U H ~ x .i .i ~ ~ ~ a , y .~ a k ' ~ 0 ~ N ~ CD ~ ~~ 1 , , 0 ~ 0 ~ a o 0 0 ' a a aax a aa 0 0 0 0 0 0 0 0 0 ............................ o 0 ........... ' 0 0 0 0 ' o ~ .i o ~ ,~ . o , 0 m m m ~o ' 0 .i 0 ,y ~ ~ .~ o o 0 0 Q o 0 Q~ O ~ H ' ~ . /~ i~ a' O~ N N O O O t0 N H 7 N N o rv -+ n~ru w ~ Ln .. " ~ w M . . ,, z H . 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O "1 N N P N N N N p N N(1 (~l 1~1 (1 (1 l0 P N O m l0 N O 0~O N O m~O V~ N O Ol O'-I N N f`t C N l0 t0 1~ m Ol O O rl N 11 C N a' In ~O 1~ m Ol O.-I N["1 C~ h aJ O\ O.4 N C P P P P V1 Vl Vl N N~ N~(I ~ l0 l0 l0 'i ~-1 ~-1 fl '-I rl 'i '1 ri r-i rl '1 ri 'y 'y 'i N a F U X ~ ~ W E ~ a W m ~ Z N ~ Z' ~ aw~.c R w x ~awooWa o rauz.z+c~wom F E G1 Q a rZy Z W Z rC W US Wal Uti G~] ~ W V~ O F 2~Cy P~i W.] O O~ U W E a KULGSt~'J W ~ W O J+ f~] H f~] H C 7 O r.] N ~na'zaawzoaao N H U 3 S 4] U m 3 H [il (A E O II II II II II II II II rt p~i-+U3x W>C W NvEi 2 .i N ~ ~ ~ ~ rn ~ a ~ ' ' , 1 , ~ LAT E RA L E 1 I HYDRAULIC CALCULATIONS ~ SUMMARY 1 ~ 1 1 1 1 1 ! 1 1 ~ ~~ 1 ' ~ 'y O M r ~ °z ^ ' ~ m ~ N ~ d ' ~ r ' „ b N ' „ ' c~ 2 '+ >' m ry F - m N M (1 ~ N ~ ~ r a ~ O E ~ , O N F ^ N z O ~ ~ I T H ~ > W W w - F. ~a ' ~ 0 ] ~ T v F II C m o W ~ Q " ' ~n E J ~z o ° H '' > ao o OU ~ oU ~~ a N L a ' M w ti ~n i- i a ] > i- i a i N w° ~ ° F w a a s c i N O U~ U a a ~" o O E ~ N f(. til L] E+ fv i-] ' a N Z d E N q S Z E N `~ U y a E U 1 i .] a ,. f ~ F C N^ O^ !il 2 y m 5 V `a 2 O , S - a U F U' tv ~9 ~ W a N ~ F OZt/] 3 O a E.F ~n..y N 3 S W ..`L W W i~ G . ~ ' ~ ~ S U W a Z H ' W U] H fL fG -l U i .] W , W E .~ 3 f di0 E 3 m a >3 . a 2 i i F Oa ~ r ~ O I t i ' i O i 2 a- (4 Z ~n v~ r~ 41 W m H H ia a ~o 'i N m .+ Z O a S N U F v Z O U O 2 2 Z ' ~ ~ C~ ^ fil G1 [il N I(1 F ~+ M U O .i rn r{ H H M ~ " W 2 ~n U r] .,] ~-] .-I W N [~ . `y $.~ ^ U' U' U' 4i Fl Fi M H ' Ia1 [x1 ~yi ^ ° > ° ° ° FE ao o a W a O UU Uc[Z [ .~ ~ E w.. m x x , ~ a s a ~ z° m ~ ~ w x 0 z Ho a °zH ~ a o o, ~ 2o p Q ~ N r] O N . ~ ' ~ O a ~ II ~ y > vlo W m O ~J O a ~ N • ~ a N \ 3 ~ i-'ti 2 O > m b o O W ~D W O d4 ~? ' .] . 3 Wm Wo ~ N ~ y Z .y 3 3 iZi 2 .~. a V 5 ~C F W > N W w m a^ a N c~ tu m m E t~ (y • f.~] Z C a ~+>] ~fl H wz `~W O ~ .a ° .. ~ ~ .] N I >+ ~ ~ ~ ry zo a m..w c~a F o oa .ai .~. a w~ ~ N ma~oad z^ m a z.~'ia°~w w~ ~ ooa~,~ ~ ~ zwwza " ~ s a°ru .a °a U E W tn a ~il til ~ aw., >x o z vhi v`'i a°i W Z' • • i-Wl {L S U ~-w] U.~ # E E C~ " G] H W (il LV]~ GU]~ Hr~i ELGt4 .l N ~ ~ Z 3 f.~. vE"i j i f.l ~ F N ~-~i W U] O N 41~ * Gl~ WrtLt~ !~O O 20 20 2032 rya'F N a ~"~~ riH HN 00 2 Z Oi Z r a q O F U ~ W * O rv * O o O o 2 W 3 O Z Z R~r 1-I O ly N VI N N O fz~ ~ a M O p Eo Eo Y'FOi-i (~ ,~.~ E.. 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O O + + o 0 0 0 0 0 0 0 0 0 0 M { * O O O O O O O O O O O ' ~ N N N N ~ N ~ N N N N + . . . . . . . . . . + `-I '-I ' N rl N ~ ri N N rl rl 'y' k ' w x W+ E * o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ^* m . m . ri . ~ ri . m . m r~ . ri ' r+~ ' m ' « F . o 0 0 0 0 0 0 0 0 0 ~ x Zn « m m m m m w m m m m m , * r r r r ~ r r r ~ r r m m m m m m m m m m m F O O O O O O O O O O O ~ 0 + * O O O m ' O * o 0 . 0 O 0 . O 0 O 0 . O 0 . O 0 . O 0 p 0 O 0 N 2 a ~ + o O O O o O O O o O O 1-1 E ~~ T : F' O W • "o , ~ x r o ~ rv o m r io , t~ (n o r m N o ~ m m r r ~n a .+ ~n ~n i N w r c o N c r m o t~ r~ .-+ c .+ ~o o ~o o ~ o W H W ~ ~ * x x ~ 0 o ~ 0 m ' o a; ' o ' m o 0 0 0 0 0 ' o 0 , 0 o 0 0 `~ .~-i a ° ; a) R rl N 0 0 N 0 fy N .i N ,y 'i ,y f1 ,y ~y N p~ ~ , ^ F( Ill O D 6~ R N « ti ~ ., ti ~ ~ ., ti ., ., ~ ( i ., a o w a. ~ * r u~wrnE. ' M W F C ' I P C (h ~y P N N O 0 0 l~ O l0 N P O 1I1 O1 l0 Iu (+] Z Fl >« ri ui t~ m .-~ v ~o ui r.~ m m ~n m ~ m o c ui o tv m U o i 1~ .~ v ,-~ v o rvi ~ m m im m ~ .~ m m ~ rvi m m c~ in R E W G+ • O w O • O v o m • P ~O . + ri • ` ~n • ' o . w . o • m • m m m a ' UI # O N fy t l T N ( l N rl I 1 N .-I N O1 O N m O N I~ O ry l0 ry 4] N O '.7 '~ W . . . . . . . . . . . ~,a : 5 E ' a c i + P P Ol N tn O 0 m O ~O p) W M • O~ Ol O~ f~ O~ N N ~(1 Ol E C LL * ~ N N l0 ~p N i(1 C (n M N .-I '3 W VI i~ ~-1 N N N N fy N N N M UI O x N F ' * N N N N N N N N N N N `.N O . . . ~ aa N Vl Yl ~fI Yl t(1 N J1 Yl ~() ~(1 /1S F * zz * ao k U ~ ~ d ~ ' ~ ~ Q ~ 3 Z x o ~n N r~ io ~n o r m p ~ i- i + 11 M C ~() ri O1 O 1~1 N U~ N W E k lO ~D 01 O~ p~ C O N O1 N ~ll L] CG r] k . . . o . . . . . . . M Q~GI~ x ~o io v in ~o c~ ~ r co m ^ 2 O UI + O O p O O O O o O O O H H Z .-I rl N 'i f-I .-I .-I r-I 2 ~ N O ' * ,. ~ ., .. ,-~ .. .. ,-, ti ~ ,-, a .. a u N .l W * O 1~ C m O~ N ~(1 N l0 I C N m , 0 M C P ~ h W 01 ~-1 N C p~ (1~' (1~' 1~ 1`t O f`t M (`~ (1 M t"1 P ~. P ' + i . N . N . O . O . O . O . O . O . O O . O O ~ • k * N Q N m O O N .i 0 lO OJ N m ~O m m 01 OJ ri m Ol m~D r N I~ l0 ~O 1~ l0 h C I~ N 1~ ~O h N t~ P 1~ W 1~ O 1~ . m . . m . m . m . m . m . m . m . m . m O« c m c c m c m in m w m io m r m r m ~ m m m fu [p • O N O W O (V O N O N O N O N O N O N O N O N ' 4 'i . 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W ~ ~ ~ ~ ~ ti~ >' + ~ o ~ o ~o O ~ ~-i .-i .i N ti N I ~ W * m o m o ~ m o o t m o r o r o ~ o r H~ ' ~ > N a W• W* .Ti * . O . O . O . O O . O O o O rn O o O m o m o m ~ O md~ wa° . .. , '' ~ ~ O ~ o O O O O[E ma N 5 fil C'! k ti . .-i "'~ l •i N .y N .'J W ~ N~ r .-1 rl r-1 r1 ri (n E . ~ M 2 N x ru . o in ~ o r m v ~ ~n m ~p o 1~ ' O ~ k 1` m Vl ('1 N M G' P O1 .y m m W a FG K h (~1 l0 1~ ~() f`~ ~I1 rl P O C O O ' N ~D UI LL W LI M . m ~ ~ ~ ~ ' ~ ' m ~ 4 N ("1 fA pi 41 N > m N+ o 0 .a o ,-~ o 0 0 0 • 1 0 l0 0 Gl H , a a 0 0 0 o 0 0 0 ~ n, S U ~ E * a o 0 x U . , fL [G ~ a + r v ~ 1O m m W ~ `~ aa O N W r . . , y . m 'n M o m O E H ~ * ~O l0 tp . N . N . N N C w ~ ~ v~ ^ N ln O .. 3 3 ~ f+ NO « t+ rn.] ~ ' - ~ a. ~ <`1 N N N N N N N r] ry' 2 Z CY a N ~n u> ~n vi in ~n in 2 2 FCO SO U # U S $ ' 30H ~ 30H ,'a. G, F x ~ v~ N m ~ ~° o o m N f.~ E s s a ' .> + c~ rn ri c m `n r ° a h W 'J t~ fil . . v i v i o ~ w~ 2~rn .] ' # O O O • O • O • • • ~ U U N N Z . i Ll O O O M Z £ ~ `~ .i N y N O E C U « ti .i ~ y . .y .y i i- a U ' .] W . .i .i ti .y .] f, ] W > fu * G] > fu U C H CI w a cG 5 O : ~ P N 'i r-1 f'1 0 d C LK ' E .] r ~ ~ N vi m ~-a a r 3 a t=, r ~ m m m q w * O O O O O O O O ' O x N H « w r N ~ ~ m ~ m m m o m rv m m m m W . . . m ~ ~ r ~ r r ~- r r t~ . iy >.] O+ m m m m . m m m m m m • rn . m . a, .•.••• H W VI O N O N O N O N m O m m m m m m * N O N O N O , # N O ~-i O N O ti O fi O rl O -1 ~ O rl • t~ 0 O\ O.i N ~ O n Ol O [~ t~ C l~l P rl ul V(~ O c I~ O O £~ ~ ~ ~(1 O t0 O l0 O I~ O l~ O l~ (V N ` ~ . ~"~ G]x O O p O O O O O O O O O O M t t 1 1 v 000000 F ra* N N N N N ry O O 000000 ' E ~ ~ O O O O O O O ~~~~~~ VI * i-l k ~ N N N N } , ~ O ~ ~ ~) ^co ~..L ~~ 1 ' ' ' ' ' ' , ' ' ' , , ' ' t , ' ~ r O t"' W ~ N ~ M a . . . . a . . . . . . . . a . . . . . . a . . . . . a . . . . a . . . . a . . . . a . . a . . . a . . ax . . . aaaaaa . . . . . . . wwx r.i wmw x w ~ m ~' W w x w x w x 2 U W U S U U W 3 S [J g 3 ~ s ~ 3 U 3 Z U 3 M W x u 3 N.. ~ U 3 ti 3 ti 5 U N 3 U H x 3 f+ U H 3 x N u 3 ~ x ~ 3 ~+ 3 f+ U ~ H 3 U '.C H 3 U H ~ Li . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1'1 C In ~O 1~ W O\ O rl N l1 P ~(I l0 t~ W 41 O rl N t"1 a ~ll ~O ~O [~ m O~ O.i N t'1 P v1 ~O 1~ m 01 O.4 N M c ~(1 ~9 1~ 0 O~ O ri N l'1 M~ Ol N N m N i(1 m N C t~ O M lD Ql N lO T N N W'i G' h O l~l ~ O t1 ~O O~ N Vl m.Y C f~ 'y V f~ O 1~'1 l0 Ol N Vl 0 N Vl f0 '-I P C C l(I In N l0 lO ~O 1~ l~ 1~ m 0 m m O~ O~ Ol O O O rl '-I N N N N(`t Ct f"1 ("1 P P ~fl Yl Vl ~O lD lD 1~ l~ 1~ h m!~ (D Ol O~ Ol O '. O O O O O O O O O O O O O O O O O O O r1 'i N N'-I fi 'i rl 'i N N N N'i rl rl N r1 'i r1 'y rl N~-I N N N'i ~. N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N'-I N N'i 'i ~-1 rl ri N rl ~-i N'-I rl 'i 'i 'i '4 r4 N'-I 'i rl 'i N r-i r1 N ri rl rl N'i rl ri N ri N rl ri N N fl N N'i N rl 'Y rl r4 ~ ~ ~ N Q1 Ca ~ 6v 1 ' ' ' ~ , ' ' ' ' ' ' ~ ' , ' ' ' ' ' r ~ O r~ W H ~ N ~ M xa WW U U 3 3 .i H v in v r 00 N N O o N N ti ~ ~ 0 .1 m m m 0 P •i O N m O ~ 0 v 0 r 0 n ~ 0 ~ ~ 0 ti ~ 0 P 0 N .~ F ~ w E O a W m O 2 S w £ o i-E i n ~a F awHa a w x 2 .w-l W Z~~ a Q O W ZHt~W pr~ F H~ a`' ~ z w z >wauom~zo a°ae+a a°za °i wa~~oc~umFa FU El~t~~W[.zj~ r r,ai-H rau ~ a> o.~ ~n ~aza~wzoa~o a1HU32[.1U193 ti G] h F O II II II II II II II II 4 ~(a'J i-+ U 3 x t~ X at >+ vFi 2 .+ ry W 0 cfl a~ a~ ta a. W~ , ' ' ~ ' LJ LATERAL E2 I HYDRAULIC CALCULATIONS ~ ~ ~ 0 ~ ~ 0 ~ ~ ~ ~ SUMMARY ~ ~ 1 i 1 ' ~ ~ m N O ~ z ~ ^ ' a rn w a ~ a. q a ' ~ r ' ~ N ' ~ ' c~ z H >' m ~ F ~ ~ H M ~ N L r a ~ ~ _ ~ E I ^ Z ' O N O H .r M N N Z ~ ~ I W W ~ w ~ > a ~ ~ o v 0 m ~ , / K a 2 >' F II ~ ~~ ~ N W E J w a o z z a ~ N ~x z ° ° o ~ ./~ r! U . i o, i w ~ E I a W ~y ' <y i ~ ~, > a 2 O a a i- r .i p 4 E+ [.] N W C [G 2 U ~ o U~ 1 i ~ ~ V a E a ° W O L' vl .] E W ~-l ' d N Z p~ H ~ ^ ~`1 1 ^ E v~i '~ U a F U t I ~-~] ~ L i fL W vl ^ U ~ 2 E ' ~ x • i 2 O ' r n 3 U E U' W ~ w .+ a c~ H °x u°ii ° ° F w ozm a 3 0 ~ ~ . ' ~E ,~c .~ u u a ~' H rC fil O sC t' W ~ ~ V w ~ 2 0 ~ ~ ~ d' N a ~ ' U .] 2 2 a .] W W > i-+ . C 4 ] f+ ] a ~ O 3 p E a , i 3 43 N a Z G] ~+ E fu N oa r~ ~ ~ ~ ~ , 1 o Z d ~ W y r/l ~n G ] m i . `i ~ ~ E W N N (~t o z o. Z>+ o^ ~ 20 O O O p U E U Z Z Z ' N ~ N~ U W U ^ ti r.] Z ~ c~ O .i Q i- i H . wz v>u a .a a ~ m vi w ~ E ^ c~ .. .. o r,~ s a z H H ~ ' a° °> ° o a~ o oa Q Q /C U U U W 2 G1 (, j j f, O F F 2 2 .~ ' ~ ~ a N Z O w ; Q E ~] O ~ a y E, o Q ~' O[= l Z ti ~ a~o a c~ . ~ a ~ ~ ~ w Z a J , N ~ 41 0 -] O H ~ ' Z O II \ O ~ G] Z J N Q ^ ~ W H N O a .'J O ~ H ^ O y ~ y a 3 ~ H x ~ > M 7 0 ~ Ll t0 ~] O Y~ "~ ' rl 3 mio mo ^ o ; N'y N N 3 ry g O Q ~ ryx F E Q F 6i > N W 41 W [G O a N U W m m E N p~' ^ G] Z c~ p, W 7 E ' r] N N rn W 2 ~o ~/l r] H N U N ] fn I ~ Yy 2o S W H W .] w E o Cr ~' "'a r.i m a w o~ z o N " ' ° o ~'~ o, a a. . a :u O u ~ p~ V~ E N ^ ~ 2 W W Z rl y ~ K U O i ^ U S r[ F [.] .] 1 N F G. r/~ p~ W W F 5 > a > z O Z ~ ' ~ N Vl p . ~ ~ * ~ a a ~ U F U' [ ~l M ~ ~ ~ ~ U ~ Z EC K fil f, j h . ~ w ~ V1 N N Z 3 O VI ~ 2 Z ri ~ * i; W N~ r-l [G C~O [L t0 G] i-i N i-] [4 >c j~n W ~ W (~ i+0 c~ a° ° .z H° H~az aF z a i. , o~ a " Qo F U ~ rl o U s k O z• ` N z ~ N N D p i ^ Z a ~o ~ ~ z~ w ~ ~ yoc~ Z 3 O ~ r i ~n r iOwO ~i- i U , r~ Fo S + Eo tL Ho H c~ >. ~E . Q.+ C 1.-~ E fil W C .] •> ~ a ~~ E OE 4'UH r1lil ~ r/~W al fil .] N 3~n F 4^ 2 ~~n ..] a W a w' £y0 3t~ Q ~ a Z 3 OQ rC E~4 5Q O~u~ i+CU .llil E W O F a £ 2 i~5 I C~m F 2 U p W^ O~ a C[G 20 N N r.~ !/) N N LY~ Q U d w ~, ~ , r, F3O ~ v>a C ~ v~'J ^G. Q RC R' 'ZJ q ~ O« H ~ h U+ w ti H z a> ~ ~ ' [il W .i N ~ r t , F] N Z ~ tGOrA i- i O O OZ z a z z a c~ ~u z • F z F z F ~ w F a ~' z o ~ w . . v i E ~ E oaz F m m W w 3 t:l r.~' .] .] a M F W .] f. ] O . N 2 ~ .~ ~ O ~ ~ C6 ~ ~~ , , ' ' ' ' ' ' ' ' ' ' ' ' ' ' , ' ' * o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 : M O O O O O O O O p p O O O O O p O O O O O O O O O O O O O K+ o 0 0 0 0 0 0 0 0 0 0~ o 0 0 0 0 0 0 0 N Y ~- O O p O O O O O O O O O O O p O O O O O O O O O O O O p p ~ ~ ~ O O O O O O O fi O O O O O O O O O O O O O O O O O O O O + . . Vl VI ~ N N ~ In N ry N rl ei 'i rl '1 'i rl r4 2* E~ a# O W~ ~ ~ ~ O O O O O ^ * lD l0 ~O ~O lD ~O ~D l0 ~~ ~ O O O O O p p ~* 2 # + k O O O O O O O O O O • m ri k N N N N N N N N N N h N 'i 'i rl 'i N N 'i ~-1 ~-1 W ~ # O1 ~ ~ O * o 0 0 0 0 0 0 0 0 o a N ~ o o a o 0 0 0 0 0 o z W ° + e~ P ti io ri r i-. ~v F.. * a T P v P v o m rv tv v .a ~n .i ~ o ~ i-Ni m a ; ^ ~ M . o _ o ~ o ~ o ~ o ~ o ~ o ~ ~ ~ S* o r ~ o r o r o [~ o r o r o ~ p ~ p a J * o 0 0 0 0 0 0 0 0 0~~ (~j .. .y .~. ., .. ,y ti ~ o ~ ~ : .. .. ~n ~ e ~'7 >: ~ P ,-~. :, ~o ~ m m m m ti m ~n m m ° ~ ~ e°. r~ t* ui ~n r'~ in r~ o m (n r m N m r m ~o cn a m W• O O O .-1 .-i .4 ~ m ~ O . Ol . W H N~ O rl `-1 N O N O O O O O 7 p~ 0 0 0 0 0 0 0 `y . FE * 2 U ~ ~; ~ ~ ~ r'~i m ~ rv m m O E ~n in m m w 1~ t~ 1~ lo to ~,y y ~ + rn '] N N N N N N N N N N r] p: fi O O O O O ~ O ~ ~ O Z Z ~ ~ M U (~ W O F UI Q (J * O O O p 3 O H ~ n r~ r~ e~ ~ m a P o o N L. 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K 5 O n O\ N P h O M ~D O 1+1 h ~ E a `O I~ I~ 1~ m 0 OJ Ql 01 Ol ' O U O i L i f~ k • O O O O O O O O O O VI ^ fu x VI ~ • ~ ~ O b F k N O N O C' O Ol O m O N O N O O O C' O l~ P rn o a> + ~o 0 0 ~n o m o .-i o v o ~o o m o m o 0 ' o W~ r o 0 0 0 0 0 0 0 0 ri Iv >.] O* in r+~ ~o m ~n M ~ M r m ~ m r M r m r n m o .i Z W ~n r o .r o .-' o .+ o .-r o o .-i o o .a o .+ o N ~ C1 N N N .-i N N N f-I O a N O N p 'i O .'y O fi O .y O '1 O 'Y O H O rl N C.. h O\ W 1~ N Ol ~O N N 1~ ~D IO m rl Ot C t0 m O 'i O Ix] Z i~ rl Ol "I N (~1 l0 O N N m rl Y1 t~ 11 O ~ 'i Ol rl ' 'W O EM [~ Vl N H Ii] • N M l0 M al N N N C .--I l0 ~-1 1~ N O~ N O O o w F .l x m m m m m m m p~ O o Q g]+ O o O o O O o o N ~i U ~ F ~n ~ x a x .i .-i .y ri .y .i .i , a . ~ O M^` W ~ ~ ~ V\ i~ ~J ~ O N O ~ ~ N ~ M o ° m ~r, a o 0 0 0 0 o m : o 0 . 0 . 0 > x o 0 0 . 0 0 m a * ~ a o ~ z ry + o 0 0 0 0 w 0 0 0 0 0 o " : o 0 0 0 0 0 a rL 0 0 0 O O O N N * k h . O . O . O O O O O O O O ~ . ~O . * k O O O ~ O O O ~ ~ y ~^ * * . 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" . icx Fmc~a>oay ~F.+wa~az aawzoaao U 3 S W U W 3~ ' IIIIIIIIIIIIIIQ E U3 xwXma+v i 1 N ~ O ~ ~ ~ (~ ~ V ' ' ' ' ~l ' ~ CATC H BAS I N ~ SIZING HYDRAULIC CALCULATIONS ~ SUMMARY ~ ~ ~ ~ ~ ~ 0 ~ ~ ~ ~ ~ , ' Catchbasin Inlet Size Desi n , Catchbasin ID Hydrology Pipe ID Q,oo Inflow (cfs) Node ID Length (ft) Designed Capacity (cfs- 5 142 C-1 6.3 7 22 ' 6 144 C-2 9.0 7 22 7 145 C 11.4 7 22 8 172 D 6.6 7 22 , 13 178 E-2 102 7 22 14 180 E-1 5.5 7 22 15 182 E 7.6 7 22 27 210 O-1 6.7 7 22 ' 28 220 O-2 11.6 7 22 ' Notes: 1 All inlets in sag conditions. 2 Inlet capacity for spread < 16' and depth <10". ' ' , , ' ' , ' 1 ' ' ' ~ ' 3521nIetsSize.xls 11/14/2001 RBF Consulting ' Worksheet ' Worksheet for Curb Inlet In Sag ProjeIX Description ' Worksheet CB in Sag Type Curb Inlet In S~ Solve For Spread ' Input Data Discharge 22.00 cfs C-"~ C ~~.~ t~~ , Gutter Width 2.00 ft . . ~ , Gutter Cross Slope 9.9 % Road Cross Slope 1.7 % CurbOpeningLen 7 00 ft ~~ ~ ~ ~ ~ . ,- t~ ' Opening Height 0.50 ft Curb Throat Type ionzontal Local Depression 4.0 in , Local Depression l 4.00 ft Results Spread 15.95 ft ' Throat Incline M 30.00 degree Depth 0.77 ft Gutter Depressio 2.0 in , Total Depression 6.0 in Notes: Capacity for a 4 ft basin ' ' , , ' , , , , ' ~1 h:~pdata\15100181\tlwg\hytlrolog\181cb.fm2 Robert Bein, William Frost 8 Associates Projed Engineer: Ejaz Mohammatl, P.E. , 08/23/07 03:04:17 PM ~ Haestatl Methotls, Inc. 37 Brooksitle Roatl Watefbury, CT 06708 USA FlowMaster v6.0 [614b] (203) 755-1686 Pa e 1 oi'I 9 , ' ' , ' ' 1 1 1 ~~ i 1 i 1 1 1 ~~ i Appendix E: Storm Drain Improvement Plan 1 ~