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Home My WebLink AboutDrainage Study (Nov.26,2001)l; . -~ ~ -~ - '?~.,1 ~,,)~ , - • [,~`i~ DRAINAGE STUDY REPORT R~CEIVE~~ DEC 5 - 2001 CITY OF TEMECU~ ENGINEERING DEPARTnnFNT Tract 29929 & 29929-1: Harveston City of Temecula, California November 26, 2001 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 CONSLJLTING 909.676.8042telephone 909.676.72400 fax RBF JN 15-100354.001 Z Report History Date Comment 9/26/01 Original submittal 11/26/Ot Second submittal per comments City of Temecula C58580 ` D~ !2 ~2 c~.. / ~ ~ ii 1 TABLE OF CONTENTS ~ ' STUDY SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.1 Background .. .. 1 1.2 Drainage Pattern . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 ' 1.3 Hydrology ......................................................2 1.4 Hydraulics .....................................................3 ' TABLE OF APPENDICES ' APPendix A .................... .......................................Figures Appendix B .................... ...................................... Exhibits Appendix C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydrologic Calculations ' Appendix D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydraulic Calculations Appendix E . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Stormdrain Improvement Plans ~ TABLE OF FIGURES ' Figure 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Site Vicinity Figure 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . Hydrologic Soils Group Map ' TABLE OF EXHIBITS , Exhibit A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Historicai Condition Drainage Pattern Exhibit B . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Proposed Condition Hydrology Map , I ' I ' , ' H:~pdafa115f003541CALCWytlmlogy1354Hytl001.wptl ' TRACT 29929 & 29929-1 STORMDRAIN DESIGN REPORT ' HARVESTON SPECIFIC SITE PLAN i ... 2 ' ' I STUDY SUMMARY ~ I , 1.1 Background The proposed tracts (Tract 29929, and 29929-1) are located in the County of Riverside within the 'I' corporate boundary of the City of Temecula, and is proposed for single family residential homes. The tract is part of master community development plan project known as Harveston (Tract 29639, City of Temecula.) The master community development site consists of about 520 acres of t 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. 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 appearto be a problem in the streams or on the adjacent hilisides. Over 70 percent of the site is tributary to Santa Gertrudis Creek, either directly via Assessment District 161 (A.D. 161) improvements or by Iocal 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 l.andmark 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 for tract 29929 , and 29929-1, and report the designed pipe and inlet sizes. ' 1.2 Drainage Pattern Tracts 29929 and 29929-1, historically, have sheet flowed towards the main drainage course ' draining to the 84" CIPP pipe at the north end of Ynez Road. Exhibit A shows the drainage pattern for the historical condition. The drainage pattern forthe proposed condition has not changed from the historical condition. The ' drainage flow from Tract 29929-1 is picked up by catchbasin inlets and is carried by stormdrain pipe to deliver to the infrastructure stormdrain pipe on Harveston Drive. The stormdrain pipe through tract 29929-1 also carries flow from stormdrain system at Landings Road, which picks up ' drainage from south side of Ysabel Barnett Elementary School and lots 8& 9 of tract 29639. The drainage flow from tract 29929 sheet flows to an inlet in Street AA near Harveston Drive. The , flow is captured and carried through drainage pipe coming from tract 29929-1. Exhibit B shows the proposed condition drainage basin boundary, drainage pattern, and peak flows ' in each sub-basin. ' TRACT 29929 & 29929-1 STORMDRAIN DESIGN REPORT ~ HARVESTON SPECIFIC SITE PLAN ~ ~ ' ' 1.3 Hydrology STUDYSUMMARY ' The total drainage area in this study is less than 300 acres, therefore Rational Method was used in estimating the peak flow per Riverside County Flood Controi 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 "Murrieta -Temecula and Rancho California" areas. The hydrologic soils group was based on Plate , C-1.52 of RCFC & WCD Hydrology Manual. Figure 2 shows the hydrologic soils group over the master community project site. Basic assumptions and criteria for use in runoff computations are: , • Soil Group B; • Initial area is generally less than about 10 acres and flow path lengths less than 1,000 feet. , ' u ~ , ' ' , , ' , , Appendix C includes a summary report of hydrology caiculations performed for the basins in this study. Exhibit B shows the basins along with 100-year peak flows for the proposed condition. Table A shows the 10- and 100-year peak flows with time of concentration for each sub-basin coming from upstream of stormdrain system in Tract 29929-1. Table B shows the 10- and 100- year peak flows in each sub-basin of Tract 29929 & 29929-1. Table A: Drainage System Starting at the West End of Township Road Peak Flow Summary for the Proposed Condition i S b b N Drainage Time of Qpeak ~CfS~ n u - as ame Area (ac.) Concentration (min.) 10-Year 100-Year 161 1.9 8.4 4.2 6.3 162 0.8 7.8 1.9 2.8 163 2.3 8.9 5.0 7.3 164 0.7 10.8 1.4 2.0 166 0.8 11.6 1.5 2.3 167 5.7 9.7 12.1 17.8 ' TRACT 29929 & 29929-1 STORMDRAIN DESIGN REPORT ~ HARVESTON SPECIFIC SITE PLAN 2 • 3 , ' ' ' ~ ' ' STUDYSUMMARY Table B: Drainage System in Tract 29929 & 29929-1 Peak Flow Summary for the Proposed Condition Drainage Time of Qpeak (cfs) Sub-basin Name Area (ac.) Concentration (min.) 10-Year 100-Year 151 8.9 12.5 14.1 21.6 152 4.2 11.3 7.5 11.3 153 2.1 14.0 3.3 5.0 154 2.7 11.2 4.8 7.2 156 1.2 12:5 2.0 3.0 158 0.5 11.2 1.0 1.4 ' 1.4 Hydraulics ' Pipe hydraulic calculations forthe 100-yearfrequency peak flowwere performed. The calculation results summary is included in Appendix D. The hydraulic grade lines in each pipe are drawn in the stormdrain improvement pians. , Inlet sizes were caiculated for the 100-year flows. Table C in Appendix D shows the inlet size for each catchbasin inlet. ' The street flow capacities at top of curb line and at right of way line were checked for 10- and 100- years peak flow. Appendix D includes summary for street capacity checking. , ' ' ' ' ~ ' ' TRACT 29929 & 29929-1 STORMORAIN DESI~',N REPORT HARVESTON SPEClFIC SITE PLAN 3 ••• ~ L i C~ 1 ~ i 1 1 1 1 i 1 1 1 1 i 1 1 Appendix A: Figures s 1 ' ' ' , , ~ ' ' , ' , ' ~ ~ ~ O ' \ ~ O ' ~ O s , ~ a ~ ~ 'g < 3 ' 5 ,3 ~ :.~ : ~.~ .:u :: ~' ~,,' f , ya TON ' `i BOUNDARY ~,;% ; ~1 „ ' ~ °_,° ,;~~ ~ ,~~'~.. ~. ,,,~ f ` . ~` s ; R ~ a ? i j p ~~ t _~ }~ ,c~~ . l/t"5" ~ + ~ _ ~,.~ u k ~' t' f r ~ ~ " ~~ ~ r . ~~ ~ . ~ ~o- ~ o " F . ~)j i, P z ~ {T~ k . ~ x; z~ ~: ~+4' 3i ,. f ~+y. ~~. ~ ~. .fi ~. - ~ E R`~ i ~ ` F f~ } ?/ '1~J~i AS'tf` . ~ ~ f,$.~ L s ~aP y . ,. Y~, xE~ , ren'a .. ; -: ~tn- . , b-;i ~ ... 4 t..' ~~' . ^ ^ ^ 27555 ttJQ ppAD. 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"' .w .~ a J r' .n .- ~~~~~ ~„~.~,- - , f= ~ :. ~, ~~ ~ 6 O T p~3-~.~~"f`i~F " 4§^-W 'V Q _ ~~~ L ~ w ~ ~R % i =7~ h'~ ; r. ~ ~' ./~ 4 ,. ~y-'.' ^ . ~"-~- ,.,' d' ~~ ~= ~~. ..~~ # .. a ~~ z ~ y~ - ~ *~ ~~ ~~`° 9~ ' ;:x -*` s ~ ~ ' " ~ii~ a' _ _ _ ; _ 'lS~_ _ -^~ ~`~ ~y x ° ~ ~ f ~Y ~~~ tx 9. "sry lE~~ . y't,m .' ~ ~A~L _ 't V. ~~- ~,f ~}x ~' '~'s' y~~ ~~~# ~ y ~:'1'(~OO ZOOO ~ 00 A ~`~~ ~~:. "?~ ' w ~> ~' ~ ~,~~ ~ ~ - ~'+~- ^'s ~ ~ ~'-~.~- az " 't' ~~ ~' GRAPHIC ~G~E.„;• ~" _ ~ ~ ,~ ~' ' n ~ '° . ~ . 2 ' ° `tiw~i i Y~ X t PLANNIND ^ DE91pN ^ CON9TRLJCTION ~ ~ ~ 27555 YNEZ ROAD, SURE 400 TEMECULA, CALIFORNIA 92591-4679 C O N S U LTI N G 909.676.8042 • FnX e05.67e7240 • www.ReF.com FIGURE 2 HYDRO~OGIC SOI~S GROUP MAP HARVESTON MASTER P~AN SOURCE: PLATE C-1.52 RCFC & WCD HYDROLOGY MANUAL , uc v f`y ~ ~i ~ ~ ~rt~ : "-;~J4, ;~ ~ ~ a ~ ~ri ay ~ TW . s~ +, .x' 4~'~ ., b' a. ~ . '~ ~ ~~ , I~ ~ ~ ~ ~ ~ 0 0 O G~ Z]] D ~ S n ~ n D r m ~ ~ c 0 fvy ~ O 0 A N \ ~' .............~......__~1 5. Y ~~ ~ ~ i Z ~ _ ~ n^ ~~~I z- tvDO ~ (p ~ 70 m o ZNDnXT n z ~~ ~ .L ~ ° rnrW ^ /y~ ~ ~ o X" 'v P1 ~ Km m t/ O ~~~ ZN~pD J~Z • ~ ~ 'ap °~~v ~'~~ ~ N~-~ ~~~ y ~~ i~~ ~ ~ O ~ ti QQ ~ O~~ 9 * ~ ti D 00 ,y N x D>W N tl NN u ~n ~' > tn''1 ~ _ N ~9 n ~ DOO m I I Doo IIIIo ~rn ~ N~ D n~+ n ~~ N~ ~ ~ ~ ° i ~ ~ , ~ ~ ~ Wo ~~ m o~ o0 ~ ~ z z z o z -~ r,, D D z ~ ZJG~ Z~ ~ ITl O ~7 O D CO f'l ~ D ~+ (n O Z Z ~ ;( }h I ~ C \:h.w 3:'._. _ A .. . c. {~. {1 ~~I~~f~ ~ \~\~ ~~?`, 1 ~?IlI~~ ~`` ~`~~ i f r ~` ~V~ ~. `' 1 1 ~~~~~~ ~~1!~1~ °'' : f~) ~ iS`~ i!~ ~l ~{'..r i r \if,'; 1~~~ `1 l`~;(~ ~ ~~~} ~ ~^`a~~ ~,~ ~,/ ~ %..r`~ ~ ~ ~~ _ ~.. - -- ~''`4 ~' ~? ~i D~pO m~~ DOO ~~~~~ AL N~OI ~ 0 n~~ ~ u- ~; AN om> ~ ac~ nN~ ~ ~ ~~ c • 9 N I ~ J m A a ~ ° v \ ~ ~ D ; (/) ~ ~ ~ ~ ~ DOO ~ ~J ~ G' __ . . DOO.. 1~/-1 ... ~ . .~~~_ ___ ~~ nuo m D . N~A o z D~~ ~ ~ ' ~~~ ~~ o ~ C , z 0 D e ~ ~ 0 0T ~ N ~ ~ D TI ~ H ~ Z D D (n G~ -I ~~ ~~ ~ ~ r~-i c D ~J f~l Appendix B: Exhibits ~ ' ' ' ' ' 1 Appendix C: 1 ~ H drolo ic Calculations Y J ~1 ;1 1 1 1 1 1 1 1 1 1 ~' i , ' Hydrologic caiculation forthis tract was performed with tract 29639 infrastructure storm drain study submitted to the RCFC&WCD, and the calculation summary is included with that study report. A ' courtesy copy of the study report is being provided to the City of Temecula for reference. ' ' ' ' ~ , ' ' ' t ' 1 ' , ' ' \~ ' ' I~ ' ~J ' 1 Appendix D: ~ Hydraulic Calculations i 1 1 1 1 1 1 CJ 1 1 ' ~v ' , ' , 1 ~ CATCHBASIN SIZING I HYDRAULIC CALCULATIONS ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ SUMMARY ' ~3 , 1 ' 1 ' ' ' , 1 ' ' 1 ' ' ' ' ' I , ~, 1 i anie ~; t;atchbasin Sizes in Tract 29929 & 29929-1 Node CB # Inlet Size (ft) Capacity (cfs) Q100 (cfs) 158 24 7 11.5 0.4 156 23 7 11.5 3 154 22 7 11.5 7.2 153 21 7 11.5 5 152 20 7 11.5 11.3 151 19 21 22.0 20.7 150.9 18 7 11.5 0.3 354Hydro.xls 9/26/2001 RBF Consultants, Inc. \~ , ' ' , , , ' , , ' ' ' ' ' , ' , ' ' Y Worksheet Worksheet for Curb Inlet In Sag Project Description ~ Worksheet CB in Sag ~ Type Curb Inlet In S~ Solve For Spread Input Data Discharge ~~.so cfs e~""'°"Z- ~'.1~~~~tl'7~~ :~~. S C.FS Gutter Wdth Gutter Cross Slope Road Cross Slope Curb Opening Len~ Opening Height Curb Throat Type Local Depression Local Depression l 2.00 ft 9.9 % 2.0 % / I ~ 7.00 ft G-~''L- J ~ ~-~ ° ~ 0.50 ft lonzontal 4.0 in 4.00 k Results Spread 273 ft Throat Incline An 30.00 degree Depth 0.50 ft Gutter Depressio 1.9 in Total Depression 5.9 in \~ h:lpdatal151001811dw Vi drology\781cb.tm2 Project Engineer: Ejaz Mohammatl, P.E. 9 Y Robert Bein, William Prost 8 Associatea ~ FlowMaster v6.0 [614b] 09/28/07 04:55:55 PM ~ Haestad Methotls, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA (203) 755-7666 Pa e 1 of 1 9 ' ' , , ' ' ' ' t ' ' ' .' ' ' ' ' ' ' Worksheet Worksheet for Curb Inlet In Sag Project Description Worksheet CB in Sag Type Curb Inlet In S+ Solve for Spread Input Data Discharge 15.00 cfs L•--`~"Z„~ C,~-~J~L/'r`I j~~ C~.~ GutterWdth Gutter Cross Slope Road Cross Slope Curb Opening Len~ Opening Height Curb Throat Type Local ~epression 2.00 ft 9.9 % 2.0 % '14.00 ft ~--'_""~ ~/~ ~ ~ /,/1 ~ 0.50 ft ~ lorizontal 4.0 in Local Depression 1 4.00 k Results Spread 2.76 k . Throat Incline An 30.00 degree Depth 0.50 ft Gutter Depressio 1.9 in Total Depression 5.9 in ~~ ~ Project Engineer: Ejaz Mohammad, P.E. h:\pdata\151001811dwg1hydrology\181cb.fm2 Robert Bein, Wi111am Frast & Associates ' FlowMaster v8.0 [614b] 09/26/Ot 04:56:22 PM ~ Haestad ~Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1886 Page 1 of ~ ' ~ ' , ' ' , ' t ' ' , ' ' ' ' ' ~ ,1 Worksheet Worksheet for Curb Inlet In Sag Project Description Worksheet CB in Sag ~ Type Curb Inlet In S; Solve For Spread Input Data ~ oischarge 22.0o cfs [.y'~ 'jr L' pJP~G/ fr % 2•2 ~~ Gutter Wdth ~ 2.00 ft Gutter Cross Slope 9.9 % Road Cross Slope 2.0 % - Curb Opening Len~ 21.00 ft C=-"'""~ '~L ~~ ~~ y `j ~~ Opening Height 0.50 ft CurbThroatType ionzontal Local Depression 4.0 in Local Depression l 4.00 ft Results Spread 2.72 k Throat InGine An 30.00 degree Depth - 0.50 ft Gutter Depressio 1.9 in Total Depression 5.9 in \l Projecl Engineer. Ejaz Mohammad, P.E. h:lpdata\15100181 WwgUiydrolo9y\181cb.fm2 RobeR Beln, Wllliam Frost 8 Assoclates - FlowMaster v6.0 [614b] 09/26/01 04:58:57 PM ~ Haestad Methotls, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA (203) 755-1866 Page 1 of ~ 1 ' ~ ' ' ~ STRE ET CAPAC ITY ~ CHECKING 1 1 1 1 1 1 1 1 1 1 1 1 ~~' ' ' Street Canacitv Checking: Tract 29929 & Tract 29929-1 ' Criteria to be satisfied: • The 10-year peak flow should be less than the top of curb street capacity. • The 100-yeaz peak flow should be less than the property line street capacity. ~ • If there is a drainage boundary at the crown of the street, then the 100-yeaz peak flow should be less than the half-street capacity to top of curb (and below street crown line.) ' Street Capacity @ Minimum Street Slope 0.5% • Half-Street with water at Top of Curb= 10.0 cfs ' • Full-Street with water at Top of Curb= 20.0 cfs • Full-Street with water at Right of Way Line=25.3 cfs ' Criteria Checking: 1. Streets Draining to Node 151 (CB # 18 & 19): Q100= 21.6 cfs, Q10=14.1 cfs • Tract 29929 Interior Streets and Street AA: Since all street drain to one ' concentration point, full street width can be used for capacity analysis. The full- street top of curb capacity higher than 10-yeaz peak flow, and the full-street right of way line capacity higher than the 100-year peak flow generated, hence OK. ' • E Half-Harveston Drive: Flow is very small fraction (from about 0 5 acres of . street), coming only from Harveston Drive. Flow approximately Q100=1.2 cfs , Q 10=0.8 cfs, which is both below half-street capacity at Top of Curb, hence OK. ' 2. Streets Drairung to Node 152 (CB #20): Q100=113 cfs, Q10=7.5 cfs • E Ha1f-Street AA Lot 48 to 59, North Half of Street CC Lot 29 & 59, W Half of ' Street EE Lot 29 through 43: Flow on these streets is approximately half of flow coming to Node 152, since the flow to this node comes approximately equally from two sides. Therefore, Q 100=5.7 cfs, Q 10=3.8 cfs, which aze smaller than , the half-street capacity to top of curb. Hence OK. 3. Streets Draining to Node 153 (CB #21) ): Q100=5.0 cfs, Q10=33 cfs • S Haif-Street CC Lot 60 to 71, W Half-Street BB Lot 15 & 60: The half-street top , of curb capacity (10.0 cfs) higher than the flow generated for 10- and 100-year peak flow, hence OK. 4. Streets Draining to Node 154 (CB #22) ): Q100=7.2 cfs Q10=4.8 cfs ' ~ , ' ' • E Half-Street EE Lot 16, Lot 20 through 28, Lots 33 through 39, Landings Road Lot 39 & 28: The half-street top of curb capaciry (10.0 cfs) higher than the flow generated for 10- and 100-yeaz peak flow, hence OK. 5. Streets Draining to Node 156 (CB #23) ): Q100=3.0 cfs, Q10=2.0 cfs • N Half-Street BB Lot 1 through 15, E Half-Street EE Lot 1& 72: The half-street top of curb capacity (10.0 cfs) higher than the flow generated for 10- and 100- year peak flow, hence OK. 6. Streets Draining to Node 158 (CB #24) ): Q100=1.4 cfs, Q10=1.0 cfs • W Half-Street CC Lot 1& 72, S Half-Street BB Lot 1& 15: The half-street top of curb capacity (10.0 cfs) higher than the flow generated for 10- and 100-year peak flow, hence OK. StreetCapacity.doc 09/27/Ol ~~ , ' ' ' ~ ' ' ' ~ 1 , I ' 1 II 1 ' , ' , , ' Cross Section Cross Section for Irregular Channel Project Description Worksheet Street Capacity to R/Vu flow Element Irtegular Channel Method Manning's Fortnula Solve For Discharge Section Data Sr,~EC-1" ~~iP~9 ~1~~ '1"a '~~b/ ~ ~~N. s~ooe ~~r/ < Mannings Coefficiei 0.022 Slope 0.5 % Water Surface Elev 100.60 ft Elevation Range ).00 to 100.60 Discharge 25.33 cfs ~--'`~ G ~~~C/77 100.60 100.25 100.00 -0+40.00 -0+30.00 -0+Z0.00 -0+~0.00 0+00.00 0+10.00 0+20.00 0+30.00 0+40.00 v:~o.o~ H:1 NTS ~ Project Engineer: Ejaz Mohammatl, P.E. h:~ptlataN510018iWwg\hytlrologyN8lcb.fm2 RobeKeein,W111iamFrost&Associates ~ FlowMasterv6A[614b) 09/27/01 10:18:40 AM 0 Haestad Methotls, Inc. 37 Brookside Roatl Water~ury, CT 06708 USA (203) 755-1666 Page 7 of 1 ' ' ' ' , ' ' ~i ' , , 1 1 1 1 1 1 1 1 ' Table Rating Table for Irregular Channel Project Description Worksheet Street Capacity to RNu FlowElement IrregularChannel Method Manning's Fortnula Solve For Discharge Input Data Water Surface Elev 00.60 k Options Current Roughness Methcrved Lotters Method Open Channel Weighting rved Lotters Method Closed Channel Weightin~ Horton's Method Attribute Minimum Maximum Increment Slope (%) 0.5 2.5 0.5 Slope ischarg VelociTy Flow Wetted Top (%) (cfs) (Ws) Area Perimete Width (ft') (h) (h) 0.5 25.33 1.75 14.5 fi4.83 64.00 1.0 35.83 2.47 14.5 64.83 64.00 1.5 43.88 3.03 14.5 64.83 64.00 2.0 50.67 3.50 14.5 64.83 64.00 2.5 56.65 3.91 14.5 64.83 64.00 ~ ~~?<rGlr J c~~°~r~ir7 ~ ~./w ~~~,2 V6~/Z~/.,/~i .fc.o~'Gr ~ h:~pdata\75700181 Wwg~hytlrology\181cb,fm2 Robert Bein, Wiltiam FrostB Associates Project Engineer: Ejaz Mohammad, P.E. 09/27/0~ 10:17:00 AM ~ Haestatl Methods, Inc. 37 BrooksiAe Road Waterbury, CT 067o8 USA FlowMaster v6.0 [8~4b] (203) 755-1668 Page 1 Of 1 ' ' ' ' ' , , 1 1 ' ' ' , ' > ' ' ' ' Worksheet Worksheet for Irregular Channel Project Description Worksheet Street Capacity to WW Flow Element Irregular Channel Method Manning's Fortnula Solve For Discharge Input Data Slope 0.5 % ~-"~li SL,pQ~ Water Surface Elev 00.60 ft Options Current Roughness Methcrved Lotter's Method Open Channel Weighting rved Lottefs Method Closed Channel Weightin~ Horton's Method Results Mannings Coeffic 0.022 Elevation Range 7.00 to ~00.60 Discharge 25.33 cfs Flow Area 14.5 fN Wetted Penmetei 64.83 ft Top Width 64.00 ft Actual Depth 0.60 ft Critical Elevation 100.51 ft Critical Slope 1.2 % Velociry 1.75 ft/s Velocity Head 0.05 ft Specific Energy 100.65 k Froude Number ~ 0.65 FlowType Subcritical Roughness Segments Start End Mannings Station Station Coefficient -0+32.00 -0+ZZ.00 0.035 -0+22.00 O+pp.00 0.015 0+22.00 0+32.00 0.035 Natural Channel Points Station Elevation (ft) (ft) -0+32.00 100.60 -0+22.00 100.50 -0+21,g0 '100.00 -0+~ 8.00 100.16 0+00.00 100.52 0+~8.00 100.16 0+z~.90 100.00 0+22.00 100.50 0+32.00 ~ 00.60 > T ~-~~~C/T7 ~ ° S'~ ~ir/. s~ ~ 'Y './ C.~^~~ . ~ DC~rA/c~~ ~EfD~ ~ Project Enqineer: Ejaz Mohamma4 P.E. h:~pdata\15100181 Wwg\hydrolagy\18~cb.fm2 Robert Bein, William Frost 3 Aasoclatea ~ FlowMaster v6.0 [814b] 09/27/01 10:~7:09 P.M ~ Haes[atl Methotls, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of ~ , ' ' , ' ' ~ I' ~ , ~ ~ ' ~ ' ' , , ' , Cross Section Cross Section for Gutter Section Project Description Worksheet Half Street Gutter Sec Type Gutter Section Solve For Discharge W S EL r 7~0~' ~i=' C ~/~~ l-~F3L~ -~~T/Le"~ j ~P~GS'ty ~ 'n~,/. Section Data ~~~~ ~~ ~ 5~ +. / Slope 0.5 % /. Gutt aWidth '2.00 fts ~~ -" '~~~~~j~ Gutter Cross Sb{ 7.8 % Road Cross Slop 2.0 % Spread 19.00 ft Mannings Coeffic ).016 0.55 0.40 0.30 0.20 0.10 0.00 0+00.00 0+04.00 0+08.00 0+12.00 0+16.00 0+20.00 V:10.0 ~ H:1 NTS (~'~ ~:~pdata\1510018TdwgViytlrology\787cb.tm2 Ro6art.Baln, Willlam Frost S Associates Project Engineer Ejaz Mohammatl, P.E. 09/27/01 '10:~8:59 AM ~ Haestad Methods, Inc. 37 Brookside Road Water6u CT 06708 USA FlowMaster v6.0 [814b] ~Y. (203) 755-1668 Page 1 Of 1 ' Table Rating Table for Gutter Section , Projed D ri ti esc p on ~ Worksheet Half Street Gutter Sec ' Type GutterSection i /~~~ ~ ~~~ W ~r ~,v~ Solve For Discharge ' InputData / /M ~-~ !r2(~~T ~/lpl v~ ..~ C~~/~C_~T7 / Gutter Width 2.00 ft Gutter Cross Slo~ 7.8 % ~ ~~~ ~~~ '~' f ~ 't~ ~ f~r/~G , ~° Road Cross Slop 2.0 % 1~ ~~ ' Spread 19.00 ft Mannings Coeffic ).016 - ' Attribute Minimum Maximum Increment Slop¢ (%) 0.5 2.5 0.5 , ' Slope (%) ischarg (~) Velocity (ff/s) 0.5 10.0 2.70 'I.0 14.20 3.81 1.5 17.39 4.67 2.0 20.09 5.39 2.5 22.46 6.03 ~ ~w9/~iQ C ~ °~~' , , ' , , , ' , ' Project Engineer. Ejaz Mohamma~~ . h:lpdataN5100181 Wwg~hyArology\181cb.fm2 Robert Beln, Willlam Frost 8 Associatea - FlowMaster v6A [614b] ' 09/27/01 10:15:46 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA (203) 755-1866 Page 1 of 1 ' , ' , , ~ LINE I ~ HYDRAULIC CALCULATIONS ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ SUMMARY , ~ , ' , , ' r ~ ' ' ' ~ , ~ , , , r ' ' ~ ~ W J r~ ~ r 4 4 x x ¢ x ti o Zo Zo Zo 20 ri rC rt ~ E £ ~ Eo Eo Eo Eo c9 ~ mo wo mo ao a m c~ o c7 o c~ o c~ o ~ a a a a n m ruo W~n W o mo N O (~ ~ (9 ~ U' ~ U' ~ Z 2o Z~ 20 Zo ~ 2 Kc 1 1m ~ c~ 0.' 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Q L(~ N ~ cv a. 2`~ ;~ ' , , ' i i Appendix E: 1 Storm Drain Improvement 1 1 1 1 1 1 i 1 1 1 1 Plan 3~ ' 1 ~ ~ ' , ' ~ ~ ' , 1 , ' ' ' ' ~ Stormdrain Improvement Plans included with the report for plan check. 1 ~\