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27653 DRAINAGE REPORT ADDENDUM ~ DRAINAGE REPORT ADDENDUM for Shelley Lake 4th Additian Spokane Valley, Washington August 2005 ~ . . ~ Prepared by: Saywers Engineering 327 W 8t' Ave, Suite 240 Spokane, WA 99204 Ph 509-7740300 Fax 509-774-0302 This report'has been prepared by the staff of Saywers Engineering under the direction of the undersigned professional engineer whose seal and signature app8ar hereon. ~ ZK . ~~.o W~~S,q~f~ . ~ a 0 6:12 ssf O.iY:1S, SUBY►MAL EkFrR'c3 ~ 05►48..v r ~ ~ PROJECT BACKGROUND This addendum is to modify the Storm Water Drainage Report prepared by CLC Associates in April 2004. The area being revised is the onsite drainage Basin C, divided for analysis into basins C 1 and C2. The report addresses the comments provided by the City of Spokane Va11ey May 14, 2004. BASIN SUMMARY Storm water will be collected in detention ponds and infiltrated through drywells. Runoff from Basin C will be collected in the Pond C and discharged through two drywells. The basin area is summarized in table 1. Table 1. Post Developed Basin Summary Table , Impervious Asphaltic Tota1 Area Area Area 10-Yr Peak 50-Yr Peak Basin (ft2) (ftz) (ft) Flow (cfs) Flow (cfs) C1 ~ 94,892 ~ 45,866 ~ 24,266 3.11 ~ 4.58 C2 ~ 151,506 ~ 57,217 331,817 ~ 3.76 ~ 5.41 - - : _ . _ Tota1 ~ 246,398 ( 1031,083 ~ 58,083 ~ 6.77 ~ 9.79 POND DEStGN Pond C has been designed to provide treatment and storage of runoff from Shelley Lake 4d' Addition as well as the future Shelley Lake 5th Addition. It is located in Tract B which has been set aside for drainage for the Shelley Lake Plat. The design of Pond C provides storage and treatment meeting the requirements of the City of Spokane Va11ey Ordinance 05-013. The pond is drained by two drywells with rim elevations of 2023.50, which is six inches above the bottom of the pond. Table 2. Pond Swnmary Table ~ 05-013 05-013 /a Bottom Area Bottom Max WSEL Max Berm Vol Req'd Vol Prov'd, ~Pond (ftz) Elevation (50-year) Elev (ft ) (ft3) ~ ? C 91882 29023.00 2023.5 25025.50 f 13,5 159266 ~ PIPE CALCULATIONS Storm drainage piping was sized to convey peak flows. Only Line C StormCAD report in the appendix. RIP RAP CALCULATIONS Calculations for the design of rip rap pad at the pipe outlet have been and are summarized on the plans. CONCLUStON The revisions to the drainage system for Shelley Lake 4Ih Addition i of the system and meet the requirements for approval by the City of S ~ ~ A . B . • . . - -r.~. - ~ . ~ . SEC. 24 T.25 N. R,44 E. W.~I, ~ ~ ~ ~ ~ ' GRAPHIC S~ALE , ~ ~ SPOKANE COUNTY, YVASHINGTON a . ~o ~s so , . a5s ~ aooo ~ ~ ~ ~ ~n , 1 Inch . 50 fl, ~ 010 ~ - - m1 a m ~ry . 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JEMES 06/14/05 PNWAND 10011~~a ~ ~r ~ f / \ \ \ / Q 1 ~ • ~ i 1 ; I ~ \ ~ : 1 NO B DA Y \ \ ~ \ \ ~ i ~ ~ \ 1 l / ~ , \ 8 1 ~ ~ ~ I 1 ` 1 \ ~ ! ~ ~ r1IQ10N 1UNMALKmaillGllal ~i IIG - ' ^1 1 ~ ~ ~ ~ ( ~ ~1~ ~ \ 1 2, , 1 \ , c . ~ 1 1 1 i~ 1 , \ ~ , 1 ~ ~ u ~ v 4 1~. / . ~ ~ I I ~ ~ qC =1=9! 1 ~ rc R~ c_ 5 ~ I ~ 1 = a \ 1 ~ ~ 1 \ 6 ~ ~ ~ ~ ~ ` . \ ~ , i ~ ~ ~ ~ ~ ~ . ~ F.c ~ ~ 1 I ~ 1 ~ ) / 1 ~ . ~ I I ~ I~ ~ ~ , I . ~t u \ ~ ~ _ , ~ I 27~ ~ / / /~s, u~ 'I I 1 ~ I I ~ ~ , \ ~ , / M 1~ ; \ , ~ ~ I ~ ~ ~ ~ ` W ~ ~ ~ : ~ c 1 \ , ~ I I 1 1 \ . ~ ~ 1 \ - \ ` ~ _ / / / !C I 1 ` I ~ - I~ E 1 1 1 I ~ I ~ u ~ \ ~ .i ~ / ~ ` ~ ~ , . . , / , ! 1 \ \ ~ . , . c I I , . ~ ~ 1 J ,I I I \ ~ ~ 1 ` c . . . . _ ~ , ~ i , ~ \ ~ . , . _ . , f ! ~ , . ,,_.1 1 . / 9 . . ~ 1 II I ~ ~ . l I ~ ~ ~ a ~,r~ l 2 ~ i~, ► ~~i 18~ < rui.F 1 I . 1 1 ~ x ~ ti I I ~ . 1 W I I , I I .4 ~ I II ~ ~ ~ ~ ~ ~ ~ II ~ I ~ ~ ~l J II I i ~ ~ I I / \ I I II 1 O ~ . . . . . . . . : 1 .I I_ . 1 1 i ~ ~ ~ i ~ ~ ` ~ ~ ~ ~~~~i,i i W ~ ~ ~ 1 I I : I I I \ ` . ~ , I . I I l~ ~ 1t~ i = ~ r~~ ~ ~ , ~ ~o~ 11lI 1 , 1 / \ j ~ i ~ g ~ I V~ • o ~ . . . . . . . . ~ / ~ \ / / ~ Ti ruRL N ~ r~G ~ 1 , ( ~ I ~ , ~ 1 1\ ~ ~ ! 1 / I l I~ ~1 ~ ~ ~ . . 11l 2~ I l, ~ ~~~1,1~.1 ~ . . ~ , r . ProJxt Menba: ~1 li l~ , . ~ IPE ~bD Numbar: 5020134 ~ Ormm By. 1dR ' 1HE D£51GN Ii~PROVEMENTS ~IONlN IN THIS SET OF PLANS AND CALq1LA110NS Onkpsd Byc TDR CMeked 8y 1ALK Kw~am a (~IfORM TO APPUCABLE EDI ~IONS OF THE SPOKANE CO~INTY STANDAROS FOR A~ ROAD AIJD SEYYER CONSTRUCTION AND iHE SPOKANE COUNTY GUIDELINES FOR no wouca n muui ui ' ~ . snr~r~+ w~ o~n ,n~n Na~as artm xi iun oa r u cm ro m Raw[ uar K vvu LEGEPID ST~RMWATER MANAf~MENT. ALL DE~GN DfV1Al10NS HAVf BEkTI APPROVED BY maa n un ~coa ~n riwz v wa~/m tNO anaat7Olii 0 COUNTY DATUM B~sN u~uTS r 1NE SPOt(ANE COUNTY EIdqNEER. I APPROVE THESE PLANS FOR CONSTRIlCT10N. FD, 1/2' REBAR SET IN 8' CONG IdON. ~ R~~ ~ ` a 1 . ♦ LOCAiED IN FORIIER UNIOH PAqFlC , • RR R/Yf MPROIL 100' 1~ST OF CANKIIN z BM ~ 47, ELEV.~ 2D28.07 r~) l~ ~ ~ ~ ~ , ~ . ~ V ~ ~r ' - O P APPENDIX B HYDROLOGIC CALCULATIONS PEAK FL(,. . CALCULATION PROJECT: Shelley Lake 4th Addition bvrNSTRING METHOD PROJECT: Shelley lake 4th Addftion 10•Year Design Storm DETENTION BASIN DESIGN BASIN: C DESIGNER; GLA BASIN; C OATE: 10-Aug-05 Tot. Area 246,398 SF 5.66 Acres Imp. Area 103,083 SF C= 0.9 Time (ncrement (min) 5 Perv. Area 143,315 SF C= 0.15 Time of Conc. (min) 8.14 Wt. C= 0A6 Outflow (cfs) 2 Design Year Flow 10 CASE 1 Area (acres) 5.66 r Impervious Area (sq R) 103,083 50 ft. Overland Flow 'C Factor 0.46 Area ` C 2.623 Ct = 0.15 Treatment Area 56,083 L = 50 fl. . n= 0.40 Time Time Inc. Intens. Q Qevel. Vol.ln Vol.Out Storage S= 0.0100 ~min) _ (sec) _ (inlhr) (tl (cu ft) _ (cu ft) (cu ft~ 8.14 488 2.52 6.60 4318 977 3341 Tc = 3.60 min., by Equation 3-2 of Guidelines 5 300 3.18 8.34 3351 600 2751 785 ft. Gutter flaw 10 600 2.24 5.88 4504 1200 3304 15 900 1.76 4,60 4908 1800 3108 Z1= 50.0 For Z2 20 1200 1.45 3.81 5208 2400 2848 Z2 = 3.5 Type B=1.0 25 1500 1.23 3.22 5311 3400 2371 n= 0.016 Rolled = 3.5 30 1800 1.05 2.75 5415 3600 1815 S= 0.0125 35 2100 0.91 2.39 5414 4200 1214 40 2400 4.81 2.12 5449 4800 649 d= 0.2925 ft. Flow Width 14.6 R. 45 2700 0.74 1.94 5557 5400 157 50 3000 0.69 1.81 5721 6000 -279 55 3300 0.65 1.70 5900 6600 -700 A R Q Tc Tc total 1 Qc '60 3600 0.61 1.61 6066 7200 -1134 2.29 0.15 6.60 4,54 8.14 2.52 6.60 ~ 65 3900 0.58 1.53 6236 1800 -1564 70 4200 0.56 1.48 6462 8400 -1938 Qpeak for Case 1= 6.60 cfs 75 4500 0.55 1.45 6785 9000 -2215 80 4800 0.55 1.44 7152 9600 -2448 85 5100 0,53 1.40 7383 10200 -2811 90 5400 0,50 1.30 7263 10800 -3537 CASE 2 95 5700 0.45 1.18 6949 11400 -4451 100 6000 0.49 1.29 7934 12000 -4066 Case 2 assumes a Time of Concentration less than 5 minutes so thal the peak flow =.90(Tc=5 intensity)(Imp. Area) = 6.77 cfs "05-013" TREATMEWT REQUIREMENTS Minimum "05-013" Volume Required Provided Treatment Volume 5,266 cu R So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 6.77 cfs Maximum Storage Required by Bowstnng 3,341 cu ft Provided Storage Volume 11,181 cu ft~- Number and Type of Drywells Required 0 Single 2 Qouble PEAK FLOW CALCULATiON PROJECT: Sheiley Lake 4th Addition 10-Year Design Storm BASIN: C1 Tot. Area 94,892 SF 2.18 Acres Imp. Area 45,866 SF C= 0.9 Perv. Area 49,026 SF C= 0.15 Wt. C = 0.51 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.40 S= 0.0100 . Tc = 3.60 min., by Equation 3-2 of Guidelines 542 ft. Gutter flow Z1 = 50.0 For ZZ Z2= 3.5 TypeB=1.0 . n = 0.016 Rolled = 3.5 S = 0.0214 d= 0.1995 ft. Fiow Width 10.0 ft. A R Q Tc Tc total I Qc 1.06 0.10 3.11 3.09 6.69 2.78 3.11 Qpeak for Case 1= 3.11 cfs CASE 2 rr~..Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 3.01 cfs So, the Peak flow for the Basin is the greater of the finro flows, 3.11 cfs PEAK FLOW CALCULATION PROJECT: Shelley Lake 4th Addition 10-Year Design Storm BASIiV: C2 Tot. Area 151,506 SF 3.48 Acres Imp. Area 57,217 SF C= 0.9 Perv. Area 94,289 SF C= 0.15 Wt. C = 0.43 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.40 S= 0.0100 , Tc = 3.60 min., by Equation 3-2 of Guidelines 785 ft. Gutter flow Z1 = 50.0 For Z2 7-2 = 3.5 Type B= 1.0 n= 0.016 Rolled=3.5 S = 0.0125 d= 0.2333 ft. Flow Width 11.7 ft. A R Q Tc Tc total I Qc 1.46 0.12 3.61 5.27 8.88 2.40 3.61 Qpeak for Case 1= 3.61 cfs CASE 2 Case 2 assumes a Time of Concentration tess than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 3.76 cfs So, the Peak flow for the Basin is the greater of the two flows, 3.76 cfs PEAK FLG. ..:ALCULATION PRQ.IECT: Sheiley Lake 4th Addition BOWSTn...G METHOD PROJECT: Sfielley Lake 4u,Addition 50-Year Design Storm DETENTfON BASIN DESIGN BASIN: C DESIGNER GlA BASIN: C DATE; 1QAug-05 Tot, Area 246,396 SF 5.66 Acres Time Inaement (min) 5 Imp. Area 103,083 SF C= 0,9 Time of Conc. (min) 7,71 Perv. Area 143,315 SF C= 0.15 Outflow (cfss) 2 Wt. C= 0.46 Qesign Year Flow 54 Area (acres) 5,66 • CASE 1 Impervious Area (sq ft) 103,083 'C Factor 0.46 50 ft. Overland Flow Area' C 2.623 Treatment Area 58,083 Ct = 0.15 L= 50 ft. Time Time lnc. Intens. Q Devel, Vol.ln Vol.Out Storage n = 0.40 (min) (sec) (iNhr) (ds) (cu ft) (cu R) (cu R) S= 0.0100 7.71 463 3.73 9.79 6073 926 5147 Tc = 3.60 min,, by Equation 3-2 of Guidelines 5 300 4.58 12.01 4828 600 4228 10 600 3.21 8.41 6371 1200 5179 785 ft. Gutter flow 15 900 2.44 fi,40 6771 1800 4971 20 1200 1.98 5.20 7053 2400 4653 Z1= 50.0 ForZ2 25 1500 1,68 4.40 7288 3000 4288 Z2 = 3,5 Type B=1.0 30 1800 1.46 3.83 7493 3fi00 3893 n= 0.016 Rolled = 3,5 35 2100 3.41 7690 4200 3490 S= 0.0125 40 2400 1.18 3.09 7699 4800 3099 45 2700 1,08 2.84 8123 5400 2723 d= 0.3391 ft. Flow Width 17,0 ft. 50 3000 1.01 2.64 8341 fi000 2341 . 55 3300 0.94 2,47 8531 6fi00 1931 60 3600 0.88 2.31 8691 7200 1491 A R Q Tc Tc total I Qc 65 3900 0.83 2.18 6854 7800 1054 3.08 0.17 9.79 4.11 7.71 3.73 9,79 70 4200 0.79 2.08 9080 8400 680 75 4500 0,77 2.02 9449 9000 409 Qpeak for Case 1= 9,79 ds 80 4800 0,75 1.98 9805 9600 205 85 5100 0.73 1.93 10122 10200 •78 90 5400 0.70 1.83 10186 10800 -614 , 95 5700 0.66 1.72 10102 11400 -1298 CASE 2 100 6000 0,68 1.78 10986 12000 -1014 Case 2 assumes a Time of ConcentraUon less than 5 minutes so thai lhe "208" TREATMENT REQUIREMENTS peak flow =.90(Tc=5 intensiry)(Imp. Area) = 9.75 cfs Minimum "05-013" Volume Required 1,511 cu ft ' Provided Treatment Volume 5,266 cu ft DRYWELL REQUIREMENTS - 50 YEAR DESIGN STORM So, the Peak flow for the Basin is the greater of the two flows, Maximum Storage Required by Bowstring 5,171 cu ft 8.79 cis Provided Storage Volume 11,181 cu ft Number and Type oi Drywells Required 0 Single 2 Double PEAK FLOW CALCULATION PROJECT: Shelley Lake 4th Addition 50-Year Design Storm . BASiN: C1 Tot. Area 94,892 SF 2.18 Acres - Imp. Area 45,866 SF C= 0.9 Perv. Area 49,026 SF C= 0.15 Wt. C = 0.51 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.40 S= 0.0100 Tc = 3.60 min., by Equation 3-2 of Guidelines , 542 ft. Gutter flow Z1 = 50.0 For Z2 7-2 = 3.5 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.0214 d= 0.2305 ft. Flow Width 11.5 ft. A R Q Tc Tc total I Qc 1.42 0.11 4.58 2.81 6.41 4.10 4.58 Qpeak for Case 1= 4.58 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 4.34 cfs So, the Peak flow for the Basin is the greater of the two flows, 4.58 cfs PEAK FLOW CALCULATION PROJECT: Sheiley Lake 4th Addition 50-Year Design Storm BASIN: C2 Tot. Area 151,506 SF. 3.48 Acres Imp. Area 57,217 SF C= 0.9 Perv. Area 94,289 SF C= 0.15 Wt. C = 0.43 CASE 1 50 ft. Overland Flow Ct = 0.15 L = 50 ft. n = 0.40 S= 0.0100 Tc = 3.60 min., by Equation 3-2 of Guidelines 785 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 3.5 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.0125 d= 0.2707 ft. Flow Width 13.5 ft. A R Q Tc Tc total I Qc 1.96 0.13 5.37 4.78 8.38 3.56 5.37 Qpeak for Case 1= 5.37 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 intensity)(Imp. Area) = 5.41 cfs So, the Peak flow for the Basin is the greater of the two flows, 5.41 cfs Shelley Lake 4th Addition Post Developed Type ll 24-hr 50 year Rainfall=2.40" . Prepared by Saywers Engineering Page 1 HydroCADO 7.10 s/n 003380 0 2005 HydroCAD Software Solutions LLC 8/2/2005 Pond C: Pond C Stage-Area-Storage SurfacelHorizontaUWetted Area (sq-ft) 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 N $urfaca ~ E Storage . , . . , - , 2,028 ~ . ~ . . • . • , • . ~ ~ ~ , . , , • ~ . , , ~ . , . ~ ~ ~ - . . . . . , , . . ~ . , . . - - - 2,025 m • - , ~ , , . . o m . • , , • ~ . . . . ul 2,024 : , . • , ~ , t ~ : ; . , ~ . ~ . . . ~ , , • , . , , , . ~ . . ~ , ~ . . . . , . • ~ , , , , . . , . ~ ~ , • . , ~ . - . ~ , . . , ~ - . . . . ~ ~ ~ , ~ ~ ~ , • ~ 2,029 . . , . . , . . . . . 0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 Storage (cubic-feet) Sheliey Lake 4th Addition Post Developed Type ll 24-hr 50-year Rainfall=2.40" Prepared by Saywers Engineering Page 2 HvdroCADO 7.10 sln 003380 0 2005 HvdroCAD Software Solutions LLC . $/2l2005 Stage-Area-Storage for Pond C: Pond C Elevation Surface Storage Elevafion Surface Storage . (fest) (sq-ft) (cubiafeet) (feet) (sq-ft), (cubic-feet) 2,023.00 9,882 04- 2,025.55 16,837 33,858 2,023.05 10,012 497 2,025.60 16,983 34,704 2,023.10 10,142 1,001 2,025.65 17,128 35,557 2,023.15 10,272 1,512 2,025.70 17,274 36,417 2,023.20 10,402 2,028 2,025.75 17,420 37,284 2,023.25 10,532 2,552 2,025.80 17,565 38,159 2,023.30 90,661 3,082 2,025.85 17,711 39,041 2,023.35 10;791 3,618 2,025.90 17,857 39,930 2,023.40 10,921 4,161 2,025.95 18,002 40,826 2,023.45 11,051 4,710 2,026.00 18,148 41,730 2,023.50 11,181 5,266-<- 2,023.55 11,319 5,828 2,023.60 11,441 6,397 2,023.65 11,571 6,972 2,023.70 11,701 7,554 2,023.75 11,831 8,142 2,023.80 11,960 8,737 2,023.85 12,090 9,338 2,023.90 12,220 9,946 2,023.95 12,350 10,560 2,024.00 12,480 11,181 2,024.05 12,618 11,808 2,024.10 12,755 12,443 2,024.15 12,893 13,084 2,024.20 13,031 13,732 2,024.25 13,169 14,387 2,024.30 13,306 15,049 2,024.35 13,444 15,718 2,024.40 13,582 16,393 2,024.45 13,720 17,076 2,024.50 13,858 17,765 . 2,024.55 13,995 18,462 - 2, 024. 60 14, 9 33 19,165 2,024.65 14,271 19,875 2,024.70 14,409 20,592 2,024.75 14,546 21,316 2,024.80 14,684 22,047 2,024.85 14,822 22,784 2,024.90 14,980 23,529 2,024.96 15,097 241280 2,025.00 15,235 25,039 2,025.05 15,381 25,804 2,025.10 15,526 26,577 ' 2,025.15 15,672 27,357 2,025.20 15,818 28,144 2,025.25 15,963 28,938 2,026.30 16,109 29,740 2,025.35 16,255 30,549 2,025.40 16,400 31,366 2,025.45 9 6, 546 32,189 2,025.50 16,692 33,020 ¢ APPENDIX C HYDR.AULICS Scenario. •Year Systern Report Lebel .IpstreambownsheaR Length Sectlon ;onatructec Averege Upstreamk?ownshieart Average System Tota! Full Idode Node (f) Sfze Slope Velocity invert Invert Plpe I(nown System Capacity (fVft) (ftls) Elevaiion Elevation Caver Flow Fbw (cFs) (ft) (ft) (ft) tds) (Cfs) . cB 1 0.00 1.29 . P-1 CB 1 CB 2 15.00 12 inch 0.018667 ' F1.64 9,036.76 2,036.51 0,96 0.00 1,29 6.88 CB 2 0.00 4.58 P-2 CB 2 CB 3 27.00 12 inch 0.010000 5.83 2,036.51 2,036.24 A,13 0.00 4.58 4.63 CB 3 0.00 8,81 P-3 CB 3 CB 4 82,00 16 inch 0.008537 V1.18 2,036.04 2,036.34 -1.96 0.00 8.81 7.78 ' C6 A z 0.00 9.99 P-4 CB 4 CB 5 134.00 18 inch 0.010448 V6.11 2,035,24 2,033.84 ;;3.96 0.00 9,99 13.86 CB 5 0,00 9.99 P-5 CB 5 POND C 213.00 18 inCh 0,045728 r10.73 2,033,74 2,024,00 /,49 0.00 9.99 29.20 PnND ( 0.00 9.98 u~a i \~7; ~ ; litle: Sheaey Laka Mh Additkon ; ProJect Engineer. Glanna Adams a%-..104004-sg bspidocumentslstorm line c,stm StomCAD v4.9.1 14.2013j 08162/05 08:35:27 AM ' 0 Haeelad Methocis, inc. 37 Brookstde Road Watefiury, CT 06708 USA +1•203-75&1686 Page 1011 Pro. ~ Scenario; 50-Year , , . . ' ._LOel•csg ~ RIm:2;040;71 fl' ~ f~., . , . _ . . 2,042.00 SLm~:2A3824 ft ~ LobsI:C64 ; . Labe!'C81 f8m' n ~ ~ • ~ ~ : . ; Rim; 2,038.28 tt ' 2,038.se n ft ► . 4.74fl Sump:2p3828 . . . . . ...y~; , . . . ~ Sump:2A~._ ~~C~9B8. . ~ . .1A . ,Lebe:CB2. : ,.r~ t aAao~ .12, Mm ~ ~038 ~ mp:2A3b.b4 R SUiry~.,2,038.5101A ~ , , . . . ~ . . ! . , j, . .1 . i 12,038.00 , , . . . . . : , . . I, . , . . , ,i. ~ _ ~ . . , . i. _ 1 . , , . 2p38.00 ~abel:P.3 ~ ~ . , . . . . . . . . . . . . . . . , , . . , . . . . . . . . . ~ Lebe9 VP-2 ~V~ ~ . . , . , , Up. InveA; 2A38A4~ ' 2A84 ~ ~ 00 . . . . • ; Dn: Iniiert 2p95;S4,ft"Up: hi'eit-2;D38.51 fl' . , , ; ~ ' Up. 2p35.24 Ft • L:82,00ft ~ Dn. Invert 2A36 Z4 fl ~ i Dn. bvan 2A33.64f! 6ze:lbinch ~ , ,.12~i~ch_ A BevaCon (fq .+.f..._ . • !L:.13.4AO.Q. S~a: . ..'SOA08597Mt, i~ ie1; P=1. 2 32A0 • 9ae:181nctr ~ ♦ S OA1000D lUft Le 4 / ' • S OA 10448 Mt W. Invert 2A~ 78 R 0 / mvert 2.0 ;51 n ' Sae:121nc1i 2A30A0 ! Label: POND C S OA 18687 ti( .Rim:2,015.0011 ~ ~ ..4. 9ttnp:'2A23;OOR,. . ...,Labe~'.P-5 . .4. . .,.1....,,........1,.... , .,..,'.~,p28A0 11p. 6nY81fi 2,03$.74fl ~ Qn. Invert 2,024ADit i ; , ; • . . .,..~L:21.8,OO.ft.,.,....; . , . , 2,p28AO ~5ze•19inch S 0A45728 MI • ~ , ! ~ ; , • . ~ , , . . „ •~2024 A0 I r r , . , . ' . , , i • I . I ~ i ~ I . ......o.,_ . . i . ~ , , . .~...t . ~ ~......i ~ ..~.~i ~ . ~ ~ ' z,oz2ao o+oo 0+50 1+00 1+50 z+oo n (a) s+oo 3«50 a+W a+so seoo ~ •°~i ~ > a . 7itle: 5helley Lalce 4th Additfan project Ertgineer: f3ianna Adanrs a1.••104004sg bspldacurnentslsiorm Une c.stm Stom~CAD v4.1.1(4.2013] m 08102105 08:39;45 AkA 0 Haesiad Methods, inc, 37 Brookside Road Waterbury, CT 06708 USA +1-203-76S1666 Page 1 of 1 - , ` A . . r APPENDIX D RIP RAP CALCULATIUNS Pond C Rip Rap Calculations Pipe Diameter = 18 inches Flow Ve(ocity = 14.88 ft/sec Flow Quantity = 9.79 cfs Tailwater Depth = 0.18 ft D50 = 1.55 ft 3Do = 4.5 ft Q faetor based upon Tailwater Depth 1.8G2 or 3Q = 17.6 cfs La = 20.1 ft W=3Do+0.4La= 12.5ft Minimum Rip-Rap Mat Thickness = 2.3 ft Minumum Stone Diameter = 10 inches ~