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HomeMy WebLinkAboutWPO201700058 Calculations WPO VSMP 2018-04-27 PROJECT MANAGEMENT S IHIIMP . CIVIL ENGINEERING LAND PLANNING ENGINEERINGa WPO 2017-58 Sparrow Hill Subdivision VSMP Calculation Packet [ Project Name: Sparrow Hill Subdivision iimini cellsDate: 1/18/2018 constant values Linear Development Project? No I calculate..cells Site Information Post-Development Project(Treatment Volume and Loads) Enter Total Disturbed Area(acres) Check: BMP Design Specifications List:2013 Draft Stds&Specs Maximum reduction required:IMSIM Linear project? No The site's net increase in impervious cover(acres)is:WIZ= Land cover areas entered correctly? ,/ Post-Development TP Load Reduction for Site(Ib/yr):®i Total disturbed area entered? ./ Pre-ReDevelopment Land Cover(acres) A Soils a Soils C Soils D Soils Totals Forest/Open Space(acres)--undisturbed, protected forest/open space or reforested land 6.33 23.23 29.56 Managed Turf(acres)--disturbed,graded for yards or other turf to be mowed/managed 0.25 4.78 5.03 Impervious Cover(acres) 004 037 041 35.00 Post-Development Land Cover(acres) A Soils 8 Soils C Soils D Soils Totals Forest/Open Space(acres).-undisturbed, protected forest/open space or reforested land 6.33 12.26 18.59 Managed Turf(acres)--disturbed,graded for yards m other turf to be mowed/managed 0.22 11.64 11.86 Impervious Cover(acres) 0.07 448 4.55 Area Check OK. OK. OK. OK. 35.00 •Forest/Open Spore areas must he protected in accordance with the Virginia Runoff Reduction Method Constants Runoff Coefficients(Rv) Annual Rainfall(inches) 43 A Soils 8 Soils C Soils D Soils Target Rainfall Event(inches) 1.00 Forest/Open Space 0.02 0.03 0.04 0.05 Total Phosphorus(TP)EMC(mg/L) 0.26 Managed Turf 0.15 0.20 0.22 0.25 Total Nitrogen(TN)EMC(mg/LI 1.86 Impervious Cover 0.95 0.95 0.95 0.95 Target TP Load I ib/acre/yr) 0.41 Ti Ifo t em co'-ect oil(acro) 0.90 LAND COVER SUMMARY--PRE-REDEVELOPMENT LAND COVER SUMMARY--POST DEVELOPMENT Land Cover Summary-Pre Land Cover Summary-Post(Final) Land Cover Summary-Post Land Cover Summary-Post Pre-ReDevelopment Listed Adjusted' Post ReDev.&Newlmpervious Post-ReDevelopment Post-Development Newlmpervious I orest/Open Space Cover(arced 29.56 25.45 Fares[/Open Space Cover 18 59 est/Open Space rc18.59 /acres) I o Cover(acres) Weighted Rvlforest) _ 0.03 0.03 Weighted Rv(forest) 0.1:3 Weighted Rvlforest) 0.03 %Forest 84% 82%° %Forest 53°n %forest 60% Managed Turf Cover(acres) 5.03 5.00 Managed Turf Cover 1166 Rraged furl Cover 11.86 (acres/ lames) • Weighted Rvlturf) 0.20 0.20 Weighted Rv(turf) 0.20 Weighted Re(turf) 0.20 %Managed Turf 14% 16% %Managed Turf 34°0 %Managed Turf 38% Impervious Cover(acres) 0.41 0.41 Impervious Cover(acres) 4.55 ReDev.Impervious 0New Impervious Cover 41 414 Cover(acres) (ac))es) Rv(impervious) 0.95 0.45 Rv(impervious) 0.95 Rv(impervious) 0.95 Rv(^perv:oazl 0.95 %Impervious 1°t 1°d SImpervious 13% 5 Impervious 1% Total Site Area(acres) 35.00 30.86 Final Site Area(aces) 35.00 Total ReDev.Site Area 3088 (acres) Site Rv 0.06 0.07 Final Post Dev Site Os 0.21 ReDev Site Rv 0.11 Treatment Volume and Nutrient LoadTreatment Volume and Nutrient Load Pre-ReDevelopment Treatment Volume Final Post-Development PosbReDevelopment Post-Development lame O) 0.1839 0.1732 Treatment Volume 0.5982 Treatment Volume 0.2704 Treatment Volume 0.3278 (acre-ft) (acre-ft) (acre-ft) Final Post-Development Post-ReDevelopment Post-Development Pre-ReDevelopment Treatment Volume 8,010 7,546 Treatment Volume 26,056 Treatment Volume 11,779 Treatment Volume(cubic 14,277 /cubic feet) (cubic feet) (cubic feet) feet) Final Post- Post-ReDevelopment omen[re load Pre-ReDevelopment Tr Load Post.Develo Ib/yr 5.03 4.74 * Development TP Load 16.37 0 Load(TP) 7.40 8.97 ( ) (IWYN (Ib/yr). (16/v0 Pre Re Development TP Load per acre D.it 0.15 * .na , Development 11 non Pn nTP 0.20 116/acre/y.l load peel aY e e Load per dere Ob/acre/r) lib/acre/yr) Baseline TP Load Ob/yr) Max.Reduction Required 10.41lbs/acre/yr applied to pre'redevelopment area excluding pervious 12.65 (Below % land proposed for new impetuous rover) ReDevl2 opment toad/ Atljusted Land Cover Summary: TP Load Reduction TP Load Reduction Pre ReDevelopment land cover minus pervious land cover(forest/open space or managed x, Required for turf)acreage proposed for new impervious cover. Redeveloped Area -5.25 Required for New 7.27 (Ib/yr) Impervious Area(Ib/w) Adjusted totalacreoge is consistent with Past-ReDevelopment acreage(minus acreage of new impervious cover). *Reduction below new development load limitation not required Column I shows load reduction requitement for new impervious cover(hosed on new development load limit,0.411bs/acre/eear). Post-Development Requirement for Site Area TP Load Reduction Required(Ib/yr) 2.02 Nitrogen Loads(Informational Purposes Only) Feel Post-Development TN Load Pre-ReDevelopment TN Load(Ib/yr) 36.00 (Post-ReDevelopment&New Impervious) 117.12 (lb/yr) r • Drainage Area B Drainage Area A land Cover(acres) 112= a Soils 0 S. C Soils 0 Soils rotaY Land Cover Pv 0 03 0.43 0.03 187 1.87 0.20 138 184 0.95 Total Phospliorus Available Mr Removal in D.A.a 114/1,1 484 Total 3.68 Post Development Treatment Volume In D.A.B itt) 6.7 Stormwater Best Management Practices(RR=Runoff Reduction) Runoff Managed..Mpg; Volume from ...of amni.s ...MA. Phosphorus 7:7,8°'" IS m.o..: RernalnIng Nitrogen Nitrogen t... uteraead eirioc. Renlamm6 Downstream Practice to be Practice gag,0,/ion 0,,,,,,,,a coy,0,ee0 Upstream ReductIon Rune. Treatment recoiiti r" :::::ru' Removed Ely PhOSPhOMS R oval from Upstream Nitrogen load lo Removed gy Nitrogen ,,,i,,,, ,.‘r.y, g,,y,may) pr0dicelft) M.) Volume WI Uolum0lf,)..c'en''C..'P.84.44/hi Practice.) Prm'it'''' L"d"I Employed Efficiency(%) Practices11131) Practice IIM) Practice 1.1 Mad 11411 i...ent.e Roof IRR) . 0 a 0 I OM 000 OM yVegetated Rool1.1' 111111111.= '' Z11 . a o o o cm ora ow ° EMI °' EMMEI 11=1:=1=1111.1111.M.1 so a o a o o OW 0.00 OM 000 Mac., ZS 0 0 0 0 0 003 000 OW 000 0 0.00 0.00 , 0.00 IMel. 3c M Sommended.y.0.. 0,0 000 SO 0 0 0 0 o OM 003 OM OM 0 0.03 OM SO 0 0 0 0 0 000 am om om is aaa ore °co eon to o o a o , om 000 oaa 000 , is ono 000 000 MO r.n3.10.300.1.15.MI . m 0 0 0 0 z, , pg., OM 0 0* OM M 000 000 OM 000 0 0 0 0 SO 0.00 OM 000 am ei am am o.00 ocia o a o a o o 000 o.00 ore 0. 000 000 000 000 ao 0 0 0 a . am 000 ace ore to 000 000 OM 000 I.Permeable PaVernent I.1 as a o a o 0 000 0.00 OM OM ME= Sm Enlial 75 0 0 0 0 003 0E0 000 MEM= '' 111111.11:11 •.Grass Mannel MR) 20 0 a a a is coo am Dm zo Dos ow o.00 am zo 0 a o 0 15 , am ono aaa oca 0.00 OM OM OM V 0 0 0 15 000 0.00 000 000 20 003 000 000 003 • S.0.8wale1R01 Muy Swale 1.01 s a.S0ale al lSpecillO) . . a a a o . ow 000 am 000 NEM ''' oaa °' .1:. SII C.Suale al 1....101 ' 0 0 0 0 m OM OM 000 OM EIMMIM '' ECEE:111 • , 1 ! i 1 1 1 . • 6.More...IRR) 0 ' ' 0 2S OM OM 000 MICIII '' EMI '' ' ' e AM 010 OM MEMIIM 7.Infiltration WM 7.1nfiltratIon(RR) 0 25 50 IA/ 138 NO. 3.05a 6117 iM 2. 1M IBM - =- 11011111111= . 2, - A. 000 AM 000 MIN= AM MEI= 8.Erie..Detention Pond IRM R.Extended Detention Pond(RM e 0 A a 0 15 C a F0•115o.e. 000 OM 000 0 OD MEMO AM ME , 0 IS 15 0 0 a 6 6 60 8.21...51 '' 0.110 OM 0 00 MIN= '' EM111:111 . 00 0 00 000 COO 000 000 OM 000 OM 0 0 0 0 0 Dossca, . . o o 0 0 0 0.00 000 000 000 • 0 0 0 M 0 00 0 00 0 00 N,I2AMI TOTAL itAPERNOUS COVER TREATED[ac, 1.1 AREA CNE.1 OK. TOTAL TOM AREA TREATED[Br) IV AREA CHM.OK. TOTAL RUNOFF REDUCTION IN D.A.R(h) 3,0% TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN DA.ellb/r).110= TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUC,10,4 PRACTICES IN DA.6 libird MEM Tam RUNOFF REDUCTION IN DA.B frn 3,058 TOTAL vrros.ortus REMAINING MIER APPLYING RUNOFF REDUCTION PRACTICES IN D.A.R(113/E?MEM NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN DA.B(11a/vr) 1519 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULA110. STEW/MR QUALITY COMPLIANCE TAB TOP SITE CALCULATIONS Pro farm.,on Only) 0 0 20 0 o o 10 a wc SNa•al 150es*ELI 000 ODD 000 000 , 25 0.00 0.00 OM ODD 0 40 0 o 10 Is wets...a/Doe.ILI 000 000 OW OM 0 00 000 OM 0.00 11.Filter,Practices.ml A A A A .1.1.IF ilterms Prank,.(no RR) A 60 OM AM OM OM MEI1=1:111 A- •131 .- A A A . CI AM OW AM ..__'' MEINCIII AM =En 1,Constr uned Wetland(no RRI 0 A 0 A 12.ConstructedWetlan0(no RR) A VO. OM OM 000 . MIII=11 AM AM MI - „ . 0 C 0 A 12 11 consnustedwmiands21.8131 011 OM AM OW MOO .1. S' AM 111:113111111= -Wet THAW VA EEL EI=MIIIIIIIIII O so 13,wei,00d81,...4, . '' . 000 000 OM OM . 0 M Om 000 000 a 45 .e.PeNd 811Coassair m11150..41 0 . 000 000 000 C 00 . 0 00 OM OW 000 11 75 0 40 If we!Pg.,.(Spes etal OM OM OM OM . 0 00 000 000 o Oa • . . o 65 13 d wrt Pc.al I<nasial P.I,Soes.xs 0 OM OM 000 OM OM OM OM OM EM=1:1=1:11 20 000 OM 000 000 000 000 OM .0. 14 e Manulact.reci Treatmeni Devce.lpIierng o 0 0 0 0 . 0 ou 000 000 000 000 ow 000 oao . . 000 000 000 coo 000 ono occ OM TOTAL 1.111DROLIS COVER TREATED[ac) 1.38 AREA CHECK.OK. TOTAL MANAGED TURF AREA TREATED lac, 1.0 AREA CHEM OK. TOT.PHOSPHORUS REMOVAL REQUIRED ON SITE(Bair/I ,. 1 TOTAL PHOSPHORUS AN/ARABLE FOR REMOVAL IN D.A.B111,/vs, A.M TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A.a(111/yri OM TOTAL PHOSPHORUS...ED WITH RUNOFF REDUCTION PRACEICES IN D.A.II(Ilakr) 040 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN o.a.a 1113/yr 2.40 TOTAL PHOSPHORUS REMAIMNG AFTER APPOING BMP LOAD woucrionis ix D.A.8/./RAE 1.44 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDLICT$ON PRACTICES IN DA.B Ilks/y0 ISIS NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN.B Obis., 0.00 TOT.NITROGEN REMOVED IN D.A.El Illa/yr, 1,79 U LL cn u Y Y Y Y Y Ln V O h Q 0 0 0 0 0 O ' N N O ti LI) F K a L — . oO o mO O m Y QO m CO OO O O O O O O O O O • O QC O co O • 00 O co O j < O O O .-1 O Y Q O N O N O 6 O O O O O O O O O O O u -— — — {- 0 CO •Q. u o 0 o C o V N o N o C Q o N 0 r o Y Q o M O M O O 0 .- o - O 0 6 M o Ni o O V >. _ ++ * RSz Q U co m CO CO co• °�° v a h cr, } V Q C M coC co Y Q O co C O L 6 O '-1 O 6 t'/) M N ,--i - m 00 - m CO iC �� o o 0 Na D G N M° M o 0 0o • u 0000 m^ QN LD O N O 0 QO tC O h O M O CmO n voe- .- O N O0 C oC O 7 O . N N ti O V - 0 x O W C: 2 C _ --O UU1.01 W t C VW i. d > ] 7 O e p, ] pCal 0> JW 0 O3 RI ;I Z W vs �m WQ VQ Q 0. O W 1— W , m W V Wo .0 F LU WWC Z V W ; > ° jC Q Q a F m Q WC C 0 W Q W ILI N W O Q 0 ZZZK Z MdZ0 0 0C a Q r� N >• JO O 0 O a.. 20 ] O ` £ Ov � �o1LOQI— £ °°a > JGc Z m 0 Gt ° Geo a. 7,1, b2 F- o > G J .J Wf I- 5 L W OQD O. O W WQ0. 00 W e]J ILI ~ WC = W W t7 V O m > K C U, OC C F. G d 1- C in 0 O jU pW H a. awe Z CC C O C F_ 2 H d O Z Q Z Z Z 7. La %Li a+ R I— W CC m O C CC 1 Virginia Runoff Reduction Method Worksheet DEQ Virginia Runoff Reduction Method Re-Development Compliance Spreadsheet-Version 3.0 BMP Design Specifications List 2013 Draft Stds&Specs Site Summary Total Rainfall(in): 43 Total Disturbed Acreage: 14.92 Site Land Cover Summary Pre-ReDevelopment Land Cover(acres) A soils B Soils C Soils D Soils Totals %of Total Forest/Open(acres) 6.33 23.23 0.00 0.00 29.56 84 Managed Turf(acres) 0.25 4.78 0.00 0.00 5.03 14 Impervious Cover(acres) 0.04 0.37 0.00 0.00 0.41 1 35.00 100 Post-ReDevelopment Land Cover(acres) A soils B Soils C Soils D Soils Totals %of Total Forest/Open(acres) 6.33 12.26 0.00 0.00 18.59 53 * Managed Turf(acres) 0.22 11.64 0.00 0.00 11.86 34 Impervious Cover(acres) 0.07 4.48 0.00 0.00 4.55 13 "Forest/Open Space areas must be protected in accordance with the Virginia Runoff Reduction Method 35.00 100 Site Tv and Land Cover Nutrient Loads Final Post-Development Post- Pre- Final Post-Development Post-ReDevelopment TP Post-ReDevelo ment Post- Development Adjusted Pre- ReDevelopment TP Load (Post-ReDevelopment p ReDevelopment p ReDevelopment TP Load per acre per acre Load per acre &New Impervious) (New Impervious) (Ib/acre/yr) (lb/acre/yr) (lb/acre/yr) Site Rv 0,21 0.11 0.95 0.07 0.15 0.47 0.24 Treatment Volume(ft') 26,056 11,779 14,277 7,546 TP Load(lb/yr) 16.37 7.40 8.97 4.74 Baseline TP Load(lb/yr):12.654361983471'Reduction below new development load limitation not required 1" Total TP Load Reduction Required(lb/yr) 2.02 -5.25 7.27 Final Post-Development Load Pre- (Post-ReDevelopment&New Impervious) ReDevelopment TN Load(lb/yr) 117.12 36.00 Site Compliance Summary Maximum%Reduction Required Below 20% *Note:56 Reduction will reduce post-development TP load to less than or equal to baseline load of 12.65 lb/yr(0.41 lb/ac/yr) Pre-ReDevelopment Load (Required reduction for Post-ReDev.=Post-ReDev TP load-baseline load of 12.6543619834711 Ib/yrl,baseline load=site area It 0.41 Ib/ac/yr Total Runoff Volume Reduction(fts) 3,058 Total TP Load Reduction Achieved(Ib/yr) 2.40 Total TN Load Reduction Achieved(Ib/yr) 15.79 Remaining Post Development TP Load (lb/yr) 13.97 Remaining TP Load Reduction(Ib/yr) 0.00 **TARGET TP REDUCTION EXCEEDED BY 0.38 LB/YEAR 0* Required 'Reduction below new development load limitation not required Drainage Area Summary D.A.A D.A.B D.A.C D.A.D D.A.E Total Forest/Open(acres) 1.23 0.43 0.00 0.00 0.00 1.66 Managed Turf(acres) 2.70 1.87 1.14 0.18 0.36 6.25 Impervious Cover(acres) 1.60 1.38 1.29 0.09 0.09 4.45 Total Area(acres) 5.53 3.68 2.43 0.27 0.45 12.36 Drainage Area Compliance Summary D.A.A D.A.B D.A.C D.A.D D.A.E Total TP Load Reduced(Ib/yr) 0,00 2.40 0.00 0.00 0.00 2.40 TN Load Reduced(lb/yr) 0.00 15.79 0.00 0.00 0.00 15.79 Summary Print a , , Virginia Runoff Reduction Method Worksheet Drainage Area A Summary Land Cover Summary A Soils LI Soils CSoils DSoils Total %o/Total Forest/Open(acres) 0OD 1.23 0.00 0.00 1.23 22 Managed Turf(acres) 000 2.70 0.00 0.00 2.70 49 Impervious Cover(acres) 0.00 1.60 0.00 0.00 1.60 29 5.53 BMP Selections Managed Turf ImperviousTP Load from BMPTreacment Untreated TP Load TP Removed TP Remaining Downstream Treatment Practice Credit Area Cover Credit Volume(its( Upstream to Practice Ohs) (Ib/yr) (Ib/yrl to be Employed (acres) Area(acres) Practices fibs) Total Impervious Cover Treated(acres) 0.00 Total Turf Area Treated(acres) 0 00 Total TP load Reduction Achieved in D.A. 0.00 (lb/Yr) Total TN Load Reduction Achieved in D.A. 0 00 (lb/yr) Drainage Area B Summary Land Cover Summary Atolls II Soils CSails DSoils Total %of Teal Forest/Open(acres) 0.00 0.43 0.00 0.00 0.43 12 Managed Turf(acres) 0.00 1.87 0.00 0.00 1.87 51 Impervious Cover(acres) 0.00 1.38 0.00 0.00 1.38 38 3.68 BMP Selections Managed Turf Impervious TP Load/rum BMP Treatment Untreated TP Load TP Removed TP Remaining Downstream Treatment Practke Credit Area Cover Credit Upstream to Practice Ibs Ib/yr Ilio to be Employed (acres) Area(acres) Volume(WIpractices(lbs) ( ) ( 1 (WYE) poye • 7.a.Infiltration N1(Spec NB) 1.87 1.38 6,116.55 0.00 3.84 2.40 144 Total Impervious Cover Treated(acres) 1.38 Total Turf Area Treated(acres) 187 Total TP Load Reduction Achieved in D.A. 340 (lb/yr) Total TN Load Reduction Achieved in D.A. 15.79 (Ib/yr) Drainage Area C Summary Land Cover Summary Atolls Btolls CSoils 25oils Total %alTotal Forest/Open(acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 0.00 1.14 0.00 0.00 1.14 47 Impervious Cover(acres) 0.00 1.29 0.00 0.00 1.29 53 2.43 BMP Selections Managed Turf Impervious TP Load from BMP Treatment Untreated TP Load TP Removed TP Remaining Downstream Treatment Practice Credit Area Cover CreditVolume(fts) Upstream to Practice(lbs) II bite) (lb/yr) to be Employed (acres) Area(acres) Practices(lbs) Total Impervious Cover Treated(acres) 000 Total Turf Area Treated(acres) 0.00 Total TP load Reduction Achieved in DA. 0 .00 (lb/yr/ Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 Drainage Area D Summary Land Cover Summary A Soils 11 Soils C Soils DSOs Total fa of Total Forest/Open(acres) 0.00 0.00 000 D.o0 o.00 0 Managed Turf(acres) O.o0 0.18 0.00 000 0.18 67 Impervious Cover(acres) 0.00 0.09 0.00 000 0.09 33 0.27 BMP Selections Managed Turf Impervious IMP Treatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Treatment Practice Credit Area Cover CreditVolume lh'1 Upstream to Practice(lbs) (lb/yr) (1b/yr) to be Employed (acres) Area(acres) Practices(lbs) Total Impervious Cover Treated(acres) 000 Total Turf Area Treated(acres) 0.00 Total TP Load Reduction Achieved in DA. (Ib/y40.00 Total TN Load Reduction Achieved in D.A. 0 .00 (Ib/yr) Drainage Area E Summary Land Cover Summary *Soils II Soils CSoils D5olls Total %o/Total Forest/Open(acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf(acres) 0.00 0.36 0.00 0.00 0.36 80 Impervious Cover(acres) 0.00 0.09 0.00 0.00 0.09 20 045 BMP Selections Managed Tad Impervious TP load from rm BMPTrcM almlaced TP Load TP Removed TP Remaining Downstream Treatment Practice Managed Ana Cover Credit Upstream to Practice(lbs Ib/yr DIsho to be Employed lams) Atte(eyes) Volume(hiPrUpitre(lbs( 1 t 1 1 pnve Total Impervious Cover Treated(acres) 0.00 Total Turf Area Treated(acres) 0.00 Total TP Load Reduction Achieved in D.A. 000 (lb/yr) Total TN Load Reduction Achieved in D.A. OM lb/Yrl Summary Print .. • e Virginia Runoff Reduction Method Worksheet ---------------------------------------------------------------------------------------------------------------- Runoff Volume and CN Calculations 1-year storm 2-year storm 10-year storm Target Rainfall Event(in) 3.05 3.69 5.55 Drainage Areas RV&CN Drainage Area A Drainage Area B Drainage Area C Drainage Area D Drainage Area E CN 70 74 81 73 68 RR(ft3) 0 3,058 0 0 0 RV wo RR(wain) 0.74 0.94 1.35 0.89 0.65 1-year return period RV w RR(ws-in) 0.74 0.71 1.35 0.89 0.65 CN adjusted 70 69 81 73 68 RV wo RR(ws-In) 1.13 1.37 1.86 1.31 1.01 2-year return period RV w RR(ws-In) 1.13 1.14 1.86 1.31 1.01 CN adjusted 70 70 81 73 68 RV wo RR(ws-In) 2.45 2.81 3.48 2.72 2.28 10-year return period RV w RR(ws-In) 2.45 2.58 3.48 2.72 2.28 CN adjusted 70 71 81 73 68 Summary Print • --, • I .. PROJECT MANAGEMENT SHI CIVIL ENGINEERING LAND PLANNING ENGINEERING r >> ; 1° iiiiv SHI January 22, 2018 '� O U .:_-M, Mr. David James No s1gMP a Albemarle County Community Development 401 Miclntire Road, North Wing '-i,o f(( t I 4<7 ,,, Charlottesville, VA 22902 , s Regarding: WPO 2017-58 Sparrow Hill Subdivision VSMP Calculation Packet Dear David, Enclosed is the stormwater calculation packet for the Sparrow Hill Subdivision.We were able to meet the runoff requirements set forth in 9VAC25-870-66-B(3) and 9VAC25-870-65 with the proposed stormwater design. The energy balance equation was met using six(6) BMP's that outlet to natural channels. One of these systems, BMP B, was designed as a Level 1 VRRM compliant infiltration basin per the requirements set by VA DEQ. The remainder of the required nutrient treatment will be achieved by the conservation of 18.59 acres within a protected SWM Forest and Open Space easement. For runoff quantity calculations, the front portion of Parcel 108A(the parcel shown on the VSMP plan Sheets) was used as the governing area. Please note that this 108A will be a combination of parcels 108A and 26A2, totaling 19.96 acres. Although the subdivision plat will show 35.0 Acres within parcel 108A, for reasonable water quantity calculations only the parcel area being developed uphill of the intermittent stream is computed. This is the 19.96 acres listed for hydrologic calculations because the runoff conditions will only change within this section. Using this lot for development areas, the energy balance equation dictates a maximum 1-year site runoff rate of 2.02 cfs. For runoff quality calculations, the total area of future parcel 108A was used to determine nutrient removal rates because the owner wishes to dedicate area on the parcel outside the limits of disturbance into a conservation easement.A total of 18.59 acres of forest will be placed in a conservation easement. BMP B has been designed per the VRRM standards set forth in the 2013 VADEQ Specification#8 for Level 1 conventional infiltration. The treatment volume was taken from the VRRM Spreadsheet. This treatment volume was provided as the total storage within BMP B by determining the depth at which this volume would occur and then placing the orifice invert at that depth. For BMP B, this point was located at elevation 619.25, 2.75' above the pipe invert for a total design storage depth of 3.75'. This depth is less than the 6' maximum for a conventional underground infiltration and is appropriate for a design infiltration rate of 0.56 in/hr—half the field-measured rate. Additional notes on BMP B can be found on Sheet C8 of the VSMP plan. RECEIVED *14110' r JAN t i 164 COMMUNITY DIVELOPMINT Site Runoff Quantity Totals �.r Storm Events and Associated Peak Runoff Rates Pre-Dev Post-Dev 1-Year 3.67 cfs 1.99 cfs 10-Year 31.32 cfs 29.09 cfs 100-Year 87.21 cfs 70.10 cfs If you have any questions or have any trouble finding specific items in this packet, please do not hesitate to contact me at: Justinna,shimp-engineering.com or by phone at 434-227-5140 ext. 3. Contents: *4110' Pre-Development Calculations: Pre-Dev Site Summary Map Pre-Dev POA Summary Map PreDev Site HydroCAD Report PreDev POA HydroCAD Report Time of Concentration Calculations Energy Balance Equation Summary Post-Dev Runoff Quantity Calculations: Post-Dev Drainage and BMP Spreadsheets PostDev Summary Map PostDev Structure Drainage Map Post-Dev Ditch Drainage Map PostDev HydroCAD Report VDOT LD-204 Inlet Capacity VDOT LD-229 Culvert Capacity VDOT LD-268 Ditch Capacity Outlet Protection Nomograph Post-Dev Runoff Quality Calculations: VRRM Re-Development Spreadsheet Post Dev BMP Map ..+ BMP B Storage Volume Report BMP B Details: Pretreatment Velocity Calculations Drawdown Time Calculations Internal Filter Fabric Permeability Calculations BMP B Storage Volume Report Sediment Basin Calculations: Sediment Basin Design Table Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report Pre-Development Calculations: Pre-Dev Site Summary Map Pre-Dev POA Summary Map PreDev Site HydroCAD Report PreDev POA HydroCAD Report Time of Concentration Calculations Energy Balance Equation Summary 'n n ■cn VIII X ■ 0 1) ■ ■ U II-mill • • • _. ■■ y to n ■ Ort.. 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V I 2 = G. 2 = < 2 2 < = n D D Da D • E E = O � �o En NOGG) m G7 G7 0 Cr) G---) coco o � DOp GSD CO Cn 2%. OD O � p ♦ E > CO CO CO • `tV Predev Site Area Link Drainage Diagram for Adelaide Pre-Development 9-27-17 Prepared by Shimp Engineering, P.C., Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Adelaide Pre-Development 9-27-17 Type 1124-hr lyr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1: Predev Site Area Runoff = 3.67 cfs @ 12.21 hrs, Volume= 0.532 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr Rainfall=3.05" Area (ac) CN Description 0.250 39 >75%Grass cover, Good, HSG A * 0.420 98 Impervious, HSG B 4.780 69 50-75% Grass cover, Fair, HSG B 14.510 55 Woods, Good, HSG B 19.960 59 Weighted Average 19.540 97.90% Pervious Area 0.420 2.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 Direct Entry, Adelaide Pre-Development 9-27-17 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1: Predev Site Area Runoff = 31.32 cfs @ 12.15 hrs, Volume= 2.591 af, Depth= 1.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (ac) CN Description 0.250 39 >75% Grass cover, Good, HSG A * 0.420 98 Impervious, HSG B 4.780 69 50-75% Grass cover, Fair, HSG B 14.510 55 Woods, Good, HSG B 19.960 59 Weighted Average 19.540 97.90% Pervious Area 0.420 2.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 Direct Entry, Skov, Adelaide Pre-Development 9-27-17 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 sin 07054 ©2011 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1: Predev Site Area Runoff = 87.21 cfs @ 12.13 hrs, Volume= 6.668 af, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=9.04" Area (ac) CN Description 0.250 39 >75% Grass cover, Good, HSG A * 0.420 98 Impervious, HSG B 4.780 69 50-75% Grass cover, Fair, HSG B 14.510 55 Woods, Good, HSG B 19.960 59 Weighted Average 19.540 97.90% Pervious Area 0.420 2.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 Direct Entry, �1rr' H ��r ✓rr ��!� r �� POA E ANALYSIS POA F ANALYSIS POA A ANALYSIS POA D ANALYSIS Read1 Link Drainage Diagram for Adelaide Pre-Development POA Analysis Prepared by Shimp Engineering, P.C., Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Adelaide Pre-Development POA Analysis Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: POA E ANALYSIS Runoff = 0.77 cfs @ 12.04 hrs, Volume= 0.048 af, Depth= 0.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr Rainfall=3.05" Area (ac) CN Description * 0.040 98 Impervious, HSG B 0.720 69 50-75% Grass cover, Fair, HSG B 0.130 55 Woods, Good, HSG B 0.890 68 Weighted Average 0.850 95.51% Pervious Area 0.040 4.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 Direct Entry, '+44✓ Adelaide Pre-Development POA Analysis Type 1124-hr lyr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3 1rr Summary for Subcatchment 2S: POA F ANALYSIS Runoff = 0.39 cfs @ 11.97 hrs, Volume= 0.018 af, Depth= 0.65" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr Rainfall=3.05" Area (ac) CN Description * 0.060 98 Impervious, HSG B 0.180 69 50-75% Grass cover, Fair, HSG B 0.100 49 50-75% Grass cover, Fair, HSG A 0.340 68 Weighted Average 0.280 82.35% Pervious Area 0.060 17.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, '`.r Adelaide Pre-Development POA Analysis Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4 Sore Summary for Subcatchment 3S: POA A ANALYSIS Runoff = 3.24 cfs © 12.09 hrs, Volume= 0.301 af, Depth= 0.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr Rainfall=3.05" Area (ac) CN Description * 0.320 98 Impervious, HSG B 2.850 69 50-75% Grass cover, Fair, HSG B 6.080 55 Woods, Good, HSG B 0.150 49 50-75% Grass cover, Fair, HSG A 9.400 61 Weighted Average 9.080 96.60% Pervious Area 0.320 3.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.4 Direct Entry, S►✓ Adelaide Pre-Development POA Analysis Type 1124-hr lyr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 4S: POA D ANALYSIS Runoff = 3.21 cfs @ 12.16 hrs, Volume= 0.419 af, Depth= 0.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr Rainfall=3.05" Area (ac) CN Description * 0.320 98 Impervious, HSG B 3.890 69 50-75% Grass cover, Fair, HSG B 11.360 55 Woods, Good, HSG B 0.150 49 50-75% Grass cover, Fair, HSG A 15.720 59 Weighted Average 15.400 97.96% Pervious Area 0.320 2.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 Direct Entry, Adelaide Pre-Development POA Analysis Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 6 Star Summary for Subcatchment 1S: POA E ANALYSIS Runoff = 3.00 cfs @ 12.03 hrs, Volume= 0.169 af, Depth= 2.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (ac) CN Description * 0.040 98 Impervious, HSG B 0.720 69 50-75% Grass cover, Fair, HSG B 0.130 55 Woods, Good, HSG B 0.890 68 Weighted Average 0.850 95.51% Pervious Area 0.040 4.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.0 Direct Entry, icy e Adelaide Pre-Development POA Analysis Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 7 44600. Summary for Subcatchment 2S: POA F ANALYSIS Runoff = 1.44 cfs @ 11.96 hrs, Volume= 0.065 af, Depth= 2.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (ac) CN Description * 0.060 98 Impervious, HSG B 0.180 69 50-75% Grass cover, Fair, HSG B 0.100 49 50-75% Grass cover, Fair, HSG A 0.340 68 Weighted Average 0.280 82.35% Pervious Area 0.060 17.65% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 'o►✓ *o✓ Adelaide Pre-Development POA Analysis Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 8 S... Summary for Subcatchment 3S: POA A ANALYSIS Runoff = 21.07 cfs @ 12.07 hrs, Volume= 1.340 af, Depth= 1.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (ac) CN Description * 0.320 98 Impervious, HSG B 2.850 69 50-75% Grass cover, Fair, HSG B 6.080 55 Woods, Good, HSG B 0.150 49 50-75% Grass cover, Fair, HSG A 9.400 61 Weighted Average 9.080 96.60% Pervious Area 0.320 3.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.4 Direct Entry, �,r Adelaide Pre-Development POA Analysis Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 4S: POA D ANALYSIS Runoff = 27.18 cfs @ 12.11 hrs, Volume= 2.041 af, Depth= 1.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (ac) CN Description * 0.320 98 Impervious, HSG B 3.890 69 50-75% Grass cover, Fair, HSG B 11.360 55 Woods, Good, HSG B 0.150 49 50-75% Grass cover, Fair, HSG A 15.720 59 Weighted Average 15.400 97.96% Pervious Area 0.320 2.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 Direct Nome Sparrow Hill Time of Concentration Calculations . aP.. , <..+b✓.', X. ,9 F . y= 011 100 ft overland flow 15.4% slope 0.35 C-value 10.4 min Seelye Chart 2047 ft swale 77 ft height 10.0 min. Kirpich Chart TOC= 20.4 min. 120 ft overland flow 8.3% slope 0.35 C-value 10.5 min Seelye Chart 131 ft swale 10.5 ft height 0.8 min. Kirpich Chart 531 ft pipe 17.0 ft height 0.7 min. Kirpich Chart TOC= 12.0 min. 87 ft overland flow 9.8% slope 0.35 C-value 9.1 min Seelye Chart 55 ft s. c.flow-field 27.6% slope 3.6 fps velocity 0.3 min. NEH Figure 15-4 146 ft swale 2.5 ft height 1.6 min. Kirpich Chart 154 ft pipe 6.8 ft 0.3 min. Kirpich Chart TOC= 11.3 min. 4 _." -„sest' ✓a„ a, �.�. „�, ,. a"�z-<,��.. zu,n, , A cel 35 ft overland flow 6% slope 0.35 C-value 7.5 min. Seelye Chart 258 ft s. c.flow-field 5.0% slope 4.5 fps velocity 1.0 min NEH Figure 15-4 524 ft pipe 46.3 ft height 0.5 min. Kirpich Chart TOC= 9.0 min. minimum r`„ i,.. , I:. e ^- � max,- � ` Iria:iXza .,<, <,� .a. „f 'a.::` ,.,,, ",,.. Approx. 100' Flow, Developed turf& impervious conditions: 5.0 min. Noe TOC= 5.0 min. `\✓ 35. { = I � 30 _ v - Paved q 0 -z 25 — .0 .8 300 .a: - o _ -.7 LL - Bare -o N 200 Soil —'—a-.6 20 — w - Poor .W z _ z \ Grass ,-V_,5 NSurface < w - z z w Average _< .4 0.5 — u_ Grass - _ w ----- • s .0 — o 15�. • a- gp Den - \ .1004441‹.0 — N/ z 70 G •ss z \ 4 Z _ 60 \ Na / � IOC:. - cc I- - :\ N..„---- 20 — a- - w V J 40 z = IO — o _ - z I- 30 9 — L J - Z 20 7 — 10 6 OVERLAND FLOW TIME (Seelye Chart) Source: Data Book for Civil Engineers, E.E. Seelye Plate 5-1 1.00 16, 0.90 0.80 ■ __ _ '. 0.70 —.—�IM���NI� MEMIMMEMIIIIIIIIIIIIIIIIIIMI 0.60 ����imuinimmnutu . IuIt _..__- I 0.50 Mill 11111M1111111 .■I. I/II' �__uu•uuivaiii I0.40 uuiniiiioii I 030 immi—ommmmIn••ouuns _ —���■�11■1111111111��1 �r 0.20 ■■1U1111I1lIll r� A � w I1IIIHII��°/■ af1Ji/ ; II■111111 ■,III ■ ' : 0.10 � ���emamo'b ..i. . . . 0.09 m�_ir�.• n..■ - . i —=room.. wall! _—..- 0.08 ��������� ..... .� r .— MN.NM =MIIN■, Ann 0.07 ����.��•. - --�=•• ,•nest ., a ����M o m 0.05 E� :�iiiiiii■ ��a S° � m �Q III ,111111 ti i -e. �/ 0.04 • /■1111 s. `/ .$Jr 4'e41111111 0 . _ i - ,AI.,, ti 0.03 El 1 s�Ila�1�° /11 . ..''''11111 ,1 ii A/g ��(, °��/111 A111� � / ., MI 11 r ° , � I, 6 1 0.005 / , .., I H 1 i 1 1 . 4 LV Cl d! 41 'CI L."*.co : O N CZ d IA cD ti 00 CZ 0 0 0 0 0 0 0 0 0- 2 Velocity(ft/s) TRAVEL TIME FOR CHANNEL FLOW (Kirpich Chart) H (feet) 500 Tc (min.) 200 100 100 L (feet) —10000 fkamp1e = 50 73 50 -5000 0 Y .o N 41 L 0 ro L 4 GC I- U C Note: o c 0 (1) For use with natural channels; .4.J v - 4- C - 0 `"' +' (2) For paved channels, multiply 10 - 10 Tt by 0.2 2 :71000 E E — V1 •X o b w 5 x ._.500 5 0 44. 01 y x —1I' 1 1 TIME OF CONCENTRATION OF SMALL DRAINAGE BASINS Source: VDOT Plate 5-3 TRAVEL TIME FOR CHANNEL FLOW (Kirpich Chart) H (feet] 500 Tc (min.) —200 —100 100 L (feet) —10000 f —50 xampCII �e c —. 50 =5000 N d •� L ` O b C � L 6' H V +-, Note: w o — O U —_ (1) For use wi atural channels; w- w c — 0 o (2) • •-ved channels, ltiply ;' - a, .. 10 E ._ 10 Tt by 1. E _1000 E E 5 �i 5 — o rn▪ _ —100 I 1 TIME OF CONCENTRATION OF SMALL DRAINAGE BASINS Source: VDOT Plate 5-3 Sparrow Hill ')A Time of Concentration Calculations TOC Path 1 100 ft overland flow 3.0% slope 0.35 C-value 10.5 min Seelye Chart 152 ft s. c.flow-field 10.5% slope 3.2 fps velocity 0.8 min. NEH Figure 15-4 TOC= 11.3 min. TOC Path 2 5 MIN TOC ASSUMED TOC Path 3 100 ft overland flow 15.4% slope 0.35 C-value 10.4 min Seelye Chart 673 ft swale 55 ft height 3.0 min. Kirpich Chart TOC= 13.4 min. TOC Path 4 100 ft overland flow 10.0% slope 0.35 C-value 10.5 min Seelye Chart 1523 ft swale 75.0 ft height 7.0 min. Kirpich Chart TOC= 17.5 min. f 35 - a 30 - - Paved q - 0 -z 25 — _ •a- .8Ct — 300 'coa_ —.7 Bare -o co 200 Soil _, r.& 20 — w Poor -W _ z Gross -Q-,.S g I- NSurface < - w _ Avera• 0.5 — - U- • _ W W z _ _ _ 1.0 - 0 IS , 7 _ 9 0 .9 _ ,1 ./ t— n. = 80 Dense - N a — N/ '� z N EE Iti.0 -- 70 Gross z .• ~ a o — 5 0 1 `'''� 20 — a. - w -i 4 0 Z �-- _ - IO 3 _ )-- - 0 o - 9 — w z _ w - - - z J — 20 8 _ _ - - 7 — — 10 6 - I OVERLAND FLOW TIME (Seelye Chart) Source: Data Book for Civil Engineers, E.E. Seelye Plate 5-1 -.� 1.00 0.90 kilisol 0.80 0.70 arminimmiams 0.60 1111111111111111191111111 O.400 �i ii��iU$UIii$UUuii a.ao iiiialaiuunlivainuii 0.30 **�IiiIII111Iiii _.Ruin luIIIIIt 020 •uiiin iiniiii a IlIflIllUl , ,_. _ $ , � IIIIIIll / / I, 0.10 _ 11111111.1111.111 0.09 0.08 p' 0.06 1/1 m0.05 0.04 �-' 0.570 y- ,. ��ia' a 0.005 ` .r 2 Velocity(f/s) *titer' TRAVEL TIME FOR CHANNEL FLOW (Kirpich Chart) H (feet) E-- 500 TO (min.) —200 —100 100 L (feet) - —10000 _—50 Xemate _ '11.] 0 -5000 _ _ RS w -- 1... o _ m e = .Q 4 F- .. G: +4 Note: 4- o c p V (1) For use with n- at channels; c Niumr m c .- 0 — . _ ld (2) For paved channels, mu _..ty 3 = 10 _ 7t by 0.2 § _1000 s.r E ,_ N w Y..._ 5 ^. •5 ._ 5 o ,_ L ,y z —100 -- 1 1 TIME OF CONCENTRATION OF SMALL DRAINAGE BASINS Source: VDOT Plate 5-3 Energy Balance Equation Summary @ POA 1 Sparrow Hill 24 Hr 1 year Storm Comparison: Qdeveloped5 I.F. *(Qpre-developed*RVPre-Developed)/Rudeveloped Qdeveloped5 (°forested*RVforested) Redeveloped Drainage Area 1: Qpre-developed = 3.67 RVpre-Developed = 0.532] Max °developed = 2.02 cfs RVDeveloped = 0.774 Achieved Post-Dev Max Runoff Qiyr= 1.99 cfs. Site complies with 9VAC25-870-66-(3)A Max. Allowed Qloyr= 32.42, Developed Qioyr= 29.09 cfs (predev) Q Q co co O 6 co co C m N. w o o c m o o ; Diiau_ (0 o h. U c,QO Q rnfnL/ v II II 3 rNN u 0 N (0 !2 11 Eas u Q II EL.- d E L 0 E E o COo 0 0 x ++ a a) O C ++ f° a) 0 3 V1 a M a = V) v m V) L > 'a In L > 'a N C cc o _y o C r cc o6 O� a w' U a) .� Q) a w U m fB▪ �` o > CV CV a) Y as T a 0, a) W L M 00 N II a W L o II ap a/ 2 > o 0 0 ' •-- a, 2 " ' V OC O O 0 11 V ° V 6 fl' O O I 0 N CI� * > I •«- C d' * -- w II N a * I o o N d o ra ° v 1 p co _ o 9 ! - m = cc 0 _ >. = v ` N> a) >. T O CA ` x _O11a II II II Gq II 11 11 03, � a. O ggd Va d OWv* y c > w 2 Q c * v , Q 0 o mo 1 Q 0 uo > w a LLL La •• a CO x va C 7 �J o cc z v C7 v c c, 0_ No Q Q. o Q "O 0 0) '> N a) > 6 (� b0 a) C C t ro Q — U f0 Q O O Q Q co co O 6 co C m O C co O o IA IU00 1 0 n In CV 0VIO cn u7 v W •� O U Q �L N U al < Q > Q < Q >oj N a In 0 U �1 a H II v • f6 G u Q 11 E� C v Q 11 E L o o E T i' v 0 O 0 x o8 _. E O U `I) tL >41 u .CT) C Les L > a N CO CO o N O C fa ° rn o• a CU a- .0 41 0 cts >- M 0) a o cr o ^ o Q m "> � o Q W L ;14' n W I Ml 11 00. w w d• e--I d. 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Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1: DA A Runoff = 5.41 cfs @ 12.05 hrs, Volume= 0.341 af, Depth> 0.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr Rainfall=3.05" Area (sf) CN Description 53,771 55 Woods, Good, HSG B 117,592 61 >75% Grass cover, Good, HSG B 69,724 98 Impervious, HSG B 241,087 70 Weighted Average 171,363 71.08% Pervious Area 69,724 28.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 1yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3 Sow Summary for Subcatchment 3: DA B Runoff = 4.93 cfs @ 12.04 hrs, Volume= 0.288 af, Depth> 0.94" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type 1124-hr 1 yr Rainfall=3.05" Area (sf) CN Description 18,939 55 Woods, Good, HSG B 81,483 61 >75% Grass cover, Good, HSG B 60,243 98 Impervious, HSG B 160,665 74 Weighted Average 100,422 62.50% Pervious Area 60,243 37.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, "40•••, 'err Adelaide Post-Development 1-18-18 Type 1124-hr lyr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 3B: BYPASS A Runoff = 0.18 cfs @ 12.13 hrs, Volume= 0.034 af, Depth> 0.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type 1124-hr 1 yr Rainfall=3.05" Area (ac) CN Description 1.810 55 Woods, Good, HSG B 0.140 61 >75% Grass cover, Good, HSG B 1.950 55 Weighted Average 1.950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.4 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 5 See Summary for Subcatchment 6: DA C Runoff = 4.82 cfs @ 12.01 hrs, Volume= 0.251 af, Depth> 1.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr Rainfall=3.05" Area (sf) CN Description 31,494 61 >75% Grass cover, Good, HSG B 52,786 98 Impervious, HSG B 84,280 84 Weighted Average 31,494 37.37% Pervious Area 52,786 62.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 6 Soso Summary for Subcatchment 6A: C RESIDUE Runoff = 0.52 cfs © 11.98 hrs, Volume= 0.025 af, Depth> 0.61" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type 1124-hr 1 yr Rainfall=3.05" Area (sf) CN Description 18,134 61 >75% Grass cover, Good, HSG B 3,420 98 Impervious, HSG B 21,554 67 Weighted Average 18,134 84.13% Pervious Area 3,420 15.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Sloe Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 8: DA D Runoff = 0.47 cfs @ 11.97 hrs, Volume= 0.021 af, Depth> 0.94" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr Rainfall=3.05" Area (sf) CN Description 7,684 61 >75% Grass cover, Good, HSG B 4,080 98 Impervious, HSG B 11,764 74 Weighted Average 7,684 65.32% Pervious Area 4,080 34.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr lyr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 8B: BYPASS D Runoff = 0.21 cfs @ 12.12 hrs, Volume= 0.033 af, Depth> 0.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr Rainfall=3.05" Area (ac) CN Description 1.450 55 Woods, Good, HSG B 0.250 61 >75% Grass cover, Good, HSG B 1.700 56 Weighted Average 1.700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 9 Sow Summary for Subcatchment 11: DA E Runoff = 0.55 cfs @ 11.97 hrs, Volume= 0.026 af, Depth> 0.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr Rainfall=3.05" Area (sf) CN Description 15,472 61 >75% Grass cover, Good, HSG B 4,032 98 Impervious, HSG B 19,504 69 Weighted Average 15,472 79.33% Pervious Area 4,032 20.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, %✓ Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 10 Sur Summary for Subcatchment 11B: BYPASS E Runoff = 0.07 cfs @ 11.99 hrs, Volume= 0.004 af, Depth> 0.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr Rainfall=3.05" Area (ac) CN Description 0.130 61 >75% Grass cover, Good, HSG B 0.130 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 446.? '4r Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCADO 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 13: DA F Runoff = 0.42 cfs @ 11.98 hrs, Volume= 0.021 af, Depth> 0.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr Rainfall=3.05" Area (sf) CN Description 1,027 39 >75%Grass cover, Good, HSG A 14,918 61 >75% Grass cover, Good, HSG B 3,012 98 Impervious, 18,957 66 Weighted Average 15,945 84.11% Pervious Area 3,012 15.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, err Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 12 Nine Summary for Subcatchment 13B: BYPASS F Runoff = 0.00 cfs @ 17.55 hrs, Volume= 0.000 af, Depth> 0.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type 1124-hr 1 yr Rainfall=3.05" Area (ac) CN Description 0.080 39 >75% Grass cover, Good, HSG A 0.040 61 >75% Grass cover, Good, HSG B 0.120 46 Weighted Average 0.120 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 23S: RESIDUAL BYPASS Runoff = 0.73 cfs @ 12.08 hrs, Volume= 0.078 af, Depth> 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr Rainfall=3.05" Area (ac) CN Description 1.430 55 Woods, Good, HSG B 1.824 61 >75% Grass cover, Good, HSG B 3.254 58 Weighted Average 3.254 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 14 Summary for Reach 5: POA A Inflow Area= 11.173 ac, 26.70% Impervious, Inflow Depth > 0.40" for 1 yr event Inflow = 0.70 cfs @ 13.57 hrs, Volume= 0.374 af Outflow = 0.70 cfs @ 13.57 hrs, Volume= 0.374 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 8.65 fps, Min. Travel Time= 0.1 min Avg. Velocity= 7.07 fps, Avg. Travel Time= 0.1 min Peak Storage= 4 cf @ 13.57 hrs Average Depth at Peak Storage= 0.12' Bank-Full Depth= 2.00', Capacity at Bank-Full= 91.70 cfs 24.0" Round Pipe n= 0.012 Length= 50.0' Slope= 0.1400 '1 Inlet Invert= 610.00', Outlet Invert= 603.00' r Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 15 Summary for Reach 10: POA D Inflow Area = 15.573 ac, 28.05% Impervious, Inflow Depth > 0.50" for 1 yr event Inflow = 1.06 cfs @ 13.54 hrs, Volume= 0.645 of Outflow = 1.06 cfs @ 13.55 hrs, Volume= 0.645 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 5.84 fps, Min. Travel Time= 0.1 min Avg. Velocity = 4.96 fps, Avg. Travel Time= 0.1 min Peak Storage= 6 cf @ 13.54 hrs Average Depth at Peak Storage= 0.21' Bank-Full Depth= 2.00', Capacity at Bank-Full= 43.70 cfs 24.0" Round Pipe n= 0.012 Length= 34.6' Slope= 0.0318 '/' Inlet Invert= 597.10', Outlet Invert= 596.00' L Adelaide Post-Development 1-18-18 Type 1124-hr 1yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 16 Summary for Reach 15: POA F Inflow Area = 0.555 ac, 12.45% Impervious, Inflow Depth > 0.45" for 1 yr event Inflow = 0.22 cfs @ 12.05 hrs, Volume= 0.021 af Outflow = 0.22 cfs @ 12.05 hrs, Volume= 0.021 af, Atten= 0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Adelaide Post-Development 1-18-18 Type 1124-hr lyr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 17 `w, Summary for Reach 16: POA E Inflow Area = 0.578 ac, 16.02% Impervious, Inflow Depth > 0.62" for 1yr event Inflow = 0.37 cfs @ 12.02 hrs, Volume= 0.030 af Outflow = 0.37 cfs @ 12.02 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Adelaide Post-Development 1-18-18 Type 1124-hr 1yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 18 Summary for Pond 2: BMP A Inflow Area = 5.535 ac, 28.92% Impervious, Inflow Depth > 0.74" for 1 yr event Inflow = 5.41 cfs @ 12.05 hrs, Volume= 0.341 af Outflow = 0.37 cfs @ 13.71 hrs, Volume= 0.237 af, Atten= 93%, Lag= 99.2 min Primary = 0.37 cfs @ 13.71 hrs, Volume= 0.237 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 615.77' @ 13.71 hrs Surf.Area= 3,775 sf Storage= 6,987 cf Plug-Flow detention time= 288.0 min calculated for 0.237 af (70%of inflow) Center-of-Mass det. time= 171.5 min ( 1,050.9 - 879.4 ) Volume Invert Avail.Storage Storage Description #1 612.50' 8,514 cf 12.50'W x 151.00'L x 9.50'H Gravel Bed x 2 35,863 cf Overall - 14,577 cf Embedded = 21,286 cf x 40.0% Voids #2 613.50' 14,577 cf 96.0" D x 145.0'L Pipe Storage x 2 Inside#1 23,091 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 613.50' 24.0" Round STM 03-02 L= 121.4' Ke= 0.600 Inlet/Outlet Invert= 613.50'/610.15' S= 0.0276 '1 Cc= 0.900 n= 0.012 #2 Device 1 613.50' 2.5"Vert. 1-yr Orifice C= 0.600 *,,, #3 Device 1 615.60' 11.0"Vert. 10-yr Orifice C= 0.600 #4 Device 1 619.80' 100-yr Weir, Cv=2.62(C= 3.28) Head (feet) 0.00 0.50 1.00 1.50 1.70 Width (feet) 6.54 5.70 4.50 2.50 0.00 Primary OutFlow Max=0.36 cfs @ 13.71 hrs HW=615.77' (Free Discharge) t1=STM 03-02 (Passes 0.36 cfs of 16.00 cfs potential flow) -2=1-yr Orifice (Orifice Controls 0.24 cfs @ 7.09 fps) -3=10-yr Orifice (Orifice Controls 0.12 cfs @ 1.41 fps) -4=100-yr Weir ( Controls 0.00 cfs) fir✓ Adelaide Post-Development 1-18-18 Type 1124-hr lyr Rainfall=3.05" Prepared by Si-limp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 19 44100, Summary for Pond 4: BMP B Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 0.94" for 1yr event Inflow = 4.93 cfs @ 12.04 hrs, Volume= 0.288 af Outflow = 0.32 cfs @ 13.52 hrs, Volume= 0.142 af, Atten= 94%, Lag= 88.5 min Discarded = 0.04 cfs @ 11.70 hrs, Volume= 0.039 af Primary = 0.28 cfs @ 13.52 hrs, Volume= 0.103 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 619.51' @ 13.52 hrs Surf.Area= 2,884 sf Storage= 6,711 cf Plug-Flow detention time= 293.0 min calculated for 0.142 af (49% of inflow) Center-of-Mass det. time= 154.2 min ( 1,018.7 - 864.5 ) Volume Invert Avail.Storage Storage Description #1 615.50' 6,938 cf 14.00'W x 206.00'L x 9.50'H Gravel Bed 27,398 cf Overall - 10,053 cf Embedded = 17,345 cf x 40.0% Voids #2 616.50' 10,053 cf 96.0" D x 200.0'L Pipe Storage Inside#1 16,991 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 616.50' 24.0" Round STM O2A-02 L= 27.7' Ke= 0.600 Inlet/Outlet Invert= 616.50'/612.47' S= 0.1455 '/' Cc= 0.900 n= 0.012 *time #2 Device 1 619.25' 11.0"Vert. 10-yr Orifice C= 0.600 #3 Device 1 622.90' 100-yr Weir, Cv=2.62 (C= 3.28) Head (feet) 0.00 0.50 1.00 1.50 1.60 Width (feet) 6.40 5.50 4.20 1.80 0.00 #4 Discarded 615.50' 0.560 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.04 cfs @ 11.70 hrs HW=615.60' (Free Discharge) t4=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.28 cfs @ 13.52 hrs HW=619.51' (Free Discharge) L1=STM O2A-02 (Passes 0.28 cfs of 20.13 cfs potential flow) t2=10-yr Orifice (Orifice Controls 0.28 cfs @ 1.75 fps) 3=100-yr Weir ( Controls 0.00 cfs) Adelaide Post-Development 1-18-18 Type 1124-hr lyr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCADO 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 20 slow Summary for Pond 7: BMP C Inflow Area = 2.430 ac, 53.11% Impervious, Inflow Depth > 1.36" for 1 yr event Inflow = 5.28 cfs @ 12.00 hrs, Volume= 0.276 af Outflow = 0.29 cfs @ 13.30 hrs, Volume= 0.228 af, Atten= 95%, Lag= 78.1 min Primary = 0.29 cfs @ 13.30 hrs, Volume= 0.228 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 601.20' @ 13.30 hrs Surf.Area= 2,525 sf Storage= 6,380 cf Plug-Flow detention time= 275.8 min calculated for 0.228 of (83% of inflow) Center-of-Mass det. time= 199.4 min ( 1,034.5 - 835.1 ) Volume Invert Avail.Storage Storage Description #1 597.00' 5,775 cf 12.50'W x 101.00'L x 9.50'H Gravel Bed x 2 23,988 cf Overall - 9,550 cf Embedded = 14,437 cf x 40.0%Voids #2 598.00' 9,550 cf 96.0" D x 95.0'L Pipe Storage x 2 Inside#1 15,325 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 598.00' 24.0" Round STM 05A- 05 L= 54.9' Ke= 0.600 Inlet/Outlet Invert= 598.00'/597.30' S= 0.012871 Cc= 0.900 n= 0.012 #2 Device 1 598.00' 2.5"Vert. 1-yr Orifice C= 0.600 %.e #3 Device 1 601.50' 11.0"Vert. 10-yr Orifice C= 0.600 #4 Device 1 604.60' 100-yr Weir, Cv=2.62(C=3.28) Head (feet) 0.00 0.50 1.00 1.30 1.40 Width (feet) 6.10 5.10 3.50 1.80 0.00 Primary OutFlow Max=0.29 cfs @ 13.30 hrs HW=601.20' (Free Discharge) L==STM O5A- 05 (Passes 0.29 cfs of 21.03 cfs potential flow) -2=1-yr Orifice (Orifice Controls 0.29 cfs @ 8.47 fps) -3=10-yr Orifice ( Controls 0.00 cfs) -4=100-yr Weir ( Controls 0.00 cfs) Stale Adelaide Post-Development 1-18-18 Type 1124-hr 1yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 21 Sloe Summary for Pond 9: BMP D Inflow Area = 0.270 ac, 34.68% Impervious, Inflow Depth > 0.94" for 1yr event Inflow = 0.47 cfs @ 11.97 hrs, Volume= 0.021 af Outflow = 0.03 cfs @ 12.99 hrs, Volume= 0.011 af, Atten= 94%, Lag= 61.0 min Primary = 0.03 cfs @ 12.99 hrs, Volume= 0.011 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 614.35' @ 12.99 hrs Surf.Area= 400 sf Storage= 478 cf Plug-Flow detention time= 287.3 min calculated for 0.011 af (50%of inflow) Center-of-Mass det. time= 147.8 min ( 1,007.8 - 860.0 ) Volume Invert Avail.Storage Storage Description #1 612.00' 649 cf 8.00'W x 50.00'L x 5.50'H Gravel Bed 2,200 cf Overall - 578 cf Embedded = 1,622 cf x 40.0%Voids #2 613.00' 578 cf 48.0" D x 46.0'L Pipe Storage Inside#1 1,227 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 613.00' 15.0" Round STM 04-03 L= 119.7' Ke= 0.600 Inlet/Outlet Invert= 613.00'/607.20' S= 0.0485 '/' Cc= 0.900 n= 0.012 #2 Device 1 614.25' 6.0"Vert. 1-yr Orifice C= 0.600 #3 Device 1 616.50' 100-yr Weir, Cv=2.62(C=3.28) Head (feet) 0.00 0.25 0.35 0.50 Width (feet) 2.64 1.94 1.50 0.00 Primary OutFlow Max=0.03 cfs @ 12.99 hrs HW=614.35' (Free Discharge) 4-1=STM 04- 03 (Passes 0.03 cfs of 4.70 cfs potential flow) L2=1-yr Orifice (Orifice Controls 0.03 cfs @ 1.05 fps) 3=100-yr Weir ( Controls 0.00 cfs) Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 22 Summary for Pond 12: BMP E Inflow Area = 0.448 ac, 20.67% Impervious, Inflow Depth > 0.70" for 1 yr event Inflow = 0.55 cfs @ 11.97 hrs, Volume= 0.026 af Outflow = 0.32 cfs @ 12.04 hrs, Volume= 0.026 af, Atten= 43%, Lag= 4.2 min Primary = 0.32 cfs @ 12.04 hrs, Volume= 0.026 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 654.81' @ 12.04 hrs Surf.Area= 530 sf Storage= 171 cf Plug-Flow detention time= 13.6 min calculated for 0.026 af (99% of inflow) Center-of-Mass det. time= 7.7 min ( 886.1 - 878.4 ) Volume Invert Avail.Storage Storage Description #1 654.00' 1,589 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 654.00 530 0.0 0 0 657.00 530 40.0 636 636 657.50 530 20.0 53 689 658.50 1,270 100.0 900 1,589 Device Routing Invert Outlet Devices 'Ealrov #1 Primary 654.00' 4.0" Round ST 09-08 L= 23.7' Ke= 0.600 Inlet/Outlet Invert= 654.00'/653.50' S= 0.0211 '/' Cc= 0.900 n= 0.012 #2 Primary 658.00' 4.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=0.32 cfs @ 12.04 hrs HW=654.81 (Free Discharge) 4E1=ST 09- 08 (Inlet Controls 0.32 cfs @ 3.61 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Adelaide Post-Development 1-18-18 Type 1124-hr lyr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 23 Summary for Pond 14: BMP F Inflow Area = 0.435 ac, 15.89% Impervious, Inflow Depth > 0.57" for 1yr event Inflow = 0.42 cfs @ 11.98 hrs, Volume= 0.021 af Outflow = 0.22 cfs @ 12.05 hrs, Volume= 0.020 af, Atten= 47%, Lag= 4.4 min Primary = 0.22 cfs @ 12.05 hrs, Volume= 0.020 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 662.54' @ 12.05 hrs Surf.Area= 600 sf Storage= 131 cf Plug-Flow detention time= 16.9 min calculated for 0.020 af (99% of inflow) Center-of-Mass det. time= 9.1 min ( 900.4 - 891.3 ) Volume Invert Avail.Storage Storage Description #1 662.00' 1,490 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 662.00 600 0.0 0 0 664.50 600 40.0 600 600 665.00 600 20.0 60 660 666.00 1,060 100.0 830 1,490 Device Routing Invert Outlet Devices #1 Primary 662.00' 4.0" Round STM 04- 03 L= 47.0' Ke= 0.600 Inlet/Outlet Invert= 662.00'/661.50' S= 0.0106 '/' Cc= 0.900 n= 0.012 #2 Primary 665.50' 5.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=0.22 cfs @ 12.05 hrs HW=662.54' (Free Discharge) 'E1=STM 04-03 (Barrel Controls 0.22 cfs @ 2.55 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Adelaide Post-Development 1-18-18 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 24 Summary for Link 17: TOTAL RUNOFF TO CREEK Inflow Area = 19.960 ac, 22.69% Impervious, Inflow Depth > 0.47" for 1 yr event Inflow = 1.99 cfs @ 12.09 hrs, Volume= 0.774 af Primary = 1.99 cfs @ 12.09 hrs, Volume= 0.774 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs err' Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 25 Slur Summary for Subcatchment 1: DA A Runoff = 19.46 cfs @ 12.04 hrs, Volume= 1.127 af, Depth> 2.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (sf) CN Description 53,771 55 Woods, Good, HSG B 117,592 61 >75% Grass cover, Good, HSG B 69,724 98 Impervious, HSG B 241,087 70 Weighted Average 171,363 71.08% Pervious Area 69,724 28.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 3: DA B Runoff = 15.25 cfs @ 12.03 hrs, Volume= 0.861 af, Depth> 2.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (sf) CN Description 18,939 55 Woods, Good, HSG B 81,483 61 >75% Grass cover, Good, HSG B 60,243 98 Impervious, HSG B 160,665 74 Weighted Average 100,422 62.50% Pervious Area 60,243 37.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 3B: BYPASS A Runoff = 3.01 cfs @ 12.07 hrs, Volume= 0.205 af, Depth> 1.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (ac) CN Description 1.810 55 Woods, Good, HSG B 0.140 61 >75% Grass cover, Good, HSG B 1.950 55 Weighted Average 1.950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.4 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 28 Itakise Summary for Subcatchment 6: DA C Runoff = 11.36 cfs @ 12.00 hrs, Volume= 0.608 af, Depth> 3.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (sf) CN Description 31,494 61 >75% Grass cover, Good, HSG B 52,786 98 Impervious, HSG B 84,280 84 Weighted Average 31,494 37.37% Pervious Area 52,786 62.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 29 Nome Summary for Subcatchment 6A: C RESIDUE Runoff = 2.02 cfs @ 11.97 hrs, Volume= 0.090 af, Depth> 2.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (sf) CN Description 18,134 61 >75% Grass cover, Good, HSG B 3,420 98 Impervious, HSG B 21,554 67 Weighted Average 18,134 84.13% Pervious Area 3,420 15.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, '40kor, Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 8: DA D Runoff = 1.41 cfs @ 11.96 hrs, Volume= 0.063 af, Depth> 2.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (sf) CN Description 7,684 61 >75% Grass cover, Good, HSG B 4,080 98 Impervious, HSG B 11,764 74 Weighted Average 7,684 65.32% Pervious Area 4,080 34.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 31 Sfte Summary for Subcatchment 8B: BYPASS D Runoff = 2.81 cfs @ 12.07 hrs, Volume= 0.188 af, Depth> 1.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (ac) CN Description 1.450 55 Woods, Good, HSG B 0.250 61 >75% Grass cover, Good, HSG B 1.700 56 Weighted Average 1.700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 32 Slime Summary for Subcatchment 11: DA E Runoff = 1.97 cfs @ 11.96 hrs, Volume= 0.088 af, Depth> 2.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (sf) CN Description 15,472 61 >75% Grass cover, Good, HSG B 4,032 98 Impervious, HSG B 19,504 69 Weighted Average 15,472 79.33% Pervious Area 4,032 20.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Adelaide Post-Development 1-18-18 Type II 24-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 33 `ioiur' Summary for Subcatchment 11B: BYPASS E Runoff = 0.41 cfs @ 11.97 hrs, Volume= 0.019 af, Depth> 1.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (ac) CN Description 0.130 61 >75% Grass cover, Good, HSG B 0.130 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, tiro+ Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 34 Sire Summary for Subcatchment 13: DA F Runoff = 1.71 cfs @ 11.97 hrs, Volume= 0.076 af, Depth> 2.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (sf) CN Description 1,027 39 >75% Grass cover, Good, HSG A 14,918 61 >75%Grass cover, Good, HSG B 3,012 98 Impervious, 18,957 66 Weighted Average 15,945 84.11% Pervious Area 3,012 15.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 35 *1✓ Summary for Subcatchment 13B: BYPASS F Runoff = 0.12 cfs @ 11.99 hrs, Volume= 0.007 af, Depth> 0.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (ac) CN Description 0.080 39 >75% Grass cover, Good, HSG A 0.040 61 >75% Grass cover, Good, HSG B 0.120 46 Weighted Average 0.120 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 23S: RESIDUAL BYPASS Runoff = 6.69 cfs @ 12.04 hrs, Volume= 0.401 af, Depth> 1.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 10yr Rainfall=5.55" Area (ac) CN Description 1.430 55 Woods, Good, HSG B 1.824 61 >75% Grass cover, Good, HSG B 3.254 58 Weighted Average 3.254 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, Soar Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 37 Sloe Summary for Reach 5: POA A Inflow Area = 11.173 ac, 26.70% Impervious, Inflow Depth > 1.98" for 10yr event Inflow = 13.79 cfs @ 12.14 hrs, Volume= 1.842 of Outflow = 13.79 cfs @ 12.15 hrs, Volume= 1.842 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 21.01 fps, Min. Travel Time= 0.0 min Avg. Velocity= 10.09 fps, Avg. Travel Time= 0.1 min Peak Storage= 33 cf @ 12.14 hrs Average Depth at Peak Storage= 0.52' Bank-Full Depth= 2.00', Capacity at Bank-Full= 91.70 cfs 24.0" Round Pipe n= 0.012 Length= 50.0' Slope= 0.1400 '/' Inlet Invert= 610.00', Outlet Invert= 603.00' Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 © HydroCAD Software Solutions LLC Page 38 Summary for Reach 10: POA D Inflow Area= 15.573 ac, 28.05% Impervious, Inflow Depth > 2.07" for 10yr event Inflow = 22.15 cfs @ 12.11 hrs, Volume= 2.681 af Outflow = 22.14 cfs @ 12.12 hrs, Volume= 2.681 af, Atten= 0%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 13.96 fps, Min. Travel Time= 0.0 min Avg. Velocity= 6.33 fps, Avg. Travel Time= 0.1 min Peak Storage= 55 cf @ 12.12 hrs Average Depth at Peak Storage= 1.01' Bank-Full Depth= 2.00', Capacity at Bank-Full= 43.70 cfs 24.0" Round Pipe n= 0.012 Length= 34.6' Slope= 0.0318 '/' Inlet Invert= 597.10', Outlet Invert= 596.00' Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 39 Summary for Reach 15: POA F Inflow Area = 0.555 ac, 12.45% Impervious, Inflow Depth > 1.79" for 10yr event Inflow = 0.59 cfs @ 12.00 hrs, Volume= 0.083 af Outflow = 0.59 cfs @ 12.00 hrs, Volume= 0.083 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Now Some Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 40 Summary for Reach 16: POA E Inflow Area = 0.578 ac, 16.02% Impervious, Inflow Depth > 2.21" for 10yr event Inflow = 1.05 cfs @ 11.98 hrs, Volume= 0.106 of Outflow = 1.05 cfs @ 11.98 hrs, Volume= 0.106 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs loire err Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 41 Some Summary for Pond 2: BMP A Inflow Area = 5.535 ac, 28.92% Impervious, Inflow Depth > 2.44" for 10yr event Inflow = 19.46 cfs @ 12.04 hrs, Volume= 1.127 of Outflow = 6.21 cfs @ 12.24 hrs, Volume= 0.972 af, Atten= 68%, Lag= 12.1 min Primary = 6.21 cfs @ 12.24 hrs, Volume= 0.972 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 619.41' @ 12.24 hrs Surf.Area= 3,775 sf Storage= 17,359 cf Plug-Flow detention time= 106.1 min calculated for 0.972 of (86%of inflow) Center-of-Mass det. time= 41.6 min ( 883.9 - 842.3 ) Volume Invert Avail.Storage Storage Description #1 612.50' 8,514 cf 12.50'W x 151.00'L x 9.50'H Gravel Bed x 2 35,863 cf Overall - 14,577 cf Embedded = 21,286 cf x 40.0% Voids #2 613.50' 14,577 cf 96.0" D x 145.0'L Pipe Storage x 2 Inside#1 23,091 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 613.50' 24.0" Round STM 03-02 L= 121.4' Ke= 0.600 Inlet/Outlet Invert= 613.50'/610.15' S= 0.0276 '/' Cc= 0.900 n= 0.012 #2 Device 1 613.50' 2.5"Vert. 1-yr Orifice C= 0.600 likap, #3 Device 1 615.60' 11.0"Vert. 10-yr Orifice C= 0.600 #4 Device 1 619.80' 100-yr Weir, Cv=2.62(C= 3.28) Head (feet) 0.00 0.50 1.00 1.50 1.70 Width (feet) 6.54 5.70 4.50 2.50 0.00 Primary OutFlow Max=6.21 cfs @ 12.24 hrs HW=619.41' (Free Discharge) L==STM 03-02 (Passes 6.21 cfs of 31.42 cfs potential flow) -2=1-yr Orifice (Orifice Controls 0.40 cfs @ 11.60 fps) -3=10-yr Orifice (Orifice Controls 5.82 cfs @ 8.81 fps) -4=100-yr Weir ( Controls 0.00 cfs) Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 42 Norisr Summary for Pond 4: BMP B Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 2.80" for 10yr event Inflow = 15.25 cfs @ 12.03 hrs, Volume= 0.861 af Outflow = 5.65 cfs @ 12.20 hrs, Volume= 0.711 af, Atten= 63%, Lag= 10.0 min Discarded = 0.04 cfs @ 9.77 hrs, Volume= 0.045 af Primary = 5.62 cfs @ 12.20 hrs, Volume= 0.665 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 622.83' @ 12.20 hrs Surf.Area= 2,884 sf Storage= 13,577 cf Plug-Flow detention time= 117.7 min calculated for 0.711 af (83%of inflow) Center-of-Mass det. time= 41.6 min ( 873.9 - 832.3 ) Volume Invert Avail.Storage Storage Description #1 615.50' 6,938 cf 14.00'W x 206.00'L x 9.50'H Gravel Bed 27,398 cf Overall - 10,053 cf Embedded = 17,345 cf x 40.0% Voids #2 616.50' 10,053 cf 96.0" D x 200.0'L Pipe Storage Inside#1 16,991 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 616.50' 24.0" Round STM O2A-02 L= 27.7' Ke= 0.600 Inlet/Outlet Invert= 616.50'/612.47' S= 0.1455 '/' Cc= 0.900 n= 0.012 #2 Device 1 619.25' 11.0"Vert. 10-yr Orifice C= 0.600 #3 Device 1 622.90' 100-yr Weir, Cv=2.62(C=3.28) Head (feet) 0.00 0.50 1.00 1.50 1.60 Width (feet) 6.40 5.50 4.20 1.80 0.00 #4 Discarded 615.50' 0.560 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.04 cfs @ 9.77 hrs HW=615.60' (Free Discharge) t4=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=5.62 cfs @ 12.20 hrs HW=622.83' (Free Discharge) L =STM O2A-02 (Passes 5.62 cfs of 32.74 cfs potential flow) 2_10-yr Orifice (Orifice Controls 5.62 cfs @ 8.51 fps) 3_100-yr Weir ( Controls 0.00 cfs) `forme Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 43 Sow Summary for Pond 7: BMP C Inflow Area = 2.430 ac, 53.11% Impervious, Inflow Depth > 3.45" for 10yr event Inflow = 13.16 cfs @ 11.99 hrs, Volume= 0.698 af Outflow = 5.24 cfs @ 12.13 hrs, Volume= 0.598 af, Atten= 60%, Lag= 8.0 min Primary = 5.24 cfs @ 12.13 hrs, Volume= 0.598 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 604.27' @ 12.13 hrs Surf.Area= 2,525 sf Storage= 12,155 cf Plug-Flow detention time= 155.3 min calculated for 0.598 af (86%of inflow) Center-of-Mass det. time= 89.3 min ( 899.3 - 810.0 ) Volume Invert Avail.Storage Storage Description #1 597.00' 5,775 cf 12.50'W x 101.00'L x 9.50'H Gravel Bed x 2 23,988 cf Overall - 9,550 cf Embedded = 14,437 cf x 40.0% Voids #2 598.00' 9,550 cf 96.0" D x 95.0'L Pipe Storage x 2 Inside#1 15,325 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 598.00' 24.0" Round STM O5A- 05 L= 54.9' Ke= 0.600 Inlet/Outlet Invert= 598.00'/597.30' S= 0.0128 'I' Cc= 0.900 n= 0.012 #2 Device 1 598.00' 2.5"Vert. 1-yr Orifice C= 0.600 i`,, #3 Device 1 601.50' 11.0"Vert. 10-yr Orifice C= 0.600 #4 Device 1 604.60' 100-yr Weir, Cv=2.62(C= 3.28) Head (feet) 0.00 0.50 1.00 1.30 1.40 Width (feet) 6.10 5.10 3.50 1.80 0.00 Primary OutFlow Max=5.23 cfs @ 12.13 hrs HW=604.27' (Free Discharge) t1=STM O5A- 05 (Passes 5.23 cfs of 32.54 cfs potential flow) -2=1-yr Orifice (Orifice Controls 0.41 cfs @ 11.95 fps) -3=10-yr Orifice (Orifice Controls 4.83 cfs @ 7.31 fps) -4=100-yr Weir ( Controls 0.00 cfs) Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 44 Sole Summary for Pond 9: BMP D Inflow Area = 0.270 ac, 34.68% Impervious, Inflow Depth > 2.81" for 10yr event Inflow = 1.41 cfs @ 11.96 hrs, Volume= 0.063 af Outflow = 0.96 cfs @ 12.02 hrs, Volume= 0.052 af, Atten= 32%, Lag= 3.7 min Primary = 0.96 cfs @ 12.02 hrs, Volume= 0.052 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 615.52' @ 12.02 hrs Surf.Area= 400 sf Storage= 795 cf Plug-Flow detention time= 109.1 min calculated for 0.052 af (83%of inflow) Center-of-Mass det. time= 33.6 min ( 861.1 - 827.5 ) Volume Invert Avail.Storage Storage Description #1 612.00' 649 cf 8.00'W x 50.00'L x 5.50'H Gravel Bed 2,200 cf Overall - 578 cf Embedded = 1,622 cf x 40.0%Voids #2 613.00' 578 cf 48.0" D x 46.0'L Pipe Storage Inside#1 1,227 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 613.00' 15.0" Round STM 04-03 L= 119.7' Ke= 0.600 Inlet/Outlet Invert= 613.00'/607.20' S= 0.0485 '/' Cc= 0.900 n= 0.012 #2 Device 1 614.25' 6.0"Vert. 1-yr Orifice C= 0.600 tom,, #3 Device 1 616.50' 100-yr Weir, Cv=2.62(C=3.28) Head (feet) 0.00 0.25 0.35 0.50 Width (feet) 2.64 1.94 1.50 0.00 Primary OutFlow Max=0.96 cfs @ 12.02 hrs HW=615.52' (Free Discharge) L LSTM 04-03 (Passes 0.96 cfs of 7.63 cfs potential flow) 2_1-yr Orifice (Orifice Controls 0.96 cfs @ 4.87 fps) 3_100-yr Weir ( Controls 0.00 cfs) Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 45 Summary for Pond 12: BMP E Inflow Area = 0.448 ac, 20.67% Impervious, Inflow Depth > 2.36" for 10yr event Inflow = 1.97 cfs @ 11.96 hrs, Volume= 0.088 af Outflow = 0.67 cfs @ 12.07 hrs, Volume= 0.088 af, Atten= 66%, Lag= 6.3 min Primary = 0.67 cfs @ 12.07 hrs, Volume= 0.088 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 657.87' @ 12.07 hrs Surf.Area= 801 sf Storage= 933 cf Plug-Flow detention time= 13.9 min calculated for 0.088 af (99% of inflow) Center-of-Mass det. time= 10.7 min ( 850.3 - 839.5 ) Volume Invert Avail.Storage Storage Description #1 654.00' 1,589 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 654.00 530 0.0 0 0 657.00 530 40.0 636 636 657.50 530 20.0 53 689 658.50 1,270 100.0 900 1,589 Device Routing Invert Outlet Devices *owe #1 Primary 654.00' 4.0" Round ST 09-08 L= 23.7' Ke= 0.600 Inlet/Outlet Invert= 654.00'/653.50' S= 0.0211 '/' Cc= 0.900 n= 0.012 #2 Primary 658.00' 4.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=0.67 cfs @ 12.07 hrs HW=657.87' (Free Discharge) 4E1=ST 09- 08 (Barrel Controls 0.67 cfs @ 7.73 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 46 Summary for Pond 14: BMP F Inflow Area = 0.435 ac, 15.89% Impervious, Inflow Depth > 2.11" for 10yr event Inflow = 1.71 cfs @ 11.97 hrs, Volume= 0.076 af Outflow = 0.49 cfs @ 12.08 hrs, Volume= 0.076 af, Atten= 71%, Lag= 7.0 min Primary = 0.49 cfs @ 12.08 hrs, Volume= 0.076 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 665.31' @ 12.08 hrs Surf.Area= 744 sf Storage= 871 cf Plug-Flow detention time= 17.6 min calculated for 0.076 of (99% of inflow) Center-of-Mass det. time= 13.7 min ( 860.6 - 846.9 ) Volume Invert Avail.Storage Storage Description #1 662.00' 1,490 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 662.00 600 0.0 0 0 664.50 600 40.0 600 600 665.00 600 20.0 60 660 666.00 1,060 100.0 830 1,490 Device Routing Invert Outlet Devices #1 Primary 662.00' 4.0" Round STM 04-03 L= 47.0' Ke= 0.600 Inlet/Outlet Invert= 662.00'/661.50' S= 0.0106 '/' Cc= 0.900 n= 0.012 #2 Primary 665.50' 5.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=0.49 cfs @ 12.08 hrs HW=665.31' (Free Discharge) j1=STM 04-03 (Barrel Controls 0.49 cfs @ 5.64 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Adelaide Post-Development 1-18-18 Type 1124-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 47 �.• Summary for Link 17: TOTAL RUNOFF TO CREEK Inflow Area = 19.960 ac, 22.69% Impervious, Inflow Depth > 1.97" for 10yr event Inflow = 29.09 cfs @ 12.09 hrs, Volume= 3.271 af Primary = 29.09 cfs @ 12.09 hrs, Volume= 3.271 af, Atten= 0%, Lag=0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs err' Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 48 Sire Summary for Subcatchment 1: DA A Runoff = 42.46 cfs @ 12.04 hrs, Volume= 2.470 af, Depth> 5.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=9.04" Area (sf) CN Description 53,771 55 Woods, Good, HSG B 117,592 61 >75% Grass cover, Good, HSG B 69,724 98 Impervious, HSG B 241,087 70 Weighted Average 171,363 71.08% Pervious Area 69,724 28.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.0 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 49 Itfte Summary for Subcatchment 3: DA B Runoff = 31.32 cfs @ 12.03 hrs, Volume= 1.798 af, Depth> 5.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=9.04" Area (sf) CN Description 18,939 55 Woods, Good, HSG B 81,483 61 >75% Grass cover, Good, HSG B 60,243 98 Impervious, HSG B 160,665 74 Weighted Average 100,422 62.50% Pervious Area 60,243 37.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, 'tor Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD©9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 50 ,r Summary for Subcatchment 3B: BYPASS A Runoff = 9.26 cfs @ 12.06 hrs, Volume= 0.569 af, Depth> 3.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=9.04" Area (ac) CN Description 1.810 55 Woods, Good, HSG B 0.140 61 >75% Grass cover, Good, HSG B 1.950 55 Weighted Average 1.950 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.4 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 51 Summary for Subcatchment 6: DA C Runoff = 20.60 cfs @ 12.00 hrs, Volume= 1.142 af, Depth> 7.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=9.04" Area (sf) CN Description 31,494 61 >75% Grass cover, Good, HSG B 52,786 98 Impervious, HSG B 84,280 84 Weighted Average 31,494 37.37% Pervious Area 52,786 62.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.0 Direct Entry, *tire Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 52 �.r Summary for Subcatchment 6A: C RESIDUE Runoff = 4.55 cfs @ 11.96 hrs, Volume= 0.206 af, Depth> 4.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=9.04" Area (sf) CN Description 18,134 61 >75% Grass cover, Good, HSG B 3,420 98 Impervious, HSG B 21,554 67 Weighted Average 18,134 84.13% Pervious Area 3,420 15.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 53 Sl..- Summary for Subcatchment 8: DA D Runoff = 2.85 cfs @ 11.96 hrs, Volume= 0.132 af, Depth> 5.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=9.04" Area (sf) CN Description 7,684 61 >75% Grass cover, Good, HSG B 4,080 98 Impervious, HSG B 11,764 74 Weighted Average 7,684 65.32% Pervious Area 4,080 34.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 54 Summary for Subcatchment 8B: BYPASS D Runoff = 8.35 cfs @ 12.06 hrs, Volume= 0.513 af, Depth> 3.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=9.04" Area (ac) CN Description 1.450 55 Woods, Good, HSG B 0.250 61 >75% Grass cover, Good, HSG B 1.700 56 Weighted Average 1.700 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 55 Ntri'' Summary for Subcatchment 11: DA E Runoff = 4.30 cfs @ 11.96 hrs, Volume= 0.196 af, Depth> 5.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=9.04" Area (sf) CN Description 15,472 61 >75% Grass cover, Good, HSG B 4,032 98 Impervious, HSG B 19,504 69 Weighted Average 15,472 79.33% Pervious Area 4,032 20.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Niar Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 56 Summary for Subcatchment 11B: BYPASS E Runoff = 1.03 cfs @ 11.96 hrs, Volume= 0.046 af, Depth> 4.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=9.04" Area (ac) CN Description 0.130 61 >75% Grass cover, Good, HSG B 0.130 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, biome 'r11r► Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 57 Summary for Subcatchment 13: DA F Runoff = 3.91 cfs @ 11.96 hrs, Volume= 0.177 af, Depth> 4.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=9.04" Area (sf) CN Description 1,027 39 >75%Grass cover, Good, HSG A 14,918 61 >75% Grass cover, Good, HSG B 3,012 98 Impervious, 18,957 66 Weighted Average 15,945 84.11% Pervious Area 3,012 15.89% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=-9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 58 Summary for Subcatchment 13B: BYPASS F Runoff = 0.53 cfs @ 11.97 hrs, Volume= 0.024 af, Depth> 2.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=9.04" Area (ac) CN Description 0.080 39 >75% Grass cover, Good, HSG A 0.040 61 >75% Grass cover, Good, HSG B 0.120 46 Weighted Average 0.120 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, `err Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 59 Sae Summary for Subcatchment 23S: RESIDUAL BYPASS Runoff = 18.57 cfs @ 12.04 hrs, Volume= 1.050 af, Depth> 3.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr Rainfall=9.04" Area (ac) CN Description 1.430 55 Woods, Good, HSG B 1.824 61 >75% Grass cover, Good, HSG B 3.254 58 Weighted Average 3.254 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, `ww Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 60 Some Summary for Reach 5: POA A Inflow Area = 11.173 ac, 26.70% Impervious, Inflow Depth > 4.79" for 100yr event Inflow = 77.63 cfs @ 12.05 hrs, Volume= 4.464 af Outflow = 77.64 cfs @ 12.05 hrs, Volume= 4.464 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 32.74 fps, Min. Travel Time= 0.0 min Avg. Velocity = 11.76 fps, Avg. Travel Time= 0.1 min Peak Storage= 119 cf @ 12.05 hrs Average Depth at Peak Storage= 1.41' Bank-Full Depth= 2.00', Capacity at Bank-Full= 91.70 cfs 24.0" Round Pipe n= 0.012 Length= 50.0' Slope= 0.1400 '/' Inlet Invert= 610.00', Outlet Invert= 603.00' Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 61 Summary for Reach 10: POA D Inflow Area = 15.573 ac, 28.05% Impervious, Inflow Depth > 4.85" for 100yr event Inflow = 109.82 cfs @ 12.04 hrs, Volume= 6.300 af Outflow = 43.70 cfs @ 11.96 hrs, Volume= 6.300 af, Atten= 60%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 15.85 fps, Min. Travel Time= 0.0 min Avg. Velocity= 7.06 fps, Avg. Travel Time= 0.1 min Peak Storage= 109 cf @ 11.95 hrs Average Depth at Peak Storage= 2.00' Bank-Full Depth= 2.00', Capacity at Bank-Full= 43.70 cfs 24.0" Round Pipe n= 0.012 Length= 34.6' Slope= 0.0318 '/' Inlet Invert= 597.10', Outlet Invert= 596.00' Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 62 Summary for Reach 15: POA F Inflow Area = 0.555 ac, 12.45% Impervious, Inflow Depth > 4.32" for 100yr event Inflow = 4.18 cfs @ 11.98 hrs, Volume= 0.200 af Outflow = 4.18 cfs @ 11.98 hrs, Volume= 0.200 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 63 Nair Summary for Reach 16: POA E Inflow Area = 0.578 ac, 16.02% Impervious, Inflow Depth > 5.00" for 100yr event Inflow = 4.81 cfs @ 11.99 hrs, Volume= 0.241 af Outflow = 4.81 cfs @ 11.99 hrs, Volume= 0.241 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 64 Summary for Pond 2: BMP A Inflow Area = 5.535 ac, 28.92% Impervious, Inflow Depth > 5.35" for 100yr event Inflow = 42.46 cfs @ 12.04 hrs, Volume= 2.470 of Outflow = 38.11 cfs @ 12.08 hrs, Volume= 2.304 af, Atten= 10%, Lag= 2.8 min Primary = 38.11 cfs @ 12.08 hrs, Volume= 2.304 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 621.72' @ 12.08 hrs Surf.Area= 3,775 sf Storage= 22,670 cf Plug-Flow detention time= 62.8 min calculated for 2.304 af (93% of inflow) Center-of-Mass det. time= 26.6 min ( 846.7 - 820.1 ) Volume Invert Avail.Storage Storage Description #1 612.50' 8,514 cf 12.50'W x 151.00'L x 9.50'H Gravel Bed x 2 35,863 cf Overall - 14,577 cf Embedded = 21,286 cf x 40.0% Voids #2 613.50' 14,577 cf 96.0" D x 145.0'L Pipe Storage x 2 Inside#1 23,091 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 613.50' 24.0" Round STM 03-02 L= 121.4' Ke= 0.600 Inlet/Outlet Invert= 613.50'/610.15' S= 0.0276 '1 Cc= 0.900 n= 0.012 #2 Device 1 613.50' 2.5"Vert. 1-yr Orifice C= 0.600 *aloe #3 Device 1 615.60' 11.0"Vert. 10-yr Orifice C= 0.600 #4 Device 1 619.80' 100-yr Weir, Cv=2.62(C=3.28) Head (feet) 0.00 0.50 1.00 1.50 1.70 Width (feet) 6.54 5.70 4.50 2.50 0.00 Primary OutFlow Max=38.10 cfs @ 12.08 hrs HW=621.72' (Free Discharge) t-1=STM 03-02 (Inlet Controls 38.10 cfs @ 12.13 fps) -2=1-yr Orifice (Passes < 0.47 cfs potential flow) -3=10-yr Orifice (Passes < 7.56 cfs potential flow) -4=100-yr Weir (Passes < 40.81 cfs potential flow) Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 65 Summary for Pond 4: BMP B Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 5.85" for 100yr event Inflow = 31.32 cfs @ 12.03 hrs, Volume= 1.798 af Outflow = 30.87 cfs @ 12.05 hrs, Volume= 1.643 af, Atten= 1%, Lag= 1.0 min Discarded = 0.04 cfs @ 7.32 hrs, Volume= 0.053 af Primary = 30.83 cfs @ 12.05 hrs, Volume= 1.590 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 624.13' @ 12.05 hrs Surf.Area= 2,884 sf Storage= 15,891 cf Plug-Flow detention time= 71.7 min calculated for 1.643 af (91% of inflow) Center-of-Mass det. time= 27.0 min ( 838.5 - 811.5 ) Volume Invert Avail.Storage Storage Description #1 615.50' 6,938 cf 14.00'W x 206.00'L x 9.50'H Gravel Bed 27,398 cf Overall - 10,053 cf Embedded = 17,345 cf x 40.0% Voids #2 616.50' 10,053 cf 96.0" D x 200.0'L Pipe Storage Inside#1 16,991 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 616.50' 24.0" Round STM O2A- 02 L= 27.7' Ke= 0.600 Inlet/Outlet Invert= 616.50'/612.47' S= 0.1455 '/' Cc= 0.900 n= 0.012 e #2 Device 1 619.25' 11.0"Vert. 10-yr Orifice C= 0.600 #3 Device 1 622.90' 100-yr Weir, Cv=2.62 (C= 3.28) Head (feet) 0.00 0.50 1.00 1.50 1.60 Width (feet) 6.40 5.50 4.20 1.80 0.00 #4 Discarded 615.50' 0.560 in/hr Exfiltration over Horizontal area piscarded OutFlow Max=0.04 cfs @ 7.32 hrs HW=615.60' (Free Discharge) =Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=30.79 cfs @ 12.05 hrs HW=624.13' (Free Discharge) t =STM O2A-02 (Passes 30.79 cfs of 36.52 cfs potential flow) 2_10-yr Orifice (Orifice Controls 6.68 cfs @ 10.13 fps) 3_100-yr Weir (Weir Controls 24.11 cfs @ 3.86 fps) Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 66 Sow Summary for Pond 7: BMP C Inflow Area= 2.430 ac, 53.11% Impervious, Inflow Depth > 6.66" for 100yr event Inflow = 24.64 cfs @ 11.99 hrs, Volume= 1.348 af Outflow = 24.15 cfs @ 12.01 hrs, Volume= 1.202 af, Atten= 2%, Lag= 1.1 min Primary = 24.15 cfs @ 12.01 hrs, Volume= 1.202 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 605.62' © 12.01 hrs Surf.Area= 2,525 sf Storage= 14,343 cf Plug-Flow detention time= 96.1 min calculated for 1.201 af (89%of inflow) Center-of-Mass det. time= 42.3 min ( 834.6 - 792.4 ) Volume Invert Avail.Storage Storage Description #1 597.00' 5,775 cf 12.50'W x 101.00'L x 9.50'H Gravel Bed x 2 23,988 cf Overall - 9,550 cf Embedded = 14,437 cf x 40.0%Voids #2 598.00' 9,550 cf 96.0" D x 95.0'L Pipe Storage x 2 Inside#1 15,325 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 598.00' 24.0" Round STM O5A-05 L. 54.9' Ke= 0.600 Inlet/Outlet Invert= 598.00'/597.30' S= 0.0128 7' Cc= 0.900 n= 0.012 #2 Device 1 598.00' 2.5"Vert. 1-yr Orifice C= 0.600 Nitre #3 Device 1 601.50' 11.0"Veit 10-yr Orifice C= 0.600 #4 Device 1 604.60' 100-yr Weir, Cv=2.62 (C=3.28) Head (feet) 0.00 0.50 1.00 1.30 1.40 Width (feet) 6.10 5.10 3.50 1.80 0.00 Primary OutFlow Max=24.14 cfs © 12.01 hrs HW=605.62' (Free Discharge) t tSTM O5A-05 (Passes 24.14 cfs of 36.50 cfs potential flow) 2=1-yr Orifice (Orifice Controls 0.45 cfs @ 13.20 fps) 3=10-yr Orifice (Orifice Controls 6.08 cfs @ 9.22 fps) =100-yr Weir (Weir Controls 17.60 cfs @ 3.50 fps) Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 67 Slod Summary for Pond 9: BMP D Inflow Area = 0.270 ac, 34.68% Impervious, Inflow Depth > 5.86" for 100yr event Inflow = 2.85 cfs @ 11.96 hrs, Volume= 0.132 of Outflow = 2.80 cfs @ 11.97 hrs, Volume= 0.121 af, Atten= 2%, Lag= 0.8 min Primary = 2.80 cfs @ 11.97 hrs, Volume= 0.121 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 616.82' @ 11.97 hrs Surf.Area= 400 sf Storage= 1,113 cf Plug-Flow detention time= 66.4 min calculated for 0.121 of (92%of inflow) Center-of-Mass det. time= 22.8 min ( 829.4 - 806.6 ) Volume Invert Avail.Storage Storage Description #1 612.00' 649 cf 8.00'W x 50.00'L x 5.50'H Gravel Bed 2,200 cf Overall - 578 cf Embedded = 1,622 cf x 40.0% Voids #2 613.00' 578 cf 48.0" D x 46.0'L Pipe Storage Inside#1 1,227 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 613.00' 15.0" Round STM 04-03 L= 119.7' Ke= 0.600 Inlet/Outlet Invert= 613.00'/607.20' S= 0.0485 '/' Cc= 0.900 n= 0.012 #2 Device 1 614.25' 6.0"Vert. 1-yr Orifice C= 0.600 `ire #3 Device 1 616.50' 100-yr Weir, Cv=2.62(C=3.28) Head (feet) 0.00 0.25 0.35 0.50 Width (feet) 2.64 1.94 1.50 0.00 Primary OutFlow Max=2.79 cfs @ 11.97 hrs HW=616.82' (Free Discharge) L1=STM 04-03 (Passes 2.79 cfs of 9.90 cfs potential flow) 4E2=1-yr Orifice (Orifice Controls 1.44 cfs @ 7.33 fps) 3=100-yr Weir (Weir Controls 1.35 cfs @ 1.94 fps) Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 68 Nbe Summary for Pond 12: BMP E Inflow Area = 0.448 ac, 20.67% Impervious, Inflow Depth > 5.24" for 100yr event Inflow = 4.30 cfs @ 11.96 hrs, Volume= 0.196 af Outflow = 3.86 cfs @ 11.99 hrs, Volume= 0.195 af, Atten= 10%, Lag= 2.0 min Primary = 3.86 cfs @ 11.99 hrs, Volume= 0.195 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 658.45' @ 11.99 hrs Surf.Area= 1,236 sf Storage= 1,531 cf Plug-Flow detention time= 12.0 min calculated for 0.195 of (100%of inflow) Center-of-Mass det. time= 9.9 min ( 826.7 - 816.8 ) Volume Invert Avail.Storage Storage Description #1 654.00' 1,589 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 654.00 530 0.0 0 0 657.00 530 40.0 636 636 657.50 530 20.0 53 689 658.50 1,270 100.0 900 1,589 Device Routing Invert Outlet Devices `'k.w, #1 Primary 654.00' 4.0" Round ST 09-08 L= 23.7' Ke= 0.600 Inlet/Outlet Invert= 654.00'/653.50' S= 0.0211 '1 Cc= 0.900 n= 0.012 #2 Primary 658.00' 4.0' long x 6.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=3.85 cfs @ 11.99 hrs HW=658.45' (Free Discharge) 4E1=ST 09-08 (Barrel Controls 0.72 cfs @ 8.28 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 3.12 cfs @ 1.72 fps) Sir Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 69 Sue Summary for Pond 14: BMP F Inflow Area= 0.435 ac, 15.89% Impervious, Inflow Depth > 4.87" for 100yr event Inflow = 3.91 cfs @ 11.96 hrs, Volume= 0.177 af Outflow = 3.67 cfs @ 11.99 hrs, Volume= 0.176 af, Atten= 6%, Lag= 1.5 min Primary = 3.67 cfs @ 11.99 hrs, Volume= 0.176 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 665.89' @ 11.99 hrs Surf.Area= 1,011 sf Storage= 1,380 cf Plug-Flow detention time= 15.0 min calculated for 0.176 af (100%of inflow) Center-of-Mass det. time= 12.5 min ( 835.2 - 822.7 ) Volume Invert Avail.Storage Storage Description #1 662.00' 1,490 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 662.00 600 0.0 0 0 664.50 600 40.0 600 600 665.00 600 20.0 60 660 666.00 1,060 100.0 830 1,490 Device Routing Invert Outlet Devices Now #1 Primary 662.00' 4.0" Round STM 04-03 L= 47.0' Ke= 0.600 Inlet/Outlet Invert= 662.00'/661.50' S= 0.0106 '/' Cc= 0.900 n= 0.012 #2 Primary 665.50' 5.0' long x 4.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 Primary OutFlow Max=3.65 cfs @ 11.99 hrs HW=665.89' (Free Discharge) �1=STM 04-03 (Barrel Controls 0.53 cfs @ 6.09 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 3.12 cfs @ 1.59 fps) Nowr/ Adelaide Post-Development 1-18-18 Type 1124-hr 100yr Rainfall=9.04" Prepared by Shimp Engineering, P.C. Printed 1/18/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 70 Summary for Link 17: TOTAL RUNOFF TO CREEK Inflow Area = 19.960 ac, 22.69% Impervious, Inflow Depth > 4.68" for 100yr event Inflow = 70.10 cfs @ 12.01 hrs, Volume= 7.791 af Primary = 70.10 cfs @ 12.01 hrs, Volume= 7.791 af, Atten= 0%, Lag=0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Structure Number iq...: ,,,,,k! 117:7; ;4.! IIiI v o 11:41,JuliEt Type i rl ,t,v, :;1 Ulu '. ' ' ..'..'•,��Curb Opening '. i Micill I+I Q�,ri �*' „il 4 Catchment Area Vtl p. 0 '''41 U n :: • , - :,.. e. co f: z7 W � � � ,''�_ _ � �_��Intensity „, 3 .... ilmob 1 - - 'A e , _ il "t 0 a O Catchment o b rY 'ci, , 7 O carryover c 0 '..:- F.:1 1 K r? 4.i 0 -`:! 3 IS -1 g T O Total i 1 - "- - - Mannings N i i 1 r ;:i M. t''',..' '.:' '!;; F. !s'A Gutter Slope ',1". `1"7L -t Pave X-slope :: e t;,,,,,6 1,7.- p 1 -,E , .,.. Gutter X-slope Total ..,j : il: i 0 •• :a spread I III ` -III -ti ri ILttt urb at :: mak' k'DI •O intercepted o I i ' - =g.: ``77 -'k ; Orkli ,Bypassed k. 4 i, '' ; k m >� _ Midpoint Depth r4.i 1 iii el Fi 1 Curb Height gi.,.. : 4 1 q . ti,, .0,4 r n_ ;::: 11.;; N. fi ,,,4, :1 el 7. ..„ ., „.. . , ,i),,, ,,,,. r Elio :irLI- 11. g Midpoint Spread ng 1 E. a 34 1 1 ir:f,l, 'i,; N 4 4 147 0 g J kk. > F2 1 .54 44, :-'!J !-.54. til 1 ,r51 t'l :k' 0 61 :-,4 •t4:41 ''l 4 41 -, --' 41 441 --,* 4. 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I rw tE 1; 1 114.��I k i k s .�i1['.Ai�.Q100 1' i 1;: tun 4' ry11{ 4 .a •, 1 !AI t I If % s r! � pilo 1111 � p1 �ff�w iiiiiirr r��rots �C 4 ! l 11• r '1 11 _ I kk ' I t 41° „ S i. ..I I r Ii' . +1111,1,. TT rift, i Iyy ''' 4:. I - ',M SW 1.:eie 1 Ili � ,'LI ,I1#If I,IlIIi� FF �.��iIlir. 20 'II1�pll' rl IFa! 7 1 d .41�11f1i id06111��" '1 1 1 _, , , ,,,„,1 M-"Mil N: I�IEIC VW * r.yr;i;..I'•F l 1 . 1 ,1 .. N.•:'N �r71 I...■ 11 ...►r�'o,I 1N ''''' Bunn"mss." ' --i:40;;;MA!' F aG:t1 -t 1 ! 1.°I- , c+ ! 1. ',,,i., �r' BASIN OUT SU1MalIII NIliUE ,,,I.- .' �i . ,I. 1: I , �, •1' 11 1 I 1 , ei I:: i I w# STM-01 a..","1lu 11.,8•. ,,!ri rifrri�1 I', i 1 I I r. fi, E� .1 STM-B1 ;;.'.."-i,,,,;',,, _.._._._ . -w�w�. 11 � � � x ! ( Ir [4�r #I �I , f r 1 /;I v I0I I irminu,u,:euyll 1 ( ! k 1 _ S + E�-:it m lrII311�1 I ■1 i ,t 1 11 ' L ' mall I 2 N STM-04 a 11a1..I11a1u�.11 11 I � °r. _ r ��l � aurp• 1 s .r IwIIM,It•u W 1 , .� �* I,l.! i l� ,rH I , I.1 s i' ,.. a i' a a.. v, : iiiii dr 11 o ,,d 11a� 115 � 4 L I K„y.S 1 *, ` ..;i ' -1 '7 a 1 i 4i1 �11 I. 1 � �YII1`M) E n - _,-a�,.� ii 11jµ ,+ E# ,; ..� _ � Recommended Him. _ _.....,._.., .. _. �. .i._ illime d..6- 0 3 5 10 20 50100 200 500 1000 Discharge. ft3/sec. 010 La Do 3Do d50 d (cfs) (ft) (ft) (ft) (in) (in) SEDIMENT BASIN OUTFALL 15.00 14.0 1 .25 3.75 9.0 15.0 01 10.34 10.0 2.00 6.00 9.0 15.0 B1 9.84 9.0 2.00 6.00 6.0 9.0 04 7.57 6.0 2.00 6.00 6.0 9.0 08 1.00 3.0 1 .25 3.75 6.0 9.0 010 0.89 3.0 1 .25 3.75 6.0 9.0 Road Culvert 2.22 3.0 1 .25 3.75 6.0 9.0 Post-Dev Runoff Quality Calculations: 44440, VRRM Re-Development Spreadsheet Post Dev BMP Map BMP B Storage Volume Report Adelaide Post-Development 12-5-17 Type II 24-hr lyr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 12/11/2017 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 1 Summary for Pond 4: BMP B Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 0.94" for 1yr event Inflow = 4.93 cfs @ 12.04 hrs, Volume= 0.288 af Outflow = 0.32 cfs @ 13.52 hrs, Volume= 0.142 af, Atten= 94%, Lag= 88.5 min Discarded = 0.04 cfs @ 11.70 hrs, Volume= 0.039 af Primary = 0.28 cfs @ 13.52 hrs, Volume= 0.103 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 619.51' @ 13.52 hrs Surf.Area= 2,884 sf Storage= 6,711 cf Plug-Flow detention time= 293.0 min calculated for 0.142 af (49% of inflow) Center-of-Mass det. time= 154.2 min ( 1,018.7 - 864.5 ) Volume Invert Avail.Storage Storage Description #1 615.50' 6,938 cf 14.00'W x 206.00'L x 9.50'H Gravel Bed 27,398 cf Overall - 10,053 cf Embedded = 17,345 cf x 40.0%Voids #2 616.50' 10,053 cf 96.0" D x 200.0'L Pipe Storage Inside#1 16,991 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 616.50' 24.0" Round STM O2A- 02 L= 27.7' Ke= 0.600 Inlet/Outlet Invert= 616.50'/612.47' S= 0.1455 '/' Cc= 0.900 n= 0.012 %%se #2 Device 1 619.25' 11.0"Vert. 10-yr Orifice C= 0.600 #3 Device 1 622.90' 100-yr Weir, Cv= 2.62(C=3.28) Head (feet) 0.00 0.50 1.00 1.50 1.60 Width (feet) 6.40 5.50 4.20 1.80 0.00 #4 Discarded 615.50' 0.560 in/hr Exfiltration over Horizontal area Discarded OutFlow Max=0.04 cfs @ 11.70 hrs HW=615.60' (Free Discharge) L4=Exfiltration (Exfiltration Controls 0.04 cfs) Primary OutFlow Max=0.28 cfs @ 13.52 hrs HW=619.51' (Free Discharge) L. =STM O2A- 02 (Passes 0.28 cfs of 20.13 cfs potential flow) 2_10-yr Orifice (Orifice Controls 0.28 cfs @ 1.75 fps) 3_100-yr Weir ( Controls 0.00 cfs) Adelaide Post-Development 12-5-17 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 12/11/2017 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Stage-Area-Storage for Pond 4: BMP B Elevation Horizontal Storage Elevation Horizontal Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 615.50 2,884 0 616.54 2,884 1,203 615.52 2,884 23 616.56 2,884 1,229 615.54 2,884 46 616.58 2,884 1,256 615.56 2,884 69 616.60 2,884 1,283 615.58 2,884 92 616.62 2,884 1,311 615.60 2,884 115 616.64 2,884 1,339 615.62 2,884 138 616.66 2,884 1,367 615.64 2,884 162 616.68 2,884 1,396 615.66 2,884 185 616.70 2,884 1,424 615.68 2,884 208 616.72 2,884 1,454 615.70 2,884 231 616.74 2,884 1,483 615.72 2,884 254 616.76 2,884 1,513 615.74 2,884 277 616.78 2,884 1,543 615.76 2,884 300 616.80 2,884 1,573 615.78 2,884 323 616.82 2,884 1,604 615.80 2,884 346 616.84 2,884 1,634 615.82 2,884 369 616.86 2,884 1,665 615.84 2,884 392 616.88 2,884 1,696 615.86 2,884 415 616.90 2,884 1,728 615.88 2,884 438 616.92 2,884 1,759 615.90 2,884 461 616.94 2,884 1,791 615.92 2,884 485 616.96 2,884 1,823 615.94 2,884 508 616.98 2,884 1,855 615.96 2,884 531 617.00 2,884 1,887 615.98 2,884 554 617.02 2,884 1,920 616.00 2,884 577 617.04 2,884 1,952 616.02 2,884 600 617.06 2,884 1,985 616.04 2,884 623 617.08 2,884 2,018 616.06 2,884 646 617.10 2,884 2,051 616.08 2,884 669 617.12 2,884 2,085 616.10 2,884 692 617.14 2,884 2,118 616.12 2,884 715 617.16 2,884 2,152 616.14 2,884 738 617.18 2,884 2,185 616.16 2,884 761 617.20 2,884 2,219 616.18 2,884 784 617.22 2,884 2,253 616.20 2,884 808 617.24 2,884 2,287 616.22 2,884 831 617.26 2,884 2,321 616.24 2,884 854 617.28 2,884 2,356 616.26 2,884 877 617.30 2,884 2,390 616.28 2,884 900 617.32 2,884 2,425 616.30 2,884 923 617.34 2,884 2,460 616.32 2,884 946 617.36 2,884 2,495 616.34 2,884 969 617.38 2,884 2,530 616.36 2,884 992 617.40 2,884 2,565 616.38 2,884 1,015 617.42 2,884 2,600 616.40 2,884 1,038 617.44 2,884 2,636 616.42 2,884 1,061 617.46 2,884 2,671 616.44 2,884 1,084 617.48 2,884 2,707 616.46 2,884 1,107 617.50 2,884 2,742 616.48 2,884 1,131 617.52 2,884 2,778 616.50 2,884 1,154 617.54 2,884 2,814 616.52 2,884 1,178 617.56 2,884 2,850 Adelaide Post-Development 12-5-17 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 12/11/2017 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3 Stage-Area-Storage for Pond 4: BMP B (continued) Elevation Horizontal Storage Elevation Horizontal Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 617.58 2,884 2,886 618.62 2,884 4,879 617.60 2,884 2,923 618.64 2,884 4,919 617.62 2,884 2,959 618.66 2,884 4,959 617.64 2,884 2,995 618.68 2,884 4,999 617.66 2,884 3,032 618.70 2,884 5,040 617.68 2,884 3,069 618.72 2,884 5,080 617.70 2,884 3,105 618.74 2,884 5,120 617.72 2,884 3,142 618.76 2,884 5,161 617.74 2,884 3,179 618.78 2,884 5,201 617.76 2,884 3,216 618.80 2,884 5,241 617.78 2,884 3,253 618.82 2,884 5,282 617.80 2,884 3,290 618.84 2,884 5,322 617.82 2,884 3,328 618.86 2,884 5,363 617.84 2,884 3,365 618.88 2,884 5,404 617.86 2,884 3,402 618.90 2,884 5,444 617.88 2,884 3,440 618.92 2,884 5,485 617.90 2,884 3,478 618.94 2,884 5,526 617.92 2,884 3,515 618.96 2,884 5,566 617.94 2,884 3,553 618.98 2,884 5,607 617.96 2,884 3,591 619.00 2,884 5,648 617.98 2,884 3,629 619.02 2,884 5,689 618.00 2,884 3,667 619.04 2,884 5,730 618.02 2,884 3,705 619.06 2,884 5,771 618.04 2,884 3,743 619.08 2,884 5,812 618.06 2,884 3,781 619.10 2,884 5,853 618.08 2,884 3,820 619.12 2,884 5,894 618.10 2,884 3,858 619.14 2,884 5,935 618.12 2,884 3,897 619.16 2,884 5,976 618.14 2,884 3,935 619.18 2,884 6,017 618.16 2,884 3,974 619.20 2,884 6,059 618.18 2,884 4,012 619.22 2,884 6,100 618.20 2,884 4,051 619.24 2,884 6,141 618.22 2,884 4,090 619.26 2,884 6,182 618.24 2,884 4,129 619.28 2,884 6,224 618.26 2,884 4,168 619.30 2,884 6,265 618.28 2,884 4,207 619.32 2,884 6,307 618.30 2,884 4,246 619.34 2,884 6,348 618.32 2,884 4,285 619.36 2,884 6,389 618.34 2,884 4,324 619.38 2,884 6,431 618.36 2,884 4,364 619.40 2,884 6,472 618.38 2,884 4,403 619.42 2,884 6,514 618.40 2,884 4,442 619.44 2,884 6,556 618.42 2,884 4,482 619.46 2,884 6,597 618.44 2,884 4,521 619.48 2,884 6,639 618.46 2,884 4,561 619.50 2,884 6,680 618.48 2,884 4,600 619.52 2,884 6,722 618.50 2,884 4,640 619.54 2,884 6,764 618.52 2,884 4,680 619.56 2,884 6,806 618.54 2,884 4,720 619.58 2,884 6,847 618.56 2,884 4,759 619.60 2,884 6,889 %ir, 618.58 2,884 4,799 619.62 2,884 6,931 618.60 2,884 4,839 619.64 2,884 6,973 Adelaide Post-Development 12-5-17 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 12/11/2017 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4 Saw Stage-Area-Storage for Pond 4: BMP B (continued) Elevation Horizontal Storage Elevation Horizontal Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 619.66 2,884 7,014 620.70 2,884 9,207 619.68 2,884 7,056 620.72 2,884 9,249 619.70 2,884 7,098 620.74 2,884 9,291 619.72 2,884 7,140 620.76 2,884 9,333 619.74 2,884 7,182 620.78 2,884 9,376 619.76 2,884 7,224 620.80 2,884 9,418 619.78 2,884 7,266 620.82 2,884 9,460 619.80 2,884 7,308 620.84 2,884 9,502 619.82 2,884 7,350 620.86 2,884 9,544 619.84 2,884 7,392 620.88 2,884 9,587 619.86 2,884 7,434 620.90 2,884 9,629 619.88 2,884 7,476 620.92 2,884 9,671 619.90 2,884 7,518 620.94 2,884 9,713 619.92 2,884 7,560 620.96 2,884 9,755 619.94 2,884 7,602 620.98 2,884 9,797 619.96 2,884 7,644 621.00 2,884 9,839 619.98 2,884 7,686 621.02 2,884 9,882 620.00 2,884 7,728 621.04 2,884 9,924 620.02 2,884 7,771 621.06 2,884 9,966 620.04 2,884 7,813 621.08 2,884 10,008 620.06 2,884 7,855 621.10 2,884 10,050 620.08 2,884 7,897 621.12 2,884 10,092 620.10 2,884 7,939 621.14 2,884 10,134 sitar 620.12 2,884 7,981 621.16 2,884 10,176 620.14 2,884 8,024 621.18 2,884 10,218 620.16 2,884 8,066 621.20 2,884 10,260 620.18 2,884 8,108 621.22 2,884 10,302 620.20 2,884 8,150 621.24 2,884 10,344 620.22 2,884 8,192 621.26 2,884 10,386 620.24 2,884 8,235 621.28 2,884 10,428 620.26 2,884 8,277 621.30 2,884 10,470 620.28 2,884 8,319 621.32 2,884 10,512 620.30 2,884 8,361 621.34 2,884 10,553 620.32 2,884 8,404 621.36 2,884 10,595 620.34 2,884 8,446 621.38 2,884 10,637 620.36 2,884 8,488 621.40 2,884 10,679 620.38 2,884 8,530 621.42 2,884 10,721 620.40 2,884 8,573 621.44 2,884 10,762 620.42 2,884 8,615 621.46 2,884 10,804 620.44 2,884 8,657 621.48 2,884 10,846 620.46 2,884 8,699 621.50 2,884 10,887 620.48 2,884 8,742 621.52 2,884 10,929 620.50 2,884 8,784 621.54 2,884 10,971 620.52 2,884 8,826 621.56 2,884 11,012 620.54 2,884 8,868 621.58 2,884 11,054 620.56 2,884 8,911 621.60 2,884 11,095 620.58 2,884 8,953 621.62 2,884 11,137 620.60 2,884 8,995 621.64 2,884 11,178 620.62 2,884 9,038 621.66 2,884 11,220 620.64 2,884 9,080 621.68 2,884 11,261 *woe 620.66 2,884 9,122 621.70 2,884 11,303 620.68 2,884 9,164 621.72 2,884 11,344 Adelaide Post-Development 12-5-17 Type 1124-hr 1 yr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 12/11/2017 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 5 Salve Stage-Area-Storage for Pond 4: BMP B (continued) Elevation Horizontal Storage Elevation Horizontal Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 621.74 2,884 11,385 622.78 2,884 13,478 621.76 2,884 11,427 622.80 2,884 13,517 621.78 2,884 11,468 622.82 2,884 13,555 621.80 2,884 11,509 622.84 2,884 13,594 621.82 2,884 11,550 622.86 2,884 13,633 621.84 2,884 11,592 622.88 2,884 13,671 621.86 2,884 11,633 622.90 2,884 13,710 621.88 2,884 11,674 622.92 2,884 13,748 621.90 2,884 11,715 622.94 2,884 13,786 621.92 2,884 11,756 622.96 2,884 13,825 621.94 2,884 11,797 622.98 2,884 13,863 621.96 2,884 11,838 623.00 2,884 13,901 621.98 2,884 11,879 623.02 2,884 13,939 622.00 2,884 11,920 623.04 2,884 13,977 622.02 2,884 11,961 623.06 2,884 14,015 622.04 2,884 12,001 623.08 2,884 14,053 622.06 2,884 12,042 623.10 2,884 14,090 622.08 2,884 12,083 623.12 2,884 14,128 622.10 2,884 12,124 623.14 2,884 14,165 622.12 2,884 12,164 623.16 2,884 14,203 622.14 2,884 12,205 623.18 2,884 14,240 622.16 2,884 12,246 623.20 2,884 14,278 622.18 2,884 12,286 623.22 2,884 14,315 622.20 2,884 12,326 623.24 2,884 14,352 622.22 2,884 12,367 623.26 2,884 14,389 622.24 2,884 12,407 623.28 2,884 14,426 622.26 2,884 12,448 623.30 2,884 14,463 622.28 2,884 12,488 623.32 2,884 14,499 622.30 2,884 12,528 623.34 2,884 14,536 622.32 2,884 12,568 623.36 2,884 14,573 622.34 2,884 12,609 623.38 2,884 14,609 622.36 2,884 12,649 623.40 2,884 14,645 622.38 2,884 12,689 623.42 2,884 14,682 622.40 2,884 12,729 623.44 2,884 14,718 622.42 2,884 12,769 623.46 2,884 14,754 622.44 2,884 12,808 623.48 2,884 14,790 622.46 2,884 12,848 623.50 2,884 14,825 622.48 2,884 12,888 623.52 2,884 14,861 622.50 2,884 12,928 623.54 2,884 14,897 622.52 2,884 12,967 623.56 2,884 14,932 622.54 2,884 13,007 623.58 2,884 14,968 622.56 2,884 13,047 623.60 2,884 15,003 622.58 2,884 13,086 623.62 2,884 15,038 622.60 2,884 13,126 623.64 2,884 15,073 622.62 2,884 13,165 623.66 2,884 15,108 622.64 2,884 13,204 623.68 2,884 15,143 622.66 2,884 13,244 623.70 2,884 15,177 622.68 2,884 13,283 623.72 2,884 15,212 622.70 2,884 13,322 623.74 2,884 15,246 622.72 2,884 13,361 623.76 2,884 15,281 `ire 622.74 2,884 13,400 623.78 2,884 15,315 622.76 2,884 13,439 623.80 2,884 15,349 Adelaide Post-Development 12-5-17 Type 1124-hr lyr Rainfall=3.05" Prepared by Shimp Engineering, P.C. Printed 12/11/2017 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 6 Stage-Area-Storage for Pond 4: BMP B (continued) Elevation Horizontal Storage Elevation Horizontal Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 623.82 2,884 15,383 624.86 2,884 16,830 623.84 2,884 15,416 624.88 2,884 16,853 623.86 2,884 15,450 624.90 2,884 16,876 623.88 2,884 15,483 624.92 2,884 16,899 623.90 2,884 15,517 624.94 2,884 16,922 623.92 2,884 15,550 624.96 2,884 16,945 623.94 2,884 15,583 624.98 2,884 16,968 623.96 2,884 15,615 625.00 2,884 16,991 623.98 2,884 15,648 624.00 2,884 15,680 624.02 2,884 15,713 624.04 2,884 15,745 624.06 2,884 15,777 624.08 2,884 15,809 624.10 2,884 15,840 624.12 2,884 15,871 624.14 2,884 15,903 624.16 2,884 15,933 624.18 2,884 15,964 624.20 2,884 15,995 624.22 2,884 16,025 624.24 2,884 16,055 *rime 624.26 2,884 16,085 624.28 2,884 16,114 624.30 2,884 16,143 624.32 2,884 16,172 624.34 2,884 16,201 624.36 2,884 16,229 624.38 2,884 16,257 624.40 2,884 16,285 624.42 2,884 16,312 624.44 2,884 16,338 624.46 2,884 16,364 624.48 2,884 16,390 624.50 2,884 16,414 624.52 2,884 16,437 624.54 2,884 16,460 624.56 2,884 16,483 624.58 2,884 16,507 624.60 2,884 16,530 624.62 2,884 16,553 624.64 2,884 16,576 624.66 2,884 16,599 624.68 2,884 16,622 624.70 2,884 16,645 624.72 2,884 16,668 624.74 2,884 16,691 624.76 2,884 16,714 624.78 2,884 16,737 624.80 2,884 16,760 .o' 624.82 2,884 16,783 624.84 2,884 16,806 BMP B Details: Pretreatment Velocity Calculations Drawdown Time Calculations Internal Filter Fabric Permeability Calculations DAB 2PIPE STRAP CB err B2 B1 PRETREATMENT 1 CHECK DAM Link Drainage Diagram for Adelaide BMP B PRETREATMENT 1-18-18 Prepared by Shimp Engineering, P.C., Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Adelaide BMP B PRETREATMENT 1-18-18 Type II 24-hr 2yr Rainfall=3.69" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1: DA B Runoff = 7.26 cfs @ 12.04 hrs, Volume= 0.382 af, Depth> 1.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2yr Rainfall=3.69" Area (sf) CN Description 18,939 55 Woods, Good, HSG B 81,483 61 >75%Grass cover, Good, HSG B 60,243 98 Impervious, HSG B 160,665 74 Weighted Average 100,422 62.50% Pervious Area 60,243 37.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, Adelaide BMP B PRETREATMENT 1-18-18 Type 11 24-hr 2yr Rainfall=3.69" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3 err' Summary for Reach 2PIPE: B2-B1 Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 1.24" for 2yr event Inflow = 7.26 cfs @ 12.04 hrs, Volume= 0.382 af Outflow = 7.27 cfs @ 12.04 hrs, Volume= 0.382 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.48 fps, Min. Travel Time= 0.3 min Avg. Velocity= 2.12 fps, Avg. Travel Time= 0.7 min Peak Storage= 122 cf @ 12.04 hrs Average Depth at Peak Storage= 0.88' Bank-Full Depth= 2.00', Capacity at Bank-Full= 18.26 cfs 24.0" Round Pipe n= 0.013 Length= 92.1' Slope= 0.0065 '/' Inlet Invert= 628.40', Outlet Invert= 627.80' Adelaide BMP B PRETREATMENT 1-18-18 Type II 24-hr 2yr Rainfall=3.69" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4 Summary for Reach 3TRAP: PRETREATMENT 1 Inflow Area= 3.688 ac, 37.50% Impervious, Inflow Depth > 1.24" for 2yr event Inflow = 7.27 cfs @ 12.04 hrs, Volume= 0.382 af Outflow = 7.27 cfs @ 12.05 hrs, Volume= 0.382 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 2.57 fps, Min. Travel Time= 0.2 min Avg. Velocity= 0.85 fps, Avg. Travel Time= 0.7 min Peak Storage= 107 cf @ 12.05 hrs Average Depth at Peak Storage= 0.51' Bank-Full Depth= 1.20', Capacity at Bank-Full= 37.48 cfs 4.00' x 1.20' deep channel, n= 0.050 Side Slope Z-value= 3.0 '1 Top Width= 11.20' Length= 38.0' Slope= 0.0263 '1 Inlet Invert= 627.80', Outlet Invert= 626.80' °lir✓ Adelaide BMP B PRETREATMENT 1-18-18 Type II 24-hr 2yr Rainfall=3.69" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 5 Noir/ Summary for Pond 4: CHECK DAM Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 1.24" for 2yr event Inflow = 7.27 cfs @ 12.05 hrs, Volume= 0.382 af Outflow = 7.27 cfs @ 12.05 hrs, Volume= 0.382 af, Atten= 0%, Lag= 0.0 min Primary = 7.27 cfs @ 12.05 hrs, Volume= 0.382 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 627.69' @ 12.05 hrs Device Routing Invert Outlet Devices #1 Primary 627.20' 8.0' long x 1.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.62 2.64 2.64 2.68 2.75 2.86 2.92 3.07 3.07 3.03 3.28 3.32 Primary OutFlow Max=7.19 cfs @ 12.05 hrs HW=627.69' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 7.19 cfs @ 1.84 fps) r►✓ Adelaide BMP B PRETREATMENT 1-18-18 Type II 24-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1: DA B Runoff = 15.05 cfs @ 12.03 hrs, Volume= 0.794 af, Depth> 2.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10yr Rainfall=5.55" Area (sf) CN Description 18,939 55 Woods, Good, HSG B 81,483 61 >75% Grass cover, Good, HSG B 60,243 98 Impervious, HSG B 160,665 74 Weighted Average 100,422 62.50% Pervious Area 60,243 37.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, `fir ' ✓ Adelaide BMP B PRETREATMENT 1-18-18 Type II 24-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCADO 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 7 Sigare Summary for Reach 2PIPE: B2-B1 Inflow Area= 3.688 ac, 37.50% Impervious, Inflow Depth > 2.58" for 10yr event Inflow = 15.05 cfs @ 12.03 hrs, Volume= 0.794 af Outflow = 15.05 cfs @ 12.04 hrs, Volume= 0.794 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 6.48 fps, Min. Travel Time= 0.2 min Avg. Velocity= 2.41 fps, Avg. Travel Time= 0.6 min Peak Storage= 214 cf @ 12.04 hrs Average Depth at Peak Storage= 1.38' Bank-Full Depth= 2.00', Capacity at Bank-Full= 18.26 cfs 24.0" Round Pipe n= 0.013 Length= 92.1' Slope= 0.0065 '/' Inlet Invert= 628.40', Outlet Invert= 627.80' O1ti„r lr.r Adelaide BMP B PRETREATMENT 1-18-18 Type 11 24-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 8 Noise Summary for Reach 3TRAP: PRETREATMENT 1 Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 2.58" for 10yr event Inflow = 15.05 cfs @ 12.04 hrs, Volume= 0.794 af Outflow = 15.06 cfs @ 12.04 hrs, Volume= 0.794 af, Atten= 0%, Lag= 0.2 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 3.19 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.00 fps, Avg. Travel Time= 0.6 min Peak Storage= 179 cf @ 12.04 hrs Average Depth at Peak Storage= 0.75' Bank-Full Depth= 1.20', Capacity at Bank-Full= 37.48 cfs 4.00' x 1.20' deep channel, n= 0.050 Side Slope Z-value= 3.0 '/' Top Width= 11.20' Length= 38.0' Slope= 0.0263 '/' Inlet Invert= 627.80', Outlet Invert= 626.80' '44100' Adelaide BMP B PRETREATMENT 1-18-18 Type II 24-hr 10yr Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 9 Skive Summary for Pond 4: CHECK DAM Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 2.58" for 10yr event Inflow = 15.06 cfs @ 12.04 hrs, Volume= 0.794 af Outflow = 15.06 cfs @ 12.04 hrs, Volume= 0.794 af, Atten= 0%, Lag= 0.0 min Primary = 15.06 cfs @ 12.04 hrs, Volume= 0.794 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 627.99' @ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 627.20' 8.0' long x 1.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.62 2.64 2.64 2.68 2.75 2.86 2.92 3.07 3.07 3.03 3.28 3.32 Primary OutFlow Max=14.76 cfs @ 12.04 hrs HW=627.98' (Free Discharge) t-1-Broad-Crested Rectangular Weir (Weir Controls 14.76 cfs © 2.36 fps) `Nr fire --0..' ,4*-'8"'4, A , '4'4 ir Nia.- �� HpdG �x�G/rn as Afi 1 yrs DA B PIPE WEIR Jik Ri _ Link Drainage Diagram for Adelaide BMP B PRETREATMENT 1-18-18 Prepared by Shimp Engineering, P.C., Printed 1/22/2018 ‘11111.1 • HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Adelaide BMP B PRETREATMENT 1-18-18 Type 1124-hr 2yr Rainfall=3.69" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 11S: DA B Runoff = 7.26 cfs @ 12.04 hrs, Volume= 0.382 af, Depth> 1.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2yr Rainfall=3.69" Area (sf) CN Description 18,939 55 Woods, Good, HSG B 81,483 61 >75%Grass cover, Good, HSG B 60,243 98 Impervious, HSG B 160,665 74 Weighted Average 100,422 62.50% Pervious Area 60,243 37.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 Direct Entry, Adelaide BMP B PRETREATMENT 1-18-18 Type 1124-hr 2yr Rainfall=3.69" Prepared by Shimp Engineering, P.C. Printed 1/22/2018 HydroCAD®9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3 Summary for Pond 12P: PIPE WEIR Inflow Area = 3.688 ac, 37.50% Impervious, Inflow Depth > 1.24" for 2yr event Inflow = 7.26 cfs @ 12.04 hrs, Volume= 0.382 af Outflow = 7.26 cfs @ 12.04 hrs, Volume= 0.382 af, Atten= 0%, Lag= 0.0 min Primary = 7.26 cfs @ 12.04 hrs, Volume= 0.382 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 2.47' @ 12.04 hrs Device Routing Invert Outlet Devices #1 Primary 2.00' 6.9' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=7.11 cfs @ 12.04 hrs HW=2.47' (Free Discharge) L1=Sharp-Crested Rectangular Weir (Weir Controls 7.11 cfs @ 2.24 fps) 4,411.0, . . ... ...... . .. .. ... ... .... . .... ........... . BMP B Drawdown Calculation Notes: Td: Drawdown Time = unknown Required Volume=6117 cf From TV: Treatment Volume = 6141 cf VRRM, Provided Volume=6141 cf SA: Infiltration Surface Area = 2940 sf Stone bedding footprint f: Design Infiltration Rate = 0.56 in/hr half of measured rate Td = TV =SA =f = 6117ft3x 1 12inhr 2940 ft2 1 hr 0.56 in Td = 44.759 hrs Drawdown Time<48 hrs �� FILTRATION RIP-RAP BULKHEAD EROSIONCONTROL US FQ ''' `: MI MI ... `r r r�.,. . .,ten .I .,. ", ilia . K Construction Geosynthetics US 350 NTPEP APPROVED - GTX-2016-01-109. US 350 is a woven filtration geotextile made of high- tenacity polypropylene yarns. It is a "combination" product made of monofilament yarns in the machine direction and fibrillated yarns in the cross direction. US 350 resists ultraviolet and biological deterioration, rotting, naturally encountered basics and acids. Polypropylene is stable within a pH range of 2 to 13. US 350 meets the following M.A.R.V. values: Property Test Method English Metric Tensile Strength ASTM D-4632 375 X 375 lbs 1,669 x 1,669 N Elongation @ Break ASTM D-4632 15 x 8% 15 x 8% CBR Puncture ASTM D-6241 1,200 lbs 5,340 N Trapezoidal Tear ASTM D-4533 120 x 120 lbs 534 x 534 N Apparent Opening Size ASTM D-4751 50 US Sieve .300 mm Permittivity ASTM D-4491 0.20 Sec-10 0.20 Sec-1 Water Flow Rate ASTM D-4491 15 g/min/sf 611 1/min/sf Percent Open Area CW-02215 3% 3% UV Resistance @ 500 Hours ASTM D-4355 70% 70% Roll Size Roll Diameter Area Weight 15'x 300' 13.0 in 500 sys 275 lbs _ Q. .6÷31,---------4.61:0:7.1----146Y.2. 1--in)f3 r-D--�''n, tom^ G� /min i s rmph , s715- F C-al 'hour -, 1 -3' i n kr This information is provided for reference only and is not intended as a warranty or guarantee.US Fabrics assumes no liability in connection with the use of this information(1/2018). US Fabrics,Inc. 13904 Virginia Avenue I Cincinnati,OH 45227 Phone:(800)518-2290 I Fax:(513)217-4420 I email:info@usfabrics.com +`,, Sediment Basin Calculations: Sediment Basin Design Table Now., Sparrow Hill Orange cells need input,white cells are calculations. Basin 1 Step 1:Preliminary Design Top of Dam 630.0 Downstream Toe of Dam 620. Barrel length(ft) 50.0 Slope of principal spillway barrel(c/i 2.0( Step 2:Calculate Runoff Rational Method Drainage Area(ac) ;./6 C 0.6 12 4.3 125 6.6 Q2(cfs) 9.8 Q25(cfs) 15.0 Step 3:Principal Spillway From Plate 3.14-8 Spillway Capacity with emergency spillway(cfs) 15.0 kid Riser Diameter(in) 42 Actual head(ft) 0.60 Qp(max) 16.0 Step 4:Emergency Spillway From Table 3.14-C Required spillway capacity 0.0 Hp 0.0 b-Bottom width(ft) 0 S-slope of exit channel(ft/foot) 0.00 X-minimum length of exit channel(It 0 Step 5:Grade Basin Design Parameters Maximum Top of Dry Storage 627.4 Required Wet+Dry Storage(cf) 13,676 Wet Storage Required Volume(cy) 253 Required Volume(cf) 6,838 Minimum Standpipe Invert 621.5 Cleanout Required Volume(cy) 125 Cleanout Required Volume(cf) 3,368 Design Elevation Area(sf) Bottom of Wet Storage Basin 1 U Cleanout Elevation 80 2,580 Top of Wet Storage o_b.I 2,625 Cleanout Volume(cf) 4,343 Wet Storage Volume(cf) 6,983 Wet Storage Volume(cy) 259 Dry Storage Required Volume(cy) 253 Required Volume(cf) 6,838 Maximum Top of-Dry Storage 628.0 Design Elevation Area(sf) Bottom of Dry Storage 625.1 2,625 '6.0 Top of Dry Storage 627.4 Dry Storage Volume(cf) 7,234 Dry Storage Volume(cy) 268 Step 6:Final Details Upstream Toe of Dam 621.5 Principle Spillway Elevation 628.4 Trash rack and anti-vortex device kid From Table 3.14-D: Diameter(in) Height(in) From Retention Basin Design and Plate 3.14-B: Head on barrel(ft) 7.9 Qp(max) 16.I) Barrel diameter(in) Dewatering Orifice Design Riser Height 5.9 h(ft) 1.1 S(cf) 7,234 Q(cfs) 0.33 A(sf) 0.065 d(ft) 0.287 Dewatering Orifice Diameter(in) 4 Flexible Tubing Diameter(in) 6 Baffle Calculation Length of Flow(L)(ft) 48 Effective Width(We)(ft) 55 L/We 0.9 Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report *awe USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for States Department of Agriculture and other Al bem a rl e Federal agencies, State Natural agencies including the Resources Agricultural Experiment County, \fi rg i n i a Conservation Stations and local Service participants ti • © I I I I I I I 8,000 ..., March 14, 2017 Nrary W N z z 4214000 4214100 4214200 4214300 4214400 4214500 4214603 4214700 78°42'3"W T 78°42 3'W ,_ s4 � 2 � O iii -5 v § � ` S. - ooo o 3 v 3. s 8 n Ram S p L X40 anti 3azoa0 fat 3d a 3 N ii § 0 Z 5 $ g g 0 V 0 1 0 l/ .... a) u) Q O 5 N O Xi c. N C) O O (OD m o i 1 g g g 1 G I. 4� Co Y.m rl Fd r m O • x 3 s', 78°41'z"w l 78°41'2"W 4214000 4214100 4214200 4214300 4214400 4214500 4214800 4214700 w di w m ZCA z 13 r` O w N c N N O .'LL) a7co 7 O 4) ca ` N N N V) 0 a coo a) a) a) 'e `O C a ii n o OF c6 L N 7 _cn > a N w N CD O C > O a U O Lo a) a) 7 0 N cn O co o ii ma E r co r) c cane cock o -c _c c U c c a3 a) _ U) 3 N a) C) 79 3 E rn N o v) O a o Z �)N m N Q -c 0 o cn a m co 0 -o o 2 > O _ a) a 3 v U W C o ca p ) > C 3 W a o u m aci L cn c n N ns To a) m co o Q .0 O O N Q) E N 'O (° 0 a5 m OcI_c C O g p co 00' O- uj a1 m i) o ns n E LL m ' � c > c o' a`) a'i c 'U U o U o uai o E >, m N Z 0 c0 O cn O C E N m — N L L w a '� oL Z a m o � c co n E .a) _ a N cC 4 7 0 0 'o 0 0 N cd a o CD� a= 0 � Z .oQ � )- a) 0 SQL = O N E J cn N cL N L a O m E o o c 0 co _a s2 Q N c a) -Jr) ‹— m a) 0 N 0 n rn m • cc) us• E c cn Y Z >.TA L N co N rn m (9 +.° N E O o)N j > O 'o — C N O- 0 >, a) L c c6 O .fn a a N co °) O a _m Q Z o c co a) ") o m OS w 3 m .3 > c° 0 o f m cn a) ` E co >, E cn a) E as 2 0 = cn aa) m = `o a`) n co u) E — C) m a) 0 '0 N O 'p C 2 0 a) aa) a) a0 U) Z Q 0 o L a a O 'o c a co 0 0 a) U > 0 >, a3 0 L' m N 00 — m C Q N a) co cn 2 'O N U c 2 N Q a) cn a) E O O 'a 0 c a) L a) N m c CO co co = -2 0 0_.a? a) D co 00 — Z — o — m E m L r co C .— C O U N m O a) O CO O in. L U L .� O O O co 0 L O L H — W E _ O cn a E v) 5O 2 o_-o : ca H o cn (0 0.) — ON H 0 .E U) 0 0 a) CC a) U I- 7 0 cn m a) C N L... — o O n m 0) CilT E a C N L o TS 0t m Cl) c -o °) m N o 7 O N N N o O U N d a o L E o o cc w a m co (n N cc o m @ 0 ~O N N C .( N Cl) Fr U '' 0 0 0 Z Eu) o ce I : 3 a Q Q a) A c W oa ■ ■ ■ D a Na m . c co a U' m W J CL co aS < Q m m a) c c y c o `o 0 — o a c n cod Q `o >, m d a 22 o d a 0 O 0 0 ] 0 0 0 o a° 0 0 < of < < 0 0 0 0 0 Z rn < a 0 0 0 U 0 z aa .,:c Q 0 0 c c c .,....° l ta- ii( a) '0 N cn N Q cn Custom Soil Resource Report **,,e Table—Hydrologic Soil Group t' fOri tnr 'r r ltnia mm e! jg'ar Ufa $tt y z�✓ �', `s � � s rs,�' ,�.�.,�" 44 r tiri ai ii fl rin 4E Ashe loam,25 to 45 B 7.5 6.1% percent slopes 7B Braddock loam,2 to 7 B 18.4 14.9% percent slopes ----------- ---- 16 Chewacla silt loam B/D 4.9 3.9% 17 Craigsville loam A 15.3 12.4% 36B Hayesville loam,2 to 7 B 11.5 9.4% percent slopes 36C Hayesville loam,7 to 15 B 12.8 10.4% percent slopes 37C3 Hayesville clay loam,7 B 13.3 10.8% to 15 percent slopes, severely eroded 37D3 Hayesville clay loam, 15 B 36.2 29.4% to 25 percent slopes, severely eroded 56B Meadowville loam,2 to 7 A 2.4 1.9% percent slopes 66E Parker very stony loam, A 0.6 0.5% 25 to 45 percent VOloge slopes W Water 0.5 0.4% Totals for Area of Interest 123.3 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff.. None Specified Tie-break Rule: Higher Depth to Any Soil Restrictive Layer A"restrictive layer" is a nearly continuous layer that has one or more physical, chemical, or thermal properties that significantly impede the movement of water and air through the soil or that restrict roots or otherwise provide an unfavorable root environment. Examples are bedrock, cemented layers, dense layers, and frozen layers. This theme presents the depth to any type of restrictive layer that is described for each map unit. If more than one type of restrictive layer is described for s'tirrie individual soil type, the depth to the shallowest one is presented. If no restrictive layer is described in a map unit, it is represented by the">200" depth class. 29 Custom Soil Resource Report This attribute is actually recorded as three separate values in the database. A low value and a high value indicate the range of this attribute for the soil component.A "representative"value indicates the expected value of this attribute for the component. For this soil property, only the representative value is used. 30 err+ References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. r.r Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nres/detai I/national/soils/?cid=nres 142 p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nres 142 p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 Nktime 34 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http_//www.nres.usda.gov/wps/portal/ Sure nres/detail/soils/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf 35 NOAA Atlas 14, Volume 2, Version 3 alveVa Location name: Charlottesville, Virginia, USA* +'""u' none Latitude: 38.0526°, Longitude: -78.696° i Elevation: 678.89 ft** i o *source:ESRI Maps `,•,..,. MC y� "source:USGS Niue POINT PRECIPITATION FREQUENCY ESTIMATES G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley NOAA,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 2 5 10 L 25 J 50 100 200 500 1000 0.339 0.405 0.478 0.539 0.609 0.663 0.714 0.763 0.821 0.869 5-min (0.307-0.375) (0.367-0.448) (0.432-0.528) (0.486-0.595) (0.546-0.671) (0.591-0.730) (0.633-0.788) (0.670-0.843) (0.713-0.912) (0.746-0.971) 0.541 1 0.648 0.766 0.862 I 0.970 1.05 1.14 1.21 1.30 1.37 10-min (0.490-0.600)'(0.588-0.717) 0.692-0.846) (0.778 0.952) (0.871-1.07) (0 942-1.16 ( ) (1.01-1.25) (1.06-1.34) (1.13-1.44) (1.18-1.53) 15-min 0.677 0.815 0.968 1.09 1.23 1.34 1.43 1.52 1.64 1.72 (0.612-0.749) (0.739-0.901) (0.876-1.07) (0.984-1.20) (1.10-1.35) (1.19-1.47) (1.27-1.58) (1.34-1.69) (1.42-1.82) (1.48-1.92) 0.928 1.13 1.38 1.58 . 1.82 2.01 220 2.37 2.60 2.78 30-min (0.840-1.03) (1.02-1.25) (1.24-1.52) (1.43-1.74) (1.64 2.01) (1.80-2.22) (1.95-2.42) (2.09-2.63) (2.26-2.89) (2.39-3.11) 1.16 1.41 1.76 2.06 2.43 2.73 3.03 3.33 3.73 4.06 60-min (1.05-1.28) (1.28-1.56) (1.59-1.95) (1.86-2.27) (2.18-2.67) (2.43-3.00) (2.68-3.34) I (2.93 3.68) (3.24-4.15) (3.49-4.54) 1.38 1.68 2.11 2.48 2.96 3.36 3.77 4.20 4.79 5.29 2-hr (1.23-1.55) (1.50-1.89) (1.88-2.37) (2.21-2.78) (2.62-3.31) (2.96-3.76) (3.29-4.22) (3.63-4.71) (4.09-5.39) (4.46-5.97) 1.51 1.84 2.31 2.71 3.24 3.68 4.14 4.62 5.28 5.85 3-hr (1.35-1.72) (1.64-2.08) (2.05-2.61) 2.40-3.06 ( ) (2.85-3.65) (3.22-4.15) (3.60-4.67) (3.98-5.22) (4.48-5.98) (4.90-6.65) 11tyre 6-hr 1.96 2.37 2.95 3.47 4.17 4.79 5.43 6.13 7.13 8.02 (1.75-2.21) (2.12-2.67) (2.62-3.32) (3.08-3.90) (3.67-4.69) (4.18-5.37) (4.69-6.11) (5.23-6.91) (5.98-8.07) (6.62-9.10) 12-hr 2.49 3.01 3.75 4.44 5.40 6.26 7.19 8.22 9.75 11.1 (2.22-2.84) (2.68-3.42) (3.33-4.26) (3.92-5.04) (4.72-6.12) (5.41-7.09) (6.13-8.15) (6.91-9.33) (8.01-11.1) (8.98-12.7) 24-hr 3.05 3.69 4.70 5.55 6.80 7.86 9.04 10.3 12.3 13.9 (2.74-3.42) (3.32-4.13) (4.22-5.26) (4.96-6.20) (6.03-7.58) (6.93-8.75) (7.89-10.0) (8.92-11.5) (10.4-13.6) (11.6-15.5) 3.59 4.35 5.52 6.48 7.87 9.03 10.3 11.6 13.6 15.3 2-day (3.23-4.01) (3.92-4.86) (4.96-6.16) (5.81-7.22) (7.00-8.75) (7.97-10.0) (9.01-11.4) (10.1-13.0) (1t7-15.2) (13.0-17.1) 3-day 3.82 4.63 5.87 6.89 8.35 9.58 10.9 12.3 14.4 16.2 (3.47-4.25) (4.20-5.14) (5.32-6.51) (6.22-7.63) (7.50-9.24) (8.54-10.6) (9.65-12.1) (10.8-13.7) (12.5-16.0) (13.9-18.0) 4.06 4.91 6.22 7.29 8.84 10.1 11.5 13.0 15.2 17.0 4-day (3.71-4.48) (4.48-5.42) (5.67-6.87) (6.63-8.04) (8.00-9.74) (9.11-11.2) (10.3-12.7) (11.5-14.4) (13.3-16.8) (14.8-18.9) 7-day 4.71 5.67 7.09 8.24 9.88 11.2 12.7 14.2 16.5 18.3 (4.32-5.15) (5.20-6.20) (6.48-7.75) (7.52-9.00) (8.97-10.8) (10.1-12.3) (11.4-13.9) (12.7-15.6) (14.5-18.1) (15.9-20.1) 10-day 5.35 6.42 7.91 9.11 10.8 12.1 13.5 15.0 17.1 18.9 (4.92-5.80) (5.92-6.96) (7.28-8.57) (8.36-9.86) (9.85-11.7) (11.0-13.1) (12.3-14.7) (13.5-16.3) (15.2-18.7) (16.6-20.6) 20-day7.02 8.37 10.1 11.4 13.3 14.7 16.2 17.7 19.7 21.3 (6.56-7.55) (7.82-8.99) (9.41-10.8) (10.6-12.3) (12.3-14.3) (13.6-15.8) (14.9-17.4) (16.2-19.0) (17.9-21.3) (19.2-23.1) 30-day8.61 10.2 12.1 13.5 15.3 16.7 18.1 19.4 21.1 22.5 (8.09-9.20) (9.59-10.9) (11.3-12.9) (12.6-14.4) (14.3-16.3) (15.5-17.8) (16.8-19.3) (17.9-20.8) (19.5-22.7) (20.6-24.2) 45-day 10.8 12.7 14.8 16.4 18.4 19.9 21.4 22.8 24.5 25.9 (10.1-11.4) (12.0-13.5) (14.0-15.7) (15.4-17.4) (17.3-19.5) (18.7-21.2) (20.0-22.7) (21.2-24.2) (22.8-26.2) (23.9-27.7) 60 day 12.6 14.8 17.1 18.8 20.9 22.4 23.9 25.3 27.0 28.3 (11.9-13.3) (14.0-15.7) (16.2-18.0) (17.7-19.8) (19.7-22.0) (21.1-23.7) (22.4-25.2) (23.7-26.8) (25.2-28.7) (26.4-30.1) 1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a *y given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical PDS-based depth-duration-frequency (DDF) curves Latitude: 38-0526°,Longitude: -78.6960° — 30 I , , , , 1 I i , , I , i Average recurrence 25 interval • (years) — 1 20 ---- --- • 2 n. — 5 c 15 _ - -- -- -- - - _ — 10 o — 25 _ — 50 a. 3 10 100 — 200 5 — 500 — 1000 0 -. c c c c c• - AV cI_ .c .c >, >.>, > >, >, >, >,> , - - "E -E' r',, i .k:, ry 4 -2o42 sv q a -2-2 al p U Q 0 r-4 N N r+'1 5r'� r 0 0 0 V 0 Duration 30 i rI i 25 ---- • c 20 - Duration w - 5-min — may t1 c 15 _..... -: — 10mm — s-day 15-min — 4-day • -- 30-nu n — 7-day y 10 • - — 60-min — 10-day a — 2-hr — 20-day 5 • — 3-hr — 30-day _ - — 6-hr — 45 day immeas - — 12 hr — f>0 day 0 f - 24-hr 1 2 5 115, 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14,Volume 2.Version 3 Created(GMT):Thu Mar 16 20:14:54 2017 Back to Top Maps & aerials Small scale terrain Crozet. SC ' v1LLUM 3km Lar.a scale terrain Washington, : H rrEonburcl• StclUf7 Non .. �.� . cs Ri y11Chl}UPC1hlm1L iI Large scale map Washington ' u ier°.0 Hbrrisonburg i-Jauen,� Fore f V!inia Lynchburg Blacksburg 100km ///1 I 64mi Large scale aerial