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WPO201300004 Calculations 2013-01-16
IVY CREEK UNITED METHODIST CHURCH FL'''- f2 COPY This copy of the approved plan is reserved fc r In* official files of Alborrrjrl; +:� ;u:ny. Please do not remove thh p;.::11 from the rile. STORMWATER MANAGEMENT REPORT TH Op ` VA . .■► VEN L.D' ■"'• or NO.019933 3 4 ssIQ AL 1. APPROVED oy the Albemarle County October 31, 2012 ;ommunity [development Department .4„ Revised: Date August 1, 2013 e r June 17, 2013 l�1 `` ANW Prepared For: Air Ivy Creek United Methodist Church 674 Woodlands Road Charlottesville, VA 22901 434-973-4793 ph 434-973-7648 fax IOW II. By: ,,, Terra Engineering and Land Solutions, PC 2374 Stuarts Draft Highway Stuarts Draft VA 24477 540-337-4591 ph 540-337-5291 fax ler low r AllW TERRA AND ENGINEERING 2374 STUARTS DRAFT HIGHWAY STUARTS DRAFT,VA 24477 vw c ill 1 LAND SOLUTIONS, PC � PH.(540)337-4591 FAX (540)337-5291 li. \ 1 ' VW Ivy Creek United Methodist Church '" Albemarle County, Virginia .0 Stormwater Management Report INDEX Ay 31 October 2012 .0, Rev: 17 June 2013 08 August 2013 1 Stormwater Management Narrative 2 Pre-Development Drainage Area Map mw 3 Post-Development Drainage Area Map 4 Pre -vs- Post Development Runoff Comparison 10-Year w.► 5 Albemarle County Modified Simple Spreadsheet Area 1 *or 6 Albemarle County Modified Simple Spreadsheet Area 2 7 Stormwater Quality Calculations low 8 Pre-Dev DA1 2-Year Hydrograph and Summary ... 9 Pre-Dev DA1 10-Year Hydrograph and Summary ,„ 10 Pre-Dev DA1 100-Year Hydrograph and Summary 11 Pre-Dev DA2 2-Year Hydrograph and Summary .r 12 Pre-Dev DA2 10-Year Hydrograph and Summary 13 Pre-Dev DA2 100-Year Hydrograph and Summary - 14-17 Pre-Development Drainage and Stormwater Management Computations 18-20 Modified Ration Method, Critical Storm Duration–Direct Solution A. 21 Post-Dev DA1 2-Year Inflow Hydrograph "' 22 Post-Dev DA1 2-Year Summary VW 23 Post-Dev DA1 2-Year Outflow Hydrograph 24 Post-Dev DA1 10-Year Inflow Hydrograph 25 Post-Dev DA1 10-Year Summary VW 26 Post-Dev DA1 10-Year Outflow Hydrograph lair 27 Post-Dev DA1 100-Year Inflow Hydrograph NIle 28 Post-Dev DA1 100-Year Summary 29 Post-Dev DA1 100-Year Outflow Hydrograph .r 30 Post-Dev DA2 2-Year Hydrograph& Summary VW 31 Post-Dev DA2 10-Year Hydrograph& Summary 32 Post-Dev DA2 100-Year Hydrograph& Summary 33 Post-Dev DA3 2-Year Hydrograph & Summary 34 Post-Dev DA3 10-Year Hydrograph& Summary *ow 35 Post-Dev DA3 100-Year Hydrograph& Summary li. 36-39 Post-Development Drainage and Stormwater Management Computations �„ 40 VESCH MS-19 Plan Depiction 41-42 Adequate Channel Computation AW 43 Albemarle County IDF Curves 44 a b constants for Virginia(used in Critical Storm Duration calc) lir PLANNING4 CIVIL ENGINEERING LAND SURVEYING WWW.TERRAENGINEERING.NET imp VOW .r -= ' TERRA ENGINEERING — € 2374 STUARTS DRAFT HIGHWAY,STUARTS DRAFT,VA 24477 AND sir _ r LAND SOLUTIONS, PC PH.(540)337-4591 FAX (540)337-5291 Air +rrr Ivy Creek United Methodist Church County of Albemarle, Virginia Stormwater Management Narrative •► 31 October 2012 �®. Revised 17 June 2013 NOW This summary is intended to describe the design and analysis of a BMP Bioretention filter for the Ivy Creek United Methodist Church fellowship hall addition. The legal description of the property is TMP 44-14(church) `•► & 44-12H (parsonage). The physical address of the property is 674 Woodlands Road Charlottesville, Virginia and the owner of the property is Ivy Creek United Methodist Church. The project will provide a new 10,200 SF (first floor 5,700 SF, ground floor 4,500 SF) fellowship hall, reconfiguration of the existing parking lot with bumper block parking demarcations and necessary accessible sidewalks. The total acreage of the site is 2.973 • acres. The total onsite area to be disturbed by the project will be 1.23 acres. There is no off-site area to be 4 r,. disturbed. The site slopes down in the northeast and northwest directions at 5% +/- from a high point located in the center of the property to the front of the existing church building. Currently the western portion of the *r project drains to a low point at the property line located to the North of the church parsonage. This set the AP' design location for the project. Runoff from the eastern portion of the site sheet flows to the northeast and off vw the property. The total impervious area in post developed conditions will be approximately 0.94 acres. Storm drainage will be handled through yard and area drains routed to the proposed bioretention filter. An infiltration low trench is proposed along the drive lane to the north of the proposed fellowship hall to capture water that "` currently sheet flows off the property. The facility was designed to reduce the 10-year post-development flow to +•, a rate subjacent to a 10-year pre-development rate. As a safety check, a 100-year post-development storm was routed through the facility to insure that the storm could safely pass through the facility. Due to the small drainage area and site limitations a full two foot freeboard is not provided (freeboard provided 1.16'). - Stormwater Quality is handled through the proposed biofilter and supplemental planting of shrubs. In addition ` ► the project site currently has a wide array of existing landscaping ranging from shrubs to old growth hardwoods. Stormwater management and BMP requirements were analyzed using the Albemarle County Design Standards Manual. Pre-Development drainage area maps can be found on sheet 2 (REF 1) of this report. Albemarle Nip county modified simple spreadsheets were based on pre-development drainage areas. Post-Development As, drainage area maps can be found on sheet 3 (REF 2) of this report. The Rational Method was used to compute peak hydrograph flows due to the contributing drainage area being less than 20 acres. For peak hydrologic flows for storm frequencies in excess of a 10 year storm event, the following equation was used: Q = C * Cf* I - * A. All rainfall intensities were calculated using the regression coefficients (BDE values) for Albemarle • County and the attached Albemarle County IDF Curves. Time of concentration values were calculated using _ 0.9326N" l.w shallow concentrated flow methods, the Kinematic Wave Formula for overland flow: a 0 4S°3 and the L°." = 0.0078 0385 Kirpich Formula for channel flow: . Since the project does not flow to the same design point, total runoff values were determined using the 5% reduction method: QTOTn = (QDAI + QDA2+...+QDA„) * ,, 0.95. err PLANNING+CIVIL ENGINEERING+LAND SURVEYING WWW.TERRAENGINEERING.NET 1 vow 16ZS-L££0,S XV316SVL££-O$' 'lid x*+' Lan VI/419111A`.1.3U SIMS A MH=H LIV Q SZ MM US it£Z A l Y ill' h ® DNRIaa.IIDNa'MAID 1NaINdO IEAaU aid ° 8 I aJ it] .ONIAHAIMS UNIV I t l k i ri JNINNVId ,., Vi I iIA`aLNn03 dRhVW WV $P . j A _ I i 1 I�d SNO±l'0$ ]N7 II32IIl1-ID ISICIORIHIAI CIALLINfl A . o g J i4 aNV 0 9NIb33NIJN3 V2III3J, I II� A �I A A � „spw E ... \ N�q°39,9-0 \ W 30.E W N �ry0 ; \ 0--------:\2„gE 0 ;y H N W O \ co 1 � II < \ \ CO \ > 1_ \WON O C W o � wi off\ I !1 t \ Y %\ i t $ . • t t � N \ \ ! c0 �,,,\ +Q LL L.L •q / — r \ V �69 Q o0 0 O cf co CN ./ ( =� � ,� \ ° / ce. it LO / �d ,�; o '-- - \ t m\ N \� 2 I I II \ o ! 1oer I w / O o. ,f:,-,- , ; ,.; ‘ 0Q ° O (0 y1 •Q dQ �� Q�`lir\ l ':t;°.\\\ \\\ 1. ,c., _r___.„, ,,,,:,„....,..,,,-„,,,„\\ ___IF i- — ., - - , ,___, , __ \ , ., ,. t2„., < IL.■ \ X 0 '---, , . \ \ F— w U) z. , ., ',,it..lat. \ it A, .... 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To' ° mow "ow VI mow mow ,aw mow moor moo mar moor mw my, ail' mow moo. mw mow a mg mT. miw mow mow ...„ ' 1 ) 6 ,-1 I- (A M C tO I . 9,Ev: ( ) 13 P L - vs- POSY . &N ojF Cony ARz3ON E V ` /03 t -Devi oP WT l0-YEA2 3 a 7� ,M 6�� i C,•= 04( A I. � Ac . �� 6. 3 in/ t.r iv-' R DA. a : T ,- -ortIA/ c- d.`7a A - O . QS-FS Ac, Zi 4.-7 %i/kr r �A a,o ya.. Pee-DE Q E v -roY Q,-a-- .- ( ic GCS '4 1'1.61 C-C-s) x 0•`I S wr, lo-NO, l POST - DEVELOP iO-YEA 2 5 & ,.., l)A 1 : T4---- MI) MIN (,_ 0,be ,, . i, a714C. , ?= (in o0kr . apliSID-= ,n A." 7AQ '. T6= SAD M IN G --- 0,13 A = D, I I I Ae.. . i,10= kr 62,D4_ = in 5-3 GCS CIO ��. D 3 ; Tc= S.DiorN c= 0135 A - 0075-A6 . c - ,3' ►n/CAS- a .ar r S ION-.17 OA Gf5 . Char -• W,ao c fi D,53 6.-F s - or q �s x 01615-�. lo-V_. ,,aw = 4.4 0 (JCS , i .., 1. `10.; GCS L 5, 6) c-C 4gt Ov .., NOS r lo'--Ye., P,E Io-YP. $TOR1A (0A C1& QuArvi,arY t1 Cr 4 vir vw Short Version BMP Computations `■'' Albemarle County Water Protection Ordinance: Modified Simple Method low Plan: Ivy Creek United Methodist Church Water Resources Area: Development Area#1 .r �„ Preparer: Terra Engineering&Land Solutions(ATE) Date: 12-Oct-12 Air Project Drainage Area Designation DA#1 .,,, L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(1) "s' Pj small storm correction factor,0.9 I percent imperviousness wry P annual precipitation,43"in Albemarle ,. A project area in acres in subject drainage area, A= 1.21 C pollutant concentration,mg/I or ppm target phosphorus - f factor applied to RR V required treatment volume in cy,0.5"over imperv.area= A(I)43560(0.5/12)/27 '~` RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) +rr, Impervious Cover Computation(values in feet&square feet) Item 10 pre-development Area post-development Area Roads Length Width subtotal Length Width subtotal - 0 0 0 0 0 0 ,,. 0 0 0 0 0 0 0 0 0 0 "' 0 2992.89 0 3010.97 Driveways Length Width no. subtotal Length Width no. subtotal - and walks 0 0 0 0 0 0 0 0 Iwo 0 0 0 0 0 0 0 0 0 1402.55 0 1288.81 Parking Lots 1 2 3 4 1 2 3 4 0 0 0 0 Gravel areas Area Area lir 16808.74 x 0.70= 11766.12 18713.95 x 0.70= 13099.77 Structures Area no. subtotal Area no. subtotal +Mn 0 0 0 0 1 0 0 0 0 0 0 0 "°■'° 0 0 0 5561.69 0 7061.32 Actively-grazed pasture& Area Area 'w yards and cultivated turf 25720.01 x 0.08= 2057.60 22410.83 x 0.08= 1792.87 Active crop land Area Area x0.25= 0 x0.25= 0 r,. Other Impervious Areas 0 0 - Impervious Cover 45% 50%o Ali l(pre) I p ) Rv(post) V /".1 0.50 40.5 yv AT ,12. x G ,i;LI d!-' iU`T ../@ C 't 'c at ' _ 0 9 'Nuo' New Development(For Development Areas,existing impervious cover<=20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type illy 0.70 1.00 20% 0.46 3.39 3.70 0.31 8% Development Area +r 0.35 1.00 0% 0.46 1.69 1.85 0.16 8% Drinking Water Watersheds 0.40 1.00 1% 0.46 1.93 2.11 0.18 8% Other Rural Land ' *min.values v. Redevelopment(For Development Areas,existing impervious cover>20%) ,,, C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 0.90 20% 0.46 3.39 3.70 0.65 18% Development Area law 0.35 0.85 0% 0.46 1.69 1.85 0.41 22% Drinking Water Watersheds 0.40 0.85 1% 0.46 1.93 2.11 0.47 22% Other Rural Land Virr 5 iii, 11 r MOW Short Version BMP Computations '""'" Albemarle County Water Protection Ordinance: Modified Simple Method sip Plan: Ivy Creek United Methodist Church Water Resources Area: Development Area#2 rr, i, Preparer: Terra Engineering&Land Solutions(ATE) Date: 12-Oct-12 ver ,, Project Drainage Area Designation DA#2 vrr L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(1) '"r Pj small storm correction factor,0.9 yr 1 percent imperviousness P annual precipitation,43"in Albemarle toy A project area in acres in subject drainage area, A= 0.26 C pollutant concentration,mg/I or ppm target phosphorus vrr f factor applied to RR V required treatment volume in cy,0.5"over imperv.area= A(1)43560(0.5/12)/27 vw RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) ler war, Impervious Cover Computation(values in feet&square feet) Item `"'r pre-development Area post-development Area wr Roads Length Width subtotal Length Width subtotal 0 0 0 0 0 0 vow, 0 0 0 0 0 0 0 0 0 0 's" 0 0 0 Driveways Length Width no. subtotal Length Width no. subtotal *"' and walks 0 0 0 0 0 0 0 0 No ,,, 0 0 0 0 0 0 0 0 0 381.31 0 934.91 v® Parking Lots 1 2 3 4 1 2 3 4 0 0 0 0 'Iv Gravel areas Area Area 5765.87 x 0.70= 4036.11 3928.28 x 0.70= 2749.80 V. Structures Area no. subtotal Area no. subtotal vrr 0 0 0 0 0 0 0 0 0 0 0 0 ▪ W 0 0 0 1694.95 0 4183.26 Actively-grazed pasture& Area Area vow yards and cultivated turf 3407.08 x 0.08= 272.57 2196.59 x 0.08= 175.73 Active crop land Area Area x0.25= 0 x0.25= 0 yr Other Impervious Areas 0 0 `m" Impervious Cover 56% 71% l(pre) ((post) Rv(post) V , t �} F. 2--�"" vrr 0.69 12.4 rv��E Q∎AAI". T. Vol f � ,t _ 1a. a -: - ,)3 G'- "11. New Development(For Development Areas,existing impervious cover<=20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 1.00 20% 0.56 0.89 1.10 0.21 19% Development Area IOW 0.35 1.00 0% 0.56 0.44 0.55 0.11 19% Drinking Water Watersheds 0.40 1.00 1% 0.56 0.51 0.63 0.12 19% Other Rural Land 'o"` *min.values w Redevelopment(For Development Areas,existing impervious cover>20%) - C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 0.90 20% 0.56 0.89 1.10 0.30 27% Development Area - 0.35 0.85 0% 0.56 0.44 0.55 0.17 31% Drinking Water Watersheds v 0.40 0.85 1%% 0.56 0.51 0.63 0.20 31%% Other Rural Land 6 vrr yr --------1-- 1 ) 6 q ` 1-6 /Aivc_.) /0 /30 / / a vii, .,..v. WATER OLtTY 6AL6 Uk L- TioN5 QwVigh w FROM A LEE MARL,U GomArri MODIFIED 5 MPLG SPIZEAD S PEETf 1EVELOOMENT ARFA 's (oh) 1 1-(PRE) =- 3.39 pouoAcI s (7 d q loo e-,d L (PosT) = 3. 10 paAS I . ( 0 p , 5 gE w oVI I_ R5Qu O L wwED 35 630 1 7©-r-AL 31TE RcoulTieeD gEmou4 DA1- + DA - O ,$ 1- 0.30 RR uLsr-Tt - Oils x`4114 $ "c79. : ►1-V i i To 3 • Ef2. I ,ag Aerze-s 70+6‘,1"` (d,t5,69 5c t-4wrvS 310'14 5V kooaS II b 110 S t sfrri ffcg Iq 500 Sr 62AvEL 011716 Se" . sr[Qucru e3 (3t011-1 -f ( 610 + (Oil X 11500) + 0171- 4 (MO X 40)/-01 (q3+5-60 x 1. 2(a) GW - 0. o -, 9,11X 0.05 -r0.` (S5) x. on x1. ao ou ® E F-F L. 10 .5- ` , , 1, 36 pbR,ls jig 015- 014 Swa4ALITy i\ET r 7 wr wr rr 2 -Year 1204 PRE 2 YR DA 1 Rainfall Duration=6 min, lnten=4.90 in/hr s ► Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 .y This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete documentation, ...r technicalsupport, training materials, and additional features which are essential for actual design work. Summary for Subcatchment 1 PO: PRE-DEV DA 1 Runoff = 3.63 cfs @ 0.10 hrs, Volume= 0.030 af, Depth= 0.30" vir �.. Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Rainfall Duration=6 min, Inten=4.90 in/hr Nur guy Area (ac) C Description 0.615 0.90 IMPERVIOUS 0.590 0.30 PERVIOUS "" 1.205 0.61 Weighted Average 1.205 100.00% Pervious Area Tc Length Slope Velocity Capacity Description low (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 PO: PRE-DEV DA 1 — Hydrograph �wr a ®Runoff low 3.63 cfs c 0.10 hrs I Rainfall -Duration=r6 min; Airy Inten=4.90 in/hr Runoff Area=1.205 ac vi. Runoff Votume=O.03Q of Air 2 Runoff Depth=0.30" Tc=6.0 min 1- C=0.61 0 _ 0 1 2 3 Time (hours) v�r vrr g +rr Yir 10-Year 1204 PRE 10 YR DA 1 Rainfall Duration=6 min, lnten=6.30 in/hr Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 gar This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD `"'' which may be purchased at www.hydrocad.net. Full programs also include complete documentation, iv technicalsupport, training materials, and additional features which are essential for actual design work. Summary for Subcatchment 1 PO: PRE-DEV DA 1 v.. Runoff = 4.67 cfs @ 0.10 hrs, Volume= 0.039 af, Depth= 0.38" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Rainfall Duration=6 min, Inten=6.30 in/hr ANY Area (ac) C Description 0.615 0.90 IMPERVIOUS Airw 0.590 0.30 PERVIOUS 1.205 0.61 Weighted Average 1.205 100.00% Pervious Area Tc Length Slope Velocity Capacity Description ,, (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 PO: PRE-DEV DA 1 vow Hydrograph ®Runoff 1 4.67 cfs©0.10 hrs I Rainfall vow 4-' Duration=& min, Aar Inten=6.30 in/hr Runoff Area=-1.205 ac w 3 - Runoff Volume=0.039 af 3 Runoff Depth=0.38" Tc=6.0 min C=0.61 1- . 'OW o � 44110+ 0 1 2 3 Time (hours) vor wor �. 9 vrr 100-Year 1204 PRE 100 YR DA 1 Rainfall Duration=6 min, Inten=8.30 in/hr, Cf=1.25 wrr Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 mow This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete documentation, gar technicalsupport, training materials, and additional features which are essential for actual design work. vir Summary for Subcatchment 1 PO: PRE-DEV DA 1 Runoff = 7.66 cfs @ 0.10 hrs, Volume= 0.063 af, Depth= 0.63" Air Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Rainfall Duration=6 min, Inten=8.30 in/hr, Cf=1.25 +`r Area (ac) C Description IOW 0.615 0.90 IMPERVIOUS 0.590 0.30 PERVIOUS ler 1.205 0.61 Weighted Average, Frequency Adjusted C = 0.76 v,. 1.205 100.00% Pervious Area Tc Length Slope Velocity Capacity"ft, (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 PO: PRE-DEV DA 1 `"" Hydrograph Asp ®Runoff 1 7.66 cfs @ 0.10 hrs = Rainfall '- Duration=6 min, , , 6- tnten=8.30 inthr; Cf=1.25 Runoff Area=1.205 ac N _ �r a Runoff Volume=0:063-a#- LL 4 Runoff Depth=0.63" 3- Tc=6.0 min = frequency Adjusted C-=0.76 rr 2- Igor vow 1- v virr 0 1 2 3 Time (hours) mr *r 10 vow Air 2 -Year 1204 PRE 2 YR DA 2 Rainfall Duration=5 min, lnten=5.20 in/hr lay Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD vor which may be purchased at www.hydrocad.net. Full programs also include complete documentation, technicalsupport, training materials, and additional features which are essential for actual design work. r Summary for Subcatchment 1 PO: PRE-DEV DA 2 Runoff = 0.94 cfs @ 0.08 hrs, Volume= 0.007 af, Depth= 0.31" goy Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Rainfall Duration=5 min, Inten=5.20 in/hr Air Area (ac) C Description 0.180 0.90 IMPERVIOUS Air 0.078 0.30 PERVIOUS 0.258 0.72 Weighted Average 0.258 100.00% Pervious Area Aar Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, vir ""'' Subcatchment 1 PO: PRE-DEV DA 2 Nor Hydrograph vrrr 1-( ®Runoff mew 0 94 cfs©o.O8 hrs I Rainfall Duration=5 min, Inten=5.20 in/hr Runoff Area=0.258 ac Runoff Volume=0.007 af Runoff Depth=0.31" "' Tc=5.0 min C=0.72 o yrr• p 1 2. 3 Time (hours) *Or 11 War ter IWY 10-Year 1204 PRE 10 YR DA 2 Rainfall Duration=5 min, Inten=6.70 in/hr Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net s.. HydroCADO 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 mar This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD law which may be purchased at www.hydrocad.net. Full programs also include complete documentation, iry technicalsupport, training materials, and additional features which are essential for actual design work. Summary for Subcatchment 1 PO: PRE-DEV DA 2 Runoff = 1.21 cfs @ 0.08 hrs, Volume= 0.009 af, Depth= 0.40" mar Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Rainfall Duration=5 min, Inten=6.70 in/hr vow Area (ac) C Description 0.180 0.90 IMPERVIOUS 0.078 0.30 PERVIOUS vow 0.258 0.72 Weighted Average 0.258 100.00% Pervious Area Tc Length Slope Velocity Capacity Description „r (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1 PO: PRE-DEV DA 2 -v. Hydrograph Asw- Runoff 1 ¶.2l as @ o.O8 hrs I ® Rainfall Dur-atiol'1t=5--min, A.. Inten=6.70 in/hr Runoff Area=0.258 ac . Runoff Volume=0.009 of LL Runoff Depth=0.40" Tc=5.0 min C=0.72 0 Ai 0 1 2 3 Time (hours) low 4s. 12 100-Year 1204 PRE 100 YR DA 2 Rainfall Duration=5 min, Inten=8.80 in/hr, Cfi1.25 Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 .r This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete documentation, vow technicalsupport, training materials, and additional features which are essential for actual design work. Summary for Subcatchment 1 PO: PRE-DEV DA 2 Runoff = 1.99 cfs @ 0.08 hrs, Volume= 0.014 af, Depth= 0.66" my, Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Rainfall Duration=5 min, Inten=8.80 in/hr, Cf=1.25 •• Area (ac) C Description Aso 0.180 0.90 IMPERVIOUS 0.078 0.30 PERVIOUS - 0.258 0.72 Weighted Average, Frequency Adjusted C = 0.90 0.258 100.00% Pervious Area "r Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) vow 5.0 Direct Entry, Subcatchment 1 PO: PRE-DEV DA 2 Hydrograph �r. ®Runoff 1 1.99 cfs��0.08 hrs 2 Rainfall Duration=5 min, Inten=8.80 in/hr, �rM Cf=1.25 w Runoff Area=0.258 ac Aar 3 Runoff-Volume=0.014-af--- `� 1- Runoff Depth=0.66" Tc=5.0 min Frequency Adjusted C=0.90 o 1 2 3 Time (hours) ,ir arr Ave 13 Ar Air IOW Iv y United Creek Methodist Church AMY IOW MOP VOW '" DRAINAGE AND STORMWATER MANAGEMENT COMPUTATIONS Pre-Development law vew mor Aar maw October 31, 2012 Aar Revised: June 17, 2013 vow Prepared For: IOW Ivy Creek United Methodist Church 674 Woodlands Road Charlottesville, VA 22901 low 434-973-4793 ph 434-973-7648 fax err By: ivy Terra Engineering and Land Solutions, PC 2374 Stuarts Draft Highway Stuarts Draft,VA 24477 540-337-4591 ph 540-337-5291 fax 1 4 .so Air .�r N ' ° m O cr Aar m CD M N• N W(C VOW N 3 7 N /o N Vr d O N 3 co Wy ca m an P D Apr D y'o su irr v al C. low a`YIY� N Aire 11W OD A C) ID Ai• j O n W w r O O N a) CSC `G NOW C) Ii o OV D o CD CO A ,a C o v isw 9' - N-0 to 0- sir v 2 r O M D `M rt CO- A D H 0 +ir _Q cnrnO Q N AVOW 0 0 9t ■ C) N cD Aar Air i \I 0) - M wow V W N N _' El V ie V y� t %1ie O W Co CO C..) fir+ N O W A e 0OO A y4f 0 - A N V in V O � N c- law - m A, O Aar O 4 < O Pi Alter N V A I" w O i1 j C. w cfl , W aii► yaw .11W 15 rr orr Nor _ 0 -I ire N ' C d Cr Iv ger m N- A N WIC C Aur "A O N IQ IN 111Y O a low r— law • C. vw O 0 N = A co W O IOW En0 y Air is N A O ^ CD CD ANY CC,' 411O, O C out o m Cp 5• y Q. vow n IUD E vet m Air O y O olv Q. 0 rrr N Mo. O C) isow 0 Air o S O O IOW 01 N ANY O O DD "m000 Atio N C Co O O O CC co lap O O a) n O. err a N A y -a XI V moor co a• NI y ID � nw °' 1 IOW 6 Now Awe n 0 N ' V 0 CO o 0 CD Cr 11111, N r- 0 to O O W(C A A V N = W O O ' C CD ANY ■a 3. O O "11 N CO ' Y` V a, n O N * 91 aP Q. A 01 3. AY er 1r ;!.err VW vier C 01 ow - N g y C 1s r >v it co 0) F 3 2 n iiiio " * 1 0 o g) 0 M �.. f = n A- - J 0 Am CO 0 AV' CO 0. - Co ■su E *sr _. f c CD n 1 N. U' MY' o C^ � f O - N cp. +r 3 v N• 0 ''* •• r -1 0 Aso o WNW n ON -I 1 S Now P.n3 Now A O) -4 co W O a S r r c ley v C t N-a v c 40 „r, v c A AN, v • Now 3 to - x o Now c C- CD c p ...1 W O C 00 II 17 VIIW (ilic pig fad`- , uJ N1 4T -E t\Ob1 \ ?PrTIOnIAt_ MF-rIRoo , 6R1TIGAL SrZIz.M `)m-ciatoo - 1T SOLL&TrOPI (RE uTgZED 5-roak6E VOL (AMe) •.., D TEP.MtNC .--Y 6P-urILA}t_. 4ORJ'1 1c\(LIkTlot C r , ) d = 10-t41/-1),T - b kw 10,1 A = 14 aS Ac... . (Po `aev) {� - s. I Mia. Yd = a (0.69)((. 3) (106.0). x- , 1 )• 40. 3. 6a ens Oft,-teo) V a, , IDb,Oa AP��-dam SA ,- ba = IS,Sl Tax '156,� ` Kial LIEId - I ( . /-13 MAN, \ � G r (2-MLNE a-YR 6R -i- v,AL 3 ToR" tc TIcc \) Iry ENSt T•t I. 7.-- (C i-vbti■ 5-1 To a, 11•443 Am). G a 15, 1 + it,y3 ,.r ©c-r E e..rAA+v t: a-Y tz k)6:414. I N F I.o w C . c l a A ( z A-i-to N i p kT►o `) 04. w., Air C=D 65 CAL X3 (D,0) (3A4.1) 0. ) ,.... '---07, = lt-13 cTs1 g DETE(ZMIIVCC Q-YR. ►2E (AL2(O STO(2.,�4- I/ i. w't 1 (tei ►b.i, s-I) V - TQL Ti + ___ _ Qo3.Tda _ 3tj.t` 60 17 3. g3Js a s LI a W 3 W Jz - Sit MW" t01' ` 6)' (1(5 18 ', .w Goer; . VR ,V\ PA-66- 1 361• - 8,sis" x.75 13. s '� y + _ (3.63 13 3 3,6 (5'1 C3� 3) - Co VA --= RoI 43 = 6.018Au.F4-. •1 ' w w oC,... , l0 - Y(Z 0.6( X b,3 x i.a\ (Pre.-5W ,ri.Y6 �. ��'° Ti ^ a(O'�)(i.�) 0,,t ) (ig7==-5ir7g� _ rs.7 - �{ 65 cis 3 1-f. (/S ', qio - 161.490 611) = Id,`13 1d,o - , oSS.V$ - /8.73 =1I3.` ,-, ,'1,N - T8 ,0 .... _ 161.,0 ro 1€n3 + 13.71 -- q,9 '1 1A/kr = Ito 0G = O' (t-i.9r1) (I, a6) = ti,36 6k5 = 0 c- to),D r. 6D.b1( 5,51, ga.o a. 17.?I ' ( r ).1 ii.65,)( l ?)) 3(us- 1 v,o - gyp-i. 11 _+3 - 0.oaz A-,.P+. le Oci-E- miNC MO-WL 'o,W " 0,61x3,3xi.a) m...-be,v) -, 6.13 '-'5?-076i1 .8) (a'tic-Ti55Floll clop - ati�( t Q a goo 6. 13 - ,Y1 ihw --J(06 1,35i.7 - Alei ., 1 19 .. *saf711 rii(3 ..., Cow-, FRLO FA a , ....., T (..... ...., too — 31 4- 117.0q , ...w ,...„ , ...., '4100 IOW . (I .ag) -10 .41W - 41111/ = 5 I ri 6 c- ] L-16> 00 ...... ...,- (-7,3 p (&,13- '6-,1 , GO .) '1 ..... , .....„ ....„ ... ....., , i i..., CpTIGAL f;r OR HE D T W N f. I NT 6 ni s rr 1 cs , Vale 1 i *eV t I C ORAL e LAT c To HylNo6rz.APfrf s FoR__ cOA 1 lee , I , *or , vow 1 ; *ay I ger i imp 1 i Ally 1 i ir 1 i 1 , 11 1 i I AMY I j 11 I illr , 1 41111W 1 411.• 1111W . . 20 2 -Year POST 2 YR DA 1 Rainfall Duration=12 min, lnten=3.94 in/hr Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 40. This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete documentation, technicalsupport, training materials, and additional features which are essential for actual design work. Summary for Subcatchment 1S: POST DEV DA1 (Bioretention Filter) Runoff = 3.45 cfs @ 0.09 hrs, Volume= 0.057 af, Depth= 0.54" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Rainfall Duration=12 min, Inten=3.94 in/hr Area (ac) C Description 0.802 0.90 Impervious 0.475 0.30 Pervious '"' 1.277 0.68 Weighted Average 1.277 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 Direct Entry, Subcatchment 1S: POST DEV DA1 (Bioretention Filter) Asw Hydrograph ver ®Runoff ya,. I3.45cfs©0.09hrs Rainfall 3- Duration=l2 min, Inten=3.94 in/hr Runoff Area=1.277 ac 2- Runoff Volume=O:057 of Runoff Depth=0.54" Tc=5.1 min C=0:68___ 0 Imo 0 1 2 3 Time (hours) low Noir 21 VW VW 2 -Year POST 2 YR DA 1 Rainfall Duration=12 min, Inten=3.94 in/hr Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 2 IOW goy This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD " which may be purchased at www.hydrocad.net. Full programs also include complete documentation, technicalsupport, training materials, and additional features which are essential for actual design work. guy "" Summary for Pond 1P: Bioretention Filter Inflow Area = 1.277 ac, 0.00% Impervious, Inflow Depth = 0.54" I"' Inflow = 3.45 cfs @ 0.09 hrs, Volume= 0.057 af g.r Outflow = 1.97 cfs @ 0.24 hrs, Volume= 0.054 af, Atten= 43%, Lag= 8.8 min Primary = 1.97 cfs @ 0.24 hrs, Volume= 0.054 af gay Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Peak Elev= 539.95' @ 0.24 hrs Surf.Area= 1,414 sf Storage= 1,397 cf gor gor Plug-Flow detention time= 10.6 min calculated for 0.054 af (94% of inflow) Center-of-Mass det. time= 10.1 min ( 18.7 - 8.6 ) gay Air Volume Invert Avail.Storage Storage Description guy #1 538.25' 2,983 cf Surface Storage(Irregular)Listed below(Recalc) #2 538.25' 264 cf Forebay(Irregular)Listed below (Recalc) '■'' #3 538.25' 40 cf Gabion Cage(Irregular)Listed below (Recalc) goy 101 cf Overall x 40.0% Voids #4 536.25' 143 cf BioMix(Irregular) Listed below (Recalc) '- 713 cf Overall x 20.0% Voids 3,430 cf Total Available Storage gay Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 538.25 438 87.2 0 0 438 g` 539.00 548 95.0 369 369 570 o► 540.00 705 105.5 625 994 765 541.00 1,255 140.1 967 1,961 1,453 Air 541.75 1,473 149.6 1,022 2,983 1,697 gay Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area groy (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) guy 538.25 95 42.9 0 0 95 gay 539.00 141 51.0 88 88 165 r. 540.00 214 61.7 176 264 276 „,y Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) gay 538.25 46 37.5 0 0 46 gior 539.00 56 43.9 38 38 97 540.00 69 52.6 62 101 180 Air NNW 22 ii... 2 - Year POST 2 YR DA 1 Rainfall Duration=12 min, lnten=3.94 in/hr Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 3 ie This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete documentation, 4600 technicalsupport, training materials, and additional features which are essential for actual design work. w virr Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area yaw (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 536.25 280 70.8 0 0 280 537.25 355 79.4 317 317 407 Nap 538.25 438 87.2 396 713 540 ``11" Device Routing Invert Outlet Devices r #1 Primary 535.75' 15.0" Round RCP_Round 15" L= 24.6' RCP, groove end w/headwall, Ke= 0.200 Inlet/Outlet Invert= 535.75'/ 535.50' S= 0.0102 '/' Cc= 0.900 k n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 540.25' 24.0" Horiz. Orifice/Grate C= 0.600 �. Limited to weir flow at low heads Aitie #3 Device 1 538.25' 8.0"Vert. Orifice/Grate C= 0.600 Allr Primary OutFlow Max=1.97 cfs @ 0.24 hrs HW=539.95' (Free Discharge) 14+0 L1=RCP_Round 15" (Passes 1.97 cfs of 13.23 cfs potential flow) 4L2=Orifice/Grate ( Controls 0.00 cfs) Aur 3=Orifice/Grate (Orifice Controls 1.97 cfs @ 5.63 fps) gar ino Pond 1P: Bioretention Filter Sir Hydrograph ‘1,f' A Inflow 3.45 cfs 0.09 hrs _❑Primary L Inflow Area=1 .277 ac Sew too 3 Peak Elev=539.95' Storage=1 ,397 cf v. 44100 2 3 o LL Sire sr 1 NW Ise 0 Vitio 0 1 2 3 Time (hours) ler 23 AB" 10—Year POST 10 YR DA 1 Rainfall Duration=14 min, lnten=4.97 in/hr Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete documentation, l.► technicalsupport, training materials, and additional features which are essential for actual design work. Summary for Subcatchment 1S: POST DEV DA1 (Bioretention Filter) Runoff = 4.35 cfs © 0.09 hrs, Volume= 0.084 af, Depth= 0.79" yow Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Rainfall Duration=14 min, Inten=4.97 in/hr otw low Area (ac) C Description 0.802 0.90 Impervious 0.475 0.30 Pervious w, 1.277 0.68 Weighted Average ow 1.277 100.00% Pervious Area Tc Length Slope Velocity Capacity Description vow (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 Direct Entry, Subcatchment 1S: POST DEV DA1 (Bioretention Filter) Arr Hydrograph vrr ®Runoff vow 4.35 cfs(o3 0.09 hrs Rainfall--- 4 Duration=14 min, Inten=4.97 in/hr 3 Runoff Area=1.277 ac Runoff Volume=0.084 of u. Runoff-Depth=0.79" 2-" Tc=5.1 min C=0.68 r✓ 1- 0 lair 0 1 2 3 Time (hours) wr ww 24 vw• 10 -Year v. POST 10 YR DA 1 Rainfall Duration=14 min, lnten=4.97 in/hr vow Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 2 vw Air This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD `" which may be purchased at www.hydrocad.net. Full programs also include complete documentation, technicalsupport, training materials, and additional features which are essential for actual design work. 4w• A." Summary for Pond 1P: Bioretention Filter Inflow Area = 1.277 ac, 0.00% Impervious, Inflow Depth = 0.79" '"` Inflow = 4.35 cfs @ 0.09 hrs, Volume= 0.084 of .. Outflow = 4.00 cfs @ 0.24 hrs, Volume= 0.080 af, Atten= 8%, Lag= 9.0 min Primary = 4.00 cfs @ 0.24 hrs, Volume= 0.080 af low .. Routing by Stor-lnd method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Peak Elev= 540.44' @ 0.24 hrs Surf.Area= 1,649 sf Storage= 1,799 cf Plug-Flow detention time= 10.0 min calculated for 0.080 af(96% of inflow) Center-of-Mass det. time= 9.6 min ( 19.2 - 9.6 ) No. Volume Invert Avail.Storage Storage Description #1 538.25' 2,983 cf Surface Storage(Irregular)Listed below (Recalc) #2 538.25' 264 cf Forebay (Irregular)Listed below(Recalc) #3 538.25' 40 cf Gabion Cage (Irregular) Listed below (Recalc) Amy 101 cf Overall x 40.0% Voids #4 536.25' 143 cf BioMix(Irregular) Listed below (Recalc) `r"' 713 cf Overall x 20.0% Voids A.. 3,430 cf Total Available Storage "' Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 538.25 438 87.2 0 0 438 mow► 539.00 548 95.0 369 369 570 v 540.00 705 105.5 625 994 765 541.00 1,255 140.1 967 1,961 1,453 *.• 541.75 1,473 149.6 1,022 2,983 1,697 +r. vow Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 0, 538.25 95 42.9 0 0 95 o, 539.00 141 51.0 88 88 165 540.00 214 61.7 176 264 276 ;r. Aw, Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) A" 538.25 46 37.5 0 0 46 539.00 56 43.9 38 38 97 540.00 69 52.6 62 101 180 .w► vw ....., 2 5 ....., 10- Year POST 10 YR DA 1 Rainfall Duration=14 min, lnten=4.97 in/hr Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 3 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD `""' which may be purchased at www.hydrocad.net. Full programs also include complete documentation, Now technicalsupport, training materials, and additional features which are essential for actual design work. lay Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area Iwo (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 536.25 280 70.8 0 0 280 537.25 355 79.4 317 317 407 538.25 438 87.2 396 713 540 Device Routing Invert Outlet Devices IMF #1 Primary 535.75' 15.0" Round RCP Round 15" L= 24.6' RCP, groove end w/headwall, Ke= 0.200 Inlet/ Outlet Invert= 535.75' /535.50' S= 0.0102 '/' Cc= 0.900 pro► n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 540.25' 24.0" Horiz. Orifice/Grate C= 0.600 err Limited to weir flow at low heads #3 Device 1 538.25' 8.0"Vert. Orifice/Grate C= 0.600 "" Primary OutFlow Max=3.99 cfs © 0.24 hrs HW=540.44' (Free Discharge) filly L1=RCP_Round 15" (Passes 3.99 cfs of 14.20 cfs potential flow) 12=Orifice/Grate (Weir Controls 1.70 cfs @ 1.42 fps) 3=Orifice/Grate (Orifice Controls 2.29 cfs @ 6.56 fps) w Pond 1P: Bioretention Filter Hydrograph Awe vowInflow 4.35 cfs 0.09 hrs 0 Primary Inflow-Area=1 .277 ac 4.00 Oft r.,0.24 hrs 4 Peak EIev=540.44' } St©r-age=1 ,799- of *or Nur ' v i 3 r r m Very 0 X so 0 1 2 3 Time (hours) Ire Aver ANY 26 vow wr. 100-Year ti"'` POST 100 YR DA 1 Rainfall Duration=16 min, lnten=6.64 in/hr, Cf1.25 .► Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 Air This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete documentation, technicalsupport, training materials, and additional features which are essential for actual design work. law Summary for Subcatchment 1S: POST DEV DA1 (Bioretention Filter) Runoff = 7.27 cfs @ 0.09 hrs, Volume= 0.160 af, Depth= 1.50" vier Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs �.r Rainfall Duration=16 min, Inten=6.64 in/hr, Cf=1.25 .► Area (ac) C Description ,y,,, 0.802 0.90 Impervious 0.475 0.30 Pervious 1.277 0.68 Weighted Average, Frequency Adjusted C = 0.85 1.277 100.00% Pervious Area "'` Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 Direct Entry, Subcatchment 1S: POST DEV DA1 (Bioretention Filter) ler Hydrograph +r.• 81( ®Runoff law I 7.27 cfs @ 0.09 hrs 7- Rainfall ver Duration=16 min, 6= Inten=6.64 in/hr, Cf=1.25 — 5- y Runoff Area=1.277 ac 4_ Runoff Volume=0.160 af :Runoff-Depth=-1_.5-0" Tc=5.1 min 2- frequency Adjusted C=0.85 yaw m 0 0 1 2 3 Time (hours) yew Air 27 Al Or VW Al Or 100-Year `"' POST 100 YR DA 1 Rainfall Duration=16 min, Inten=6.64 in/hr, Cf=1.25 ., Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 2 . This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD is' which may be purchased at www.hydrocad.net. Full programs also include complete documentation, is, technicalsupport, training materials, and additional features which are essential for actual design work. "" Summary for Pond 1P: Bioretention Filter Inflow Area = 1.277 ac, 0.00% Impervious, Inflow Depth = 1.50" "' Inflow = 7.27 cfs @ 0.09 hrs, Volume= 0.160 of ims Outflow = 7.27 cfs @ 0.26 hrs, Volume= 0.157 af, Atten= 0%, Lag= 10.2 min Primary = 7.27 cfs @ 0.26 hrs, Volume= 0.157 af g.. Routing by Stor-Ind method, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Peak Elev= 540.63' @ 0.26 hrs Surf.Area= 1,755 sf Storage= 1,987 cf . .. Plug-Flow detention time= 6.4 min calculated for 0.156 af(98% of inflow) Center-of-Mass det. time= 6.5 min ( 17.0- 10.6 ) iiw Volume Invert Avail.Storage Storage Description #1 538.25' 2,983 of Surface Storage (Irregular)Listed below (Recalc) #2 538.25' 264 cf Forebay(Irregular)Listed below (Recalc) #3 538.25' 40 of Gabion Cage(Irregular)Listed below (Recalc) ,,, 101 cf Overall x 40.0% Voids #4 536.25' 143 cf BioMix(Irregular) Listed below(Recalc) is" 713 cf Overall x 20.0% Voids its 3,430 cf Total Available Storage ""' Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area .., (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 538.25 438 87.2 0 0 438 sor 539.00 548 95.0 369 369 570 •• 540.00 705 105.5 625 994 765 541.00 1,255 140.1 967 1,961 1,453 s` 541.75 1,473 149.6 1,022 2,983 1,697 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) ' "` 538.25 95 42.9 0 0 95 539.00 141 51.0 88 88 165 540.00 214 61.7 176 264 276 .► ,,,y Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) its 538.25 46 37.5 0 0 46 539.00 56 43.9 38 38 97 540.00 69 52.6 62 101 180 sw ilW 28 100-Year POST 100 YR DA 1 Rainfall Duration=16 min, lnten=6.64 in/hr, Cf=1.25 Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 3 +irr► This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and too educational use only. For actual design or modeling applications you must use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete documentation, larie technicalsupport, training materials, and additional features which are essential for actual design work. Noo taw Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 536.25 280 70.8 0 0 280 4iir 537.25 355 79.4 317 317 407 low 538.25 438 87.2 396 713 540 Device Routing Invert Outlet Devices vv. #1 Primary 535.75' 15.0" Round RCP_Round 15" L= 24.6' RCP, groove end w/headwall, Ke= 0.200 Awe Inlet/ Outlet Invert= 535.75'/535.50' S= 0.0102 '/' Cc= 0.900 vive n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf #2 Device 1 540.25' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 538.25' 8.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=7.26 cfs @ 0.26 hrs HW=540.63' (Free Discharge) L1=RCP- _Round 15" (Passes 7.26 cfs of 14.57 cfs potential flow) 2=Orifice/Grate (Weir Controls 4.85 cfs @ 2.02 fps) 3=Orifice/Grate (Orifice Controls 2.41 cfs @ 6.89 fps) w ,„ Pond 1P: Bioretention Filter itiare Hydrograph .4„„,, 4 0 Inflow a 727 cfs c,0.09 hrs 0 Primary 7.27 cfs 0,0.28 hrs Inflow`Area=1 .277 ac viW 7 P548.63' lir 6 S#ara eak eEfev==1 987 cf J Syr 5 *110 v 4 Ailir LL IIIIOV 3 NW 2 1 0 litur 0 1 2 3 Tim* (hours) .„,„, 29 r 2 -Year 1204 POST 2 YR DA 2 Rainfall Duration=5 min, Inten=5.20 in/hr Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD %Sr which may be purchased at www.hydrocad.net. Full programs also include complete documentation, technicalsupport, training materials, and additional features which are essential for actual design work. Aar Summary for Subcatchment 1S: DA 2 POST (EAST BYPASS) Runoff = 0.41 cfs @ 0.08 hrs, Volume= 0.003 af, Depth= 0.32" 4■ Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Rainfall Duration=5 min, Inten=5.20 in/hr itow Area (ac) C Description go, 0.079 0.90 Impervious 0.032 0.30 Pervious 0.111 0.73 Weighted Average 0.111 100.00% Pervious Area *or Tc Length Slope Velocity Capacity Description Y (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, `o" Subcatchment 1S: DA 2 POST (EAST BYPASS) "NW Hydrograph yr 0.44 Runoff d 0,41 cfs©0.08 hrs 0.4'" Rainfall 0.38= 0.36:" • Du-ration=5 rntr�, C 0.32= Inten=5,20- in/hr 0.3 .e. 0.28=. Runoff Area=O.1 j 1-ac w0.26=" 2• 0.24: Runoff Volume=0.003-_af-- 0.22=" LL 0.2i Runoff=Depth=0.32" 0.18: 0.16; Tc=5 0__min___ 0.14' y� /� 0.12 4t=V�7 Air 0.1 0.08 Nor 0.06 0.04 verf 0.02 0 AM vyr+ 0 1 2 3 Time (hours) Air vow 30 VOW +rrrr r 10-Year "" 1204 POST 10 YR DA 2 Rainfall Duration=5 min, lnten=6.70 in/hr Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 +.r ryr This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD "` which may be purchased at www.hydrocad.net. Full programs also include complete documentation, technicalsupport, training materials, and additional features which are essential for actual design work. Summary for Subcatchment 1S: DA 2 POST (EAST BYPASS) Runoff = 0.53 cfs @ 0.08 hrs, Volume= 0.004 af, Depth= 0.41" Now lay Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Rainfall Duration=5 min, Inten=6.70 in/hr New Area (ac) C Description 1110, 0.079 0.90 Impervious 0.032 0.30 Pervious 0.111 0.73 Weighted Average ,., 0.111 100.00% Pervious Area Tc Length Slope Velocity Capacity Description * . (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: DA 2 POST (EAST BYPASS) Am` Hydrograph err Runoff q 0.53 cfs(Q 0.08 hrs 0.5 Rainfall 0.45-" Duration=5 min; l.. 0.4 Inten=6.70 in/hr 0.35-" Runoff Area=0.1-1-1 ac Runoff Volume=0.0O4-of 3 0.3- LL 0.25= Runoff C?epth=0.41" o Tc=5.G min - 0.27 0.15 C=0.73 - Air 0.1 A 0.05 low 0 vrr' 0 1 2 3 Time (hours) Aar 3 1 vow is" 4r. 100-Year Air 1204 POST 100 YR DA 2 Rainfall Duration=5 min, lnten=8.80 in/hr, Cf-1.25 v„► Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 w This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD `m, which may be purchased at www.hydrocad.net. Full programs also include complete documentation, *or technicalsupport, training materials, and additional features which are essential for actual design work. . Summary for Subcatchment 1S: DA 2 POST (EAST BYPASS) A. Runoff = 0.86 cfs @ 0.08 hrs, Volume= 0.006 af, Depth= 0.67" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Rainfall Duration=5 min, Inten=8.80 in/hr, Cf=1.25 Area (ac) C Description , , 0.079 0.90 Impervious 0.032 0.30 Pervious 0.111 0.73 Weighted Average, Frequency Adjusted C = 0.91 >,,, 0.111 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) vsw 5.0 Direct Entry, `f"' Subcatchment 1S: DA 2 POST (EAST BYPASS) Hydrograph yr 0.95 Runoff Alw l 0.86 cfs G 0.08 hrs 0.85=" Rainfall_. yaw 0.�5=" Duration=5 min, ler 0.7= 0.65= Cf=1 25- os= w 0.55 Runoff Area=0_111_ac___ Air a 0.5 Runoff Volume=0.006-af *ow o 0.45:" IT 0.4�' Runoff Depth=0.67" mew 0.35=" 0.3 T-c=5 0 mtrr = Ner 0.25. Frequency Adjusted C=0.91 0.2 0.15 I 0.1 0.05 0 tor 0 1 2 3 Time (hours) Aso 32 wr r 2 -Year ""' 1204 POST 2 YR DA 3 Rainfall Duration=6 min, Inten=4.90 in/hr Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 Ar This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete documentation, technicalsupport, training materials, and additional features which are essential for actual design work. yr "" Summary for Subcatchment 1S: DA 3 POST (NORTH BYPASS) Runoff = 0.15 cfs @ 0.10 hrs, Volume= 0.001 af, Depth= 0.20" Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Rainfall Duration=6 min, Inten=4.90 in/hr Area (ac) C Description ,, 0.012 0.90 Impervious 0.063 0.30 Pervious 0.075 0.40 Weighted Average '41W 0.075 100.00% Pervious Area '" Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: DA 3 POST (NORTH BYPASS) Hydrograph 0.16 Runoff 4err l 0.15 cfs40.10 hrs I 0107' ; Rainfall 0 14 i.r 0.13_ Duration=6 min, 0.12:" Inten=4.9Q in/hr 0.11 yaw o., Runoff Area=0:075 ac 0.09-" Runoff lVolume=0.-001--af-- 0 0.08= Run-off Depth 0.20"__ °- 0.07 AMY 0.06:" Tc=6.0__min ___. 0.05=" C=0:40- 0.04= ire 0.03 — 0.02 i 0.01 0 +- 0 1 2 3 Time (hours) 33 yr 10-Year 1204 POST 10 YR DA 3 Rainfall Duration=6 min, lnten=6.30 in/hr Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 AMP This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete documentation, 111. technicalsupport, training materials, and additional features which are essential for actual design work. ANY Summary for Subcatchment 1S: DA 3 POST (NORTH BYPASS) Runoff = 0.19 cfs @ 0.10 hrs, Volume= 0.002 af, Depth= 0.25" .► Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Rainfall Duration=6 min, Inten=6.30 in/hr Aar low Area (ac) C Description 0.012 0.90 Impervious 0.063 0.30 Pervious Air 0.075 0.40 Weighted Average „. 0.075 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Al 6.0 Direct Entry, Subcatchment 1S: DA 3 POST (NORTH BYPASS) Amy Hydrograph 0.21 M Runoff Aar 10:19 cfs c 0.10 hrs {{ Rainfall AMP 0.18;” 0.17:" Duratton=6 min, _c 0.15. Inten=6-.3Q in/h-r-- 0.14-?" .. 0.13 Runoff-Area=0.075-ac_-- Runoff Volume=0.002 af 0.,1-E ° °,_ Runoff lepth 0 25" a 0.09=" wyr 0.08-" 0.07-" Tc-6.0 min yr. 0.06-" C=0.40--- 0.05-' , vole 0.04= 0.03-' 0.02 41w 0.01 0 0 1 2 3 Time (hours) 34 wr rrr ®rr ter' wry r. Ar 100 -Year Air 1204 POST 100 YR DA 3 Rainfall Duration=6 min, Inten=8.30 in/hr, Cf=1.25 Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.00 Sampler s/n S12866 ©2012 HydroCAD Software Solutions LLC Page 1 yr ie. This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use only. For actual design or modeling applications you must use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete documentation, iew technicalsupport, training materials, and additional features which are essential for actual design work. 4110, Summary for Subcatchment 1S: DA 3 POST (NORTH BYPASS) Ar Runoff = 0.31 cfs @ 0.10 hrs, Volume= 0.003 af, Depth= 0.42" 41110` Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-3.00 hrs, dt= 0.01 hrs Rainfall Duration=6 min, Inten=8.30 in/hr, Cf=1.25 vow Area (ac) C Description 0.012 0.90 Impervious 0.063 0.30 Pervious 1111 0.075 0.40 Weighted Average, Frequency Adjusted C = 0.50 vir 0.075 100.00% Pervious Area `" Tc Length Slope Velocity Capacity Description ., (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, r. Subcatchment 1S: DA 3 POST (NORTH BYPASS) �r Hydrograph +rr 0.34 ®Runoff vow 0.JL 1 0.31 cfs(§010 hrs 0.3 Rainfall 0.26: Duration=6 min, 0.26_" Inten=8:30 in/hr; +err 0.24: 0.22 " Cf=1.L5- vow i 0.2 " Runoff Area=0.075 ac a 018 Runoff V-otume=0.043 of - ,.., 2 0.16 " 0.14 J". Runoff Depth=042" 0.12` Tc=6.0 min 0.1 Frequency Adjusted C=0.50 „ 0.08 loo 0.06- -.► 0.04' Aar 0.02 lime 0 _ 0 1 2 3 Time (hours) 35 .0, ..... ...., ierr Aar Now low Aor IVY CREEK UNITED METHODIST CHURCH NOW w DRAINAGE AND STORMWATER MANAGEMENT COMPUTATIONS v+` Post Development WNW ANY IOW October 31, 2012 'a" Revised: June 17, 2013 Prepared For: — Ivy Creek United Methodist Church 674 Woodlands Road Charlottesville, VA 22901 l.. 434-973-4793 ph 434-973-7648 fax By: Terra Engineering and Land Solutions, PC 2374 Stuarts Draft Highway Stuarts Draft VA 24477 /1 540-337-4591 ph 540-337-5291 fax ier tir ANY r Z _ o� ear m W N -, p y C Z1 al low 70 O N tll 4' 3 7 -CO IlL 'W N = CO 7 111k 0. o ler O o N N 3 Q. 3 y v N 0 irtor a) v` N 7 ci a N W O Co mow Fli CO 41. CD V COO _, T y O O = T o O _ D N O -, N l"/ K V r V d o. 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N in A O • • 43 • • I ENGINEERING CALCULATIONS APPENDIX 5A I VP VW a b Constants for Virginia rr 2..YEAR 10 YEAR 100 YEAR COUNTY # a b a b a b *Pr ARLINGTON 00 119.34 17.86 178.78 20.66 267.54 22.32 A" ACCOMACK 01 107.75 14.69 175.90 20.64 277.44 24.82 mor ALBEMARLE 02 106.02 15.51 161.60 18.73 244.82 20.81 tow ALLEGHENY 03 95.47 13.98 145.g9 17.27 220.94 19.29 yr AMELIA 04 112.68 15.11 173.16 18.81 266.77 22.13 vow VW AMHERST 05 106.72 15.39 162.75 18.83 245.52 21.02 yr APPOMATTOX 06 109.11 15.39 167.44 19.12 254.03 21.61 wow AUGUSTA 07 84.21 10.44 135.74 14.54 210.02 16.99 BEDFORD 09 114.59 17.21 171.51 20.47 258.17 22.80 lir BLAND 10 105.33 16.56 162.75 20.41 247.84 22.87 Aerw BOTETOURT 11 110.32 16.95 164.94 20.01 247.92 22.16 BRUNSWICK 12 126.74 17.27 190.73 21.52 287.02 24.46 BUCHANAN 13 87.14 13.22 128.51 15.15 189.98 16.22 `r. BUCKINGHAM 14 109.95 15.41 168.28 19.11 254.59 21.47 CAMPBELL 15 110.26 15.76. 167.27 19.18 252.65 21.56 "`r CAROLINE 16 121.21 17.33 182.56 20.88 275.65 23.30 CARROLL 17 119.79 18.65 188.13 23.81 288.94 27.06 CHARLES CITY 18 124.23 17.14 186.52 21.05 281.04 23.85 CHARLOTTE 19 109.87 14.71 171.75 19.25 265.18 22.56 CHESTERFIELD 20 124.66 17.55 186.15 21.03 277.94 23.26 %.. CLARKE 21 94.13 12.88 141.03 15.39 210.66 16.85 CRAIG 22 106.67 16.54 166.19 20.94 251.27 22.95 "`" CULPEPER 23 111.90 16.25 169.78 19.51 255.26 21.52 CUMBERLAND 24 111.34 15.29 172.73 19.29 271.55 24.02 Air viw Ate Illir ler 44