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WPO201400038 Calculations 2014-03-07
Sheeflee Cohousing Final Stormwater Calculations Located in: Albemarle County, Virginia l,TH OF JOHN T. NEEL Lic. No. 035780 , c>. (07 ( it ? ft Project Number: 1770.3 V `sZONAL Date: April 25, 2008 Revised: March 7, 2014 %.000 GAY A ND NEEL, INC. 1260 Radford Street • Christiansburg, Virginia 24073 540.381.6011 office•540.381.2773 fax www.gayandneel.com•info@gayandneel.com Sheeflee Cohousing TABLE OF CONTENTS INTRODUCTION DRAINAGE MAPS CALCULATIONS • Time of Concentration and Rational Method Weighted Runoff Coefficients • Albemarle County Modified Simple Method Worksheets • Proposed Biofiltration Sizing Summary • Bio-Filter Detail from Albemarle County Design Manual • Hydraflow Hydrograph Hydrologic Analysis • Watershed Model Schematic • Return Period Recap • Rainfall report • Biofilter 1 to 5 Design Summary • Biofilter 1 to 5 2-yr, 10-yr and 100-yr Water Surface Elevation (WSEL) Schematic • 2-yr Predevelopment, Postdevelopment and Routing Summary Report and HydrographsHydrographs • 10-yr Predevelopment, Postdevelopment and Routing Summary Report and HydrographsHydrographs • 100-yr Predevelopment, Postdevelopment and Routing Summary Report and HydrographsHydrographs • Weir Flow Calculations for Biofilter 1 to 5 MS-19 ANALYSIS 2 Sheeflee Cohousing INTRODUCTION 3 Four bioretention filters proposed in the site development plan are designed with Cipoletti-type weir outlets.The bioretention filters are designed with the required flat floor area and to reduce postdevelopment 2-yr year storm peak flows to less than or equal to predevelopment peak levels.The bioretention areas are 18 inches in depth.The bio-filters maintain a minimum 1.0 foot freeboard when passing the 100-yr peak flow rate.The predevelopment and postdevelopment peak flow rates are summarized in the table below: Predevelopment and Postdevelopment Peak Flow Rate Summary Return Predevelopment postdevelopment Net Decrease Area Period Peak Flow(cfs) Routed Peak Flow (cfs) (Increase)(cfs) 2-yr 1.69 0.30 1.39 1 10-yr 2.20 1.01 1.19 100-yr 2.88 0.19 2.69 2-yr 0.44 0.34 0.10 2 10-yr 0.58 0.61 (0.03) 100-yr 0.76 0.16 0.60 2-yr 1.37 0.89 0.48 3 10-yr 1.79 1.60 0.19 100-yr 2.34 2.02 0.32 2-yr 1.47 1.44 0.03 4 10-yr 1.92 1.93 (0.01) 100-yr 2.50 2.02 0.48 2-yr 1.27 0.50 0.78 5 10-yr 1.67 1.09 0.58 100-yr 2.19 0.18 2.01 • 4 Sheeflee Cohousing DRAINAGE MAPS ( �� GeV ,,o/ axa au o o eC • \-J,11::??,.:N . " 1! r' \ ��� ... N ��.. sit 0 % 1141041WAk 04 ' . '' \ ,t,\ \'\ ra lk IN 11,3-fi - Al,.......0 ..A. .• ‘ A ---,, `-‘,:, `,,, \,, -,,, \ ..:1- ••••••••, rib._ TwItiro, ,,, ....., ouiv..._•.,...r_ .ar k, „iii , ..,.. N. Ns, s, to taa_,.._, 0 :.:710-...":"40. iisiish:\,,,,,,%:,....,,. .. , a. \. IR' AO' ......__ L. <ii 1 14,#)%ipirlipi Iiiiii, 4 1Y _�:r_ i�K o o ..ii rf:;.-:,4,01., IN 1 `r, C4 tF ,pt s� t fiVelk. i A • 41141WA -AlariP 0 - -.,,: -•fr� sV/• .a°��' ` IiIII1 _ 2 aoLott7gil. ti . .. �"-��_. _d ' — 84, ler ..., aile+o.. v eee �lrf--------- i6 aye 4 rry r ° xsx r it m L 6 i 0 a % exp ex O '4 N- i a / asx - '• _ i GAY AND LANDSCAPE ARCHITECfURE INC. Predevelopment`n CoHousingDESIGNED BLM a ,CIVIL ENGINEERING CHECKED 3 ` SURVEYING P Drainage Area Map r DRAWN: BLM p2 1260 Radford Street SCALE: 1"=100' Christiansburg, Virginia 24073 DATE: 04/07/08 X REVISED: Phone: (540) 381-6011 Fox: (540) 381-2773 JOB NO. 1770 &moil: info®goyandneel.cam Albemarle County, Virginia SHEET 1 OF 1 MI 6 ---__ ,-1 / _______ ----- .., ._ ,- -- - . tc tiCe 1/I , r..__-- — 44....ci ? ..C.,-- 2 -0 .....__ z_ \.„ -....-- _ ,,... .N. ---....----..., -... ....,, ,, ‘--C,...---"H-- ,, •,..-1 ....0„,e. ..' filtillito \„, , P ...., - , Sk. N \\,. s'• N, -, s\ \ •-.4-,,, . / 001017400%, a in irlilt iit. (40,- .4 • 114,, 1 ,A I, - \ \ CI 111101k4 \ 1 *IP'. \ ..,, cr cc itArilr-._ N. t ..:._-- ,t. izrilLit* ArlitittAim,144, diriS ika• 41killl \.S \ Ns\ N \s, ..ii; cr: 7.--- . ._., \‘‘, ...., v• E c NM Ik1k, `,--•,., \ \ \\ c , .0 \2 i jrariiif .."41111 I [3\.,,1 iiNiii, 14%....-„A,,,,,d& 4.4,•• \ \-,,,..-,,,'---------__-----' c- 4 c • li, -,,oik,-- ' - \\, N-"---., * : ,,r1 In! r A • ...t.„ `,„ ------- co 0, I ;* ----4-•iiii • A.• ' 4 ill' rot b itals.. ' ih, I 44r. `,din .. .soil,. - -I. Is1-='4.-1.1 Is nil i„ -id" 0 A wmg Liei A iii. p_,_..,,,,: lot Iiitit...t,, - :-Ne --- '-'44r *d cv -4- i'4\ *t4411L ieMPII".- _ Iiiiiir laill *I 04:. lir .." . -.....-- -) it. ------ '' „------ cn .6-4,4k.'”' , .• ..- PI*. ''. '''''. ....---- ----.mmim ---im.••••'."------ co er. Igitk-, / (71* , i iiiiiii •c II / ... / ,"00,0•,- , ii braio. 6 Ai GAY AND NEEL, INC. Blue Ridge CoHousing El DESIGNED: BLM f1 CHECKED: .0 CIVIL ENGINEERING Post Development Drainage Area Map BLM '''i DRAWN: § V LANDSCAPE ARCHITECTURE . SCALE: I"=WO' E SURVEYING C 1260 Radford Street : X Christiansburg, Virginia 24073 REVISED. DATE: 04/07/08 1 : Phone: (540) 381- 11 60Eax: (540) 381-2773 JOB NO. 1770 Email. infeDgayandneel.com Albemarle County, Virginta ' SHEET 1 OF 1 7 Sheeflee Cohousing CALCULATIONS 8 Sheeflee Cohousing Time of Concentration and Rational Method Weighted Runoff Coefficients 9 Blue Ridge CoHousing JN: 1770.0 Pre-Development Drainage Area 1 BY: BLM DATE: 04/15108 Drainage Area Area (ac.) C Area*C Comments 0.14 0.80 0.11 Gravel 0.03 0.90 0.03 Impervious 0.87 0.30 0.26 Pasture/Pre-Dev Grass 0.04 0.25 0.01 Woods Total Area 1.08 acres Weighted C 0.38 Area*C 0.41 Time of Concentration toverland 9.51 L= 200' N= 17.0 C'= 0.35 'Channel 0.33 L= 59' H= 12' to 10.00 min Intensity 1=B/(tc+D)^E Storm Frequency B D E 12 4.12 in/hr 2 49.02 10.50 0.82 110 5.37 in/hr 10 46.95 9.50 0.73 1100 7.01 in/hr 100 31.09 5.00 0.55 Results Q2 1.69 cfs Q10 2.20 cfs 0100 3.60 cfs Q=C*l*A 10 Blue Ridge CoHousing JN: 1770.0 Pre-Development Drainage Area 2 BY: BLM DATE: 04/08/08 Drainage Area Area (ac.) C Area*C Comments 0.02 0.80 0.02 Gravel 0.00 0.90 0.00 Impervious 0.33 0.30 0.10 Pasture/Pre-Dev Grass 0.00 0.25 0.00 Woods Total Area 0.35 acres Weighted C 0.33 Area*C 0.12 Time of Concentration tOverland 11.51 L= 200' H= 14.0 C'= 0.30 tchannet 0.11 L= 10' H= 1' t, 12.00 min intensity 1=B/(t,+D}^E Storm Frequency B D E 12 3.82 in/hr 2 49.02 10.50 0.82 lio 5.00 in/hr 10 46.95 9.50 0.73 l�o0 6.54 in/hr 100 31.09 5.00 0.55 Results Q2 0.44 cfs Quo 0.58 cfs, Qioo 0.94 cfs Q =C*I*A 11 Blue Ridge CoHousing JN: 1770.0 Pre-Development Drainage Area 3 BY: BLM DATE: 04108/08 Drainage Area Area(ac.) C Area*C Comments 0.11 0.80 0.09 Gravel 0.12 0.90 0.11 Impervious 0.47 0.30 0.14 Pasture/Pre-Dev Grass 0.02 0.25 0.01 Woods Total Area 0.72 acres Weighted C 0.48 Area* C 0.34 Time of Concentration tOverland 10.97 L= 200' H= 8.0 C'= 0.35 tchannel 0.24 L= 35' H= 6' tc 11.00 min Intensity 1=8/(tc+D)^E Storm Frequency B D E 12 3.96 in/hr 2 49.02 10.50 0.82 1ao 5.18 in/hr 10 46.95 9.50 0.73 Imo 6.77 in/hr 100 31.09 5.00 0.55 Results Q2 1.37 cfs Qio 1.79 cfs Q10o 2.92 cfs Q = C*I*A 12 Blue Ridge CoHousing JN: 1770.0 Pre-Development Drainage Area 4 BY: BLM DATE: 04/07/08 Drainage Area Area (ac.) C Area*C Comments 0.00 0.80 0.00 Gravel 0.08 0.90 0.07 Impervious 0.91 0.30 0.27 Pasture/Pre-Dev Grass 0.03 0.25 0.01 Woods Total Area 1.02 acres Weighted C 0.35 Area*C 0.35 Time of Concentration toveriand 10.00 L= 200' H= 13.0 C'= 0.35 tChanneI 0.47 L= 75' H= 10' t� 10.00 min Intensity 1=B/(tc+D)^E Storm Frequency B D E 12 4.12 in/hr 2 49.02 10.50 0.82 110 5.37 in/hr 10 46.95 9.50 0.73 1100 7.01 in/hr 100 31.09 5.00 0.55 Results Q2 1.47 cfs Q10 1.92 cfs Q100 3.13 cfs Q =C*I*A 13 Blue Ridge CoHousing JN: 1770.0 Pre-Development Drainage Area 5 BY: BLM DATE: 04/08/08 Drainage Area Area(ac.) C Area*C Comments 0.00 0.80 0.00 Gravel 0.13 0.90 0.12 Impervious 0.48 0.30 0.14 Pasture/Pre-Dev Grass 0.35 0.25 0.09 Woods Total Area 0.96 acres Weighted C 0.36 Area*C 0.35 Time of Concentration tOvedand 12.80 L 200' H= 8.0 C'= 0.30 Channel 0.26 L= 30' H= 3' t, 13.00 min Intensity 1=B/(tc+D)^E Storm Frequency B D E 12 3.68 in/hr 2 49.02 10.50 0.82 110 4.84 in/hr 10 46.95 9.50 0.73 1100 6.34 in/hr 100 31.09 5.00 0.55 Results Q2 1.27 cfs Q10 1.67 cfs Q1oo .74 cfs Q,C*l*A .`2 Z 14 Blue Ridge CoHousing JN: 1770.0 Post-Development Drainage Area 1 BY: BLM DATE: 04/15/08 Drainage Area Area (ac.) C Area*C Comments 0.00 0.80 0.00 Gravel 0.45 0.90 0.41 Impervious 0.59 0.30 0.18 Grass 0.04 0.25 0.01 Woods Total Area 1.08 acres Weighted C 0.55 Area*C 0.59 Time of Concentration tOveriand 6.05 L= 200' H= 17.0 C'= 0.55 tChannei 0.29 L= 50' H= 10' t� 6.00 min Intensity I=B/(tc*D)^E Storm Frequency B D F 12 4.92 in/hr 2 49.02 10.50 0.82 110 6.35 in/hr 10 46.95 9.50 0.73 1100 8.31 in/hr 100 31.09 5.00 0.55 Results Q2 2.92 cfs Q10 3.77 cfs Q100 6.17 cfs Q =C*I*A 15 Blue Ridge CoHousing JN: 1770.0 Post Development Drainage Area 2 BY: BLM DATE: 04/07/08 Drainage Area Area(ac.) C Area*C Comments 0.00 0.80 0.00 Gravel 0.13 0.90 0.12 Impervious 0.22 0.30 0.07 Grass 0.00 0.25 0.00 Woods Total Area 0.35 acres Weighted C 0.52 Area*C 0.18 Time of Concentration tovedand 5.87 L= 175' H= 13.0 C'= 0.55 tchannel 0.00 L= 0' H= 0' t� . 6.00 min Intensity I=B/(tc+D)^E Storm Frequency B D E 12 4.92 in/hr 2 49.02 10.50 0.82 Iia 6.35 in/hr 10 46.95 9.50 0.73 lio0 8.31 in/hr 100 31.09 5.00 0.55 Results Q2 0.90 cfs Quo 1.16 cfs Q-100 1.89 cfs Q = C*I*A 16 Blue Ridge CoHousing JN: 1770.0 Post-Development Drainage Area 3 BY: BLM DATE: 04/07/08 Drainage Area Area(ac.) C Area*C Comments 0.00 0.80 0.00 Gravel 0.40 0.90 0.36 Impervious 0.31 0.30 0.09 Grass 0.02 0.25 0.01 Woods Total Area 0.73 acres Weighted C 0.63 Area*C 0.46 Time of Concentration toverfand 10.16 L= 130' H= 3.0 C'= 0.35 town! 0.72 L= 80' H= 4' ( ''''''),...,,,, y t, 11.00 min Intensity ---- l=B/(tc+D)^E �`__ Storm Frequency B D E 12 3.96 in/hr 2 49.02 10.50 0.82 110 5.18 in/hr 10 46.95 9.50 0.73 1100 6.77 in/hr '. 100 31.09 5.00 0.55 Results 02 1.82 cfs Quo 2.38 cfs Q100 3.89 cfs .i/gt. Q =C*I*A 17 .1110 Blue Ridge CoHousing JN: 1770.0 Post Development Drainage Area 4 BY: BLM DATE: 04/07/08 Drainage Area Area (ac.) C Area*C Comments 0.00 0.80 0.00 Gravel 0.23 0.90 0.21 Impervious 0.76 0.30 0.23 Grass 0.03 0.25 0.01 Woods Total Area 1.02 acres Weighted C 0.43 Area*C 0.44 Time of Concentration tOvedand 2.96 L= 110' H= 8.0 C'= 0.90 tchannel 1.11 L= 140' H= 7' tc 5.00 min Intensity 1=B/(tc-FD)^E Storm Frequency B D E 12 5.18 in/hr 2 49.02 10.50 0.82 110 6.67 in/hr 10 46.95 9.50 0.73 1100 8.76 in/hr 100 31.09 5.00 0.55 Results Q2 2.27 cfs 010 2.92 cfs 0100 4.80 cfs Q=C*I*A 18 Blue Ridge CoHousing JN: 1770.0 Post Development Drainage Area 5 BY: BLM DATE: 04/07/08 Drainage Area Area(ac.) C Area*C Comments 0.00 0.80 0.00 Gravel 0.33 0.90 0.30 Impervious 0.37 0.30 0.11 Grass 0.26 0.25 0.07 Woods Total Area 0.96 acres Weighted C 0.49 Area* C 0.47 Time of Concentration tOveriand 3.39 L= 140' H= 8.5 C'= 0.90 tChannel 0.00 L= 0' H= 0' t, 5.00 min Intensity I=B/(tc+D)^E Storm Frequency B D E 12 5.18 in/hr 2 49.02 10.50 0.82 110 6.67 in/hr 10 46.95 9.50 0.73 1100 8.76 in/hr 100 31.09 5.00 0.55 Results 02 2.44 cfs Q10 3.14 cfs Q100 5.15 cfs Q=C*I*A 19 VIM Sheeflee Cohousing Albemarle County Modified Simple Method Worksheets atm 1100 aar a fOO IMO a 41100 aar air 20 aar Short Version BMP Computations For Worksheets 2 -6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan: Blue Ridge Cohousing JN 1770.0 Water Resources Area: Drinking Water Watershed Preparers_ _-___ BLM Date: 08-Apr-08 __ ____ _.._.._._ Project Drainage Area Designation Area 1 L storm pollutant export in pounds, L=[P(Pj)Rv/121[C(A)2.72] - Rv mean runoff coefficient, Rv=0.05+0.009(1) Pj small storm correction factor,0.9 percent imperviousness - P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, L A= pgiti1WC14088 140888 sq ft 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(1)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) - Impervious Cover Computation(values in feet&square feet) Item . �-� Fpre:dev-gopment Areaost-development Area Roads Length Width subtotal -_��._. Length Width subtotal d. See"Other Impervious Areas" ( 0 - 0 0 0 o D. f 0 0 0 , 0 0 0 i 0 0 0 0 __ i j ____. _0 0 I -__ 0 t_._....... . _,0 - (Driveways Length 5rrWidth no. subtotal !Length Width_ no. subtotal and walks �_.. .L. � 0 0 0 0( 0 01 0 _. 0 0 0 0 --- of 0 0 of 262 526.25 r l 4959.15 4959.15 „, Parking Lots 1 2 3 4 1 2 3 4 0 I .. W 0 1764.23 1 0 1764.21 Gravel areas Area 0 Riding Area -' Area j ;x0.70= 5941.671 1x0.70= 0 _ Structures Area no. subtotal I Area no. subtotal See"Other Impervious Areas" (_ 0 0V 0 Unit C 0 0 0 01 0 0 Unit B 0 0 0 L.___. __ j 01 0 0 0 Unit D 0 ________4.0 � 0] 0 12181.76 Actively-grazed pasture& Area Area yards and cultivated turf E 40021.21x 0.08= 3201.69 j 22343.931x 0.08= 1787.5141 ____ Active crop land Area Area _ _�x 0.25= 0 mix 0.25= 0I I Other Impervious Areas Unit A 0 'o Half of Existing Barn 696.86 Half of Existing Barn 696.86 Impervious Cover �Z -rgc ° r 5 1 __E0W ((pre) ... ((post) woe Lly(pos V l 0.46 , New Development(For Development Areas,existing impervious cover<=20%) C f l I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type rt(i4`"WA ' k a,c 0.25 _ 1.65 304 1.40 441d Development Area .' . _•,'o' t E c ti 51 4 0.25 ' 0.82 1.52 0.70 le_. Drinking Water Watersheds . N -5'.? 0.25 0.94 1.74_ 0.80 o ~-1i j Other Rural Land *min.values "'" Redevelopment(For Development Areas,existing impervious cover>20%) r C f I(pre)* Rv(pre) 1 ML(pre) L(post) RR %RR Area Type A s c' 'x d.„et- f e 0.25 1.65 3.04 1.56 WA-MIA Development Area e t, e n ' 0 0.25 0.82 1.52 0.82 Drinking Water Watersheds :nie' c - 025 0.94 1.74 0.94 ' ; Other Rural Land Interim Manual,Page 70 rev. 16 Feb 1998 GEB 21 Short Version BMP Computations For Worksheets 2 -6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan: Blue Ridge Cohousing JN 1770.0 Water Resources Area: Drinking Water Watershed Preparer4 _ BLM Date: 08-Apr-08 Project Drainage Area Designation Area 2 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) Pj small storm correction factor,0.9 percent imperviousness " P annual precipitation,43"in Albemarle - A project area in acres in subject drainage area, C-TA=-1ry 73 25943 sq ft 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) Impervious Cover Computation(values in feet square feet) item R •re-development ...._ Area I ost-development Area_-1 Roads Length Width subtotal Len.th Width subtotal "" See"Other Impervious Areas" OF 0 0 0 -~-- 0 0 I Q 0 0 0 0 I 1 i- f __I__ 0 0 0 0 a_..____.._�Q 001 JDriveways Length Width no. subtotal (Length -Width no. subtotal and walks 0 0 0 0 0 0 0 0 See �O 0 ----`0 0 0 0 O 0 Other Impervious Areas I 0 0 m 633.01 633.01 .. (Parking Lots 1 2 3 4 1 2 3 4 " ;Gravel areas IArea 0 �.__,_ Oi 0 , - 1 _ 0 01 0 Riding Area Area _ -----1 x 0.70= 954.09 I ..�...._........_....._. �____..�.__ �" ,x 0.70= 01 Structures Area no. subtotal Area no. subtotal 1 ISee"Other Impervious Areas" 1 of" 0 0 0 0 0 Oi 0 0 __ 0 0 0 01 0 0 0 5029.79 5029,79 . Actively-grazed pasture& Area yards and cultivated turf 1 14471.71x. 1157.73 0.08= - -• ____ f 9583.21x 0.08= 766.656 Active crop land Area _ -t Area i I � � tx0.25= 0 1 ]x0.25= oI Other Impervious Areas Impervious Cover :: ,-, 1 Rv(Qostl V is,..... t()ost) I 0.43 '9a9' n New Development(For Development Areas,existing impervious cover<=20%) C f ' I(pre)*1 Rv(pre) L(pre) L(post) RR %RR Area Type 0.23 0.49 0.92 0.43 g6yo' Development Area Fqxo as o 0.17 j 0.19_. 0.46 � 0.27 ,,4'' __.._. S-!o Drinking Water Watersheds e o�, a�; 5 'r 0.17 I 0.21 0.53 0.31 '"��' _ _ , ...59 A Other Rural Land *min.values "-- 'Redevelopment(For Development Areas,existing impervious cover>20%) _ � NC M f I(pre)* Rv(pre) ^ L(pre L(post) RR %RR Area Type e _ "g� ° '04r Development Area x-A, s 0.22 0.49 0.92 0.48 e "#C 0.17 0.19 0.46 0.30 „.7,1. --2--64?7a' Drinking Water Watersheds 44: . 0.17 0.21 0.53 0.35 ?/o:: Other Rural Land �_ " Interim Manual,Page 70 rev.16 Feb 1998 GEB 22 Short Version BMP Computations For Worksheets 2-6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan: _ Blue Rld�c e Cohousing JN 1770.0 Water Resources Area: Drinking Water Watershed Preparers BLM �...�___ ______Date: ._._._ 08-Apr-08 Project Drainage Area Designation Area 3 L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(I) Pj small storm correction factor,0.9 percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, L A= s:n:27 �`:`�:.,'::_..�?`x__,, 47987 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(1)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) - Impervious Cover Computation(values in feet&square feet) Item i e-deyelogment ^ Area i ost-development Area Roads Le •th Width subtotal Length Width subtotal ___ ' I0} _ 0 0 1 o -0-1---0- 0f 0 0 0 0 0 (° 0 0 0�� o ; ( 0 0 Road 02042.28 .r• (Driveways Length Width no. subtotal I Length Width no. subtotal land walks 0 0} _ 0 0' 01 0 0- 0 i _ 0, _ 0 0 ___ _0_ 0 0 0. 0 0 Walkways 1945.25 1945.25 M„ Parking Lots W �mmmm 1 2 3 4 1 2 3 4 __ o [ 0 4146.04 �--- -_- -- ( 1 0 4146.04 Gravel areas Area O'Riding Area 1 Area i " "'__- i Ix0.70= 14911.19 x0.70= % Atefp Structures Area no. subtotal Area no. subtotal 0 i _ 0 0 01 0 0 o -- o _ o Existfn• Structures 0,1 o 0 0 o 153.52 153.52 0 4122.36 lActively-grazed pasture& Area Area yards and cultivated turf21366.1 x 0.08= 1709.29 Active crop land Area -- 2098fi[x 0.08= 1678.88 Area 1 [x0.25= 0 [x 0.25= 0 Other impervious Areas Pool area 5168.07 Pool Area 5168.07 impervious Cover liza2N6q; I(Pre) 1(post) Rv pow V -1 / 0.60-", :;20-5-4 t. New Development(For Development Areas,existing impervious cover<=20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR , Area Type a ®S .ts s} �' 0.39 1.74 2.64- 0.91 '4414, __4N Development --� ,v r � 0 39 0.87 1.32 ( 0.45 � � K Drinking Water Watersheds ;.. © e 0.39 0.99 1.51 0.524 Other Rural Land - g *min.values _.... Redevelopment(For Development Areas,existing impervious cover>20%) 1 C NM I(pre)* Rv(pre) ' L(pre) L(post) RR %RR Area Type f34:.A. tarSagtaf001 0.39 1.74 2.64 1.08 -,1:S. „;',-4ni Development Area _~ a • ;• z a �' 0.39 0.87 1.32 0.58 0, Drinking Water Watersheds '"M lift '° e > ; '3_w__ 0.39 0.99 1.51 _ 0.67 '_4° Other Rural Land Interim Manual,Page 70 rev.16 Feb 1998 GEB 23 / Short Version BMP Computations For Worksheets 2-6 Albemarle County Water Protection Ordinance: Modified Sim p cIe Method 7t , Plan: _ Blue Ridge Cohousinct JN 1770.0 'u, ____ Wafer Resources Area; f �.._._.��.,.,_. Drinking Water Watershed Preparer:y BLM - _ Dated 08-Apr-08 Project Drainage Area Designation Area 4_ L storm pollutant export in pounds, L=[P(Pj)Rv/12)[C(A)2.72 J Rv mean runoff coefficient, Rv=0.05+0.009(1) Pj small storm correction factor,0.9 I percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, q- n�,1 :.. C pollutant concentration,m /1 or - " '^ 38975 sq ft f factor applied to RR g ppm target phosphorus 1 V required treatment volume in cy,0.5"over imperv.area= A(1)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) err Impervious Cover Computation(values in feet&square feet) Item _ •re-development ' ' (Area ' post-development Area `, ��� ��Leith Width subtotal Length Width _ Roads subtotal <., . See"Other Impervious Areas" i 01 0 0 I 0 01 o o 0 0 ° 0 - 0 0 ...ii Length Width no. subtotal ° 0 01 1533.56 land walks 0 Length ��Width -"� no. subtotal �' -' 01 0 _ 00 See _ 0 0 0 0 0 r _ _ 0 0 Other 1m a ervious Areas 2254.09 2254.09 ° ° _ 0.. Parking Lots 1 2 3 4 1180.15 T180.15 f _ _0 1 2 3 4 Gravel areas Area -' 0 2336.52 0 0 2336.52 Riding Area �� Areax 0.70= 0 Val Structures Area no. subtotal_._ ��x 0.70= 0 See"Other Impervious Areas" E 1 671.34 671.34 Unit 0 Area no. subtotal i__... - 1 504 504 ° 0 0 Unit B 0 0 0 r~T°i 0 0 0 0 1175.34 Unit A Actively-grazed pasture& Area 0 4985.19 yards and cultivated turf _ 1 40885,2_1x 0.08= 3270,81 Area Active crop land Area T "" 34412.4 x 0.08= 2752.992 x 0,25= 0 Area `__"__."._`__' Other Impervious Areas x 0.25= 0 impervious Cover Rv(post) V,rt /, 1) ___ l(pre) i(post) 0.31 1`° (,.., New DevelopmentfFor Development Areas,existing impervious cover<=20%) C f I(pre)* Rv(pre) L(pre) L(post) RR fr �. e,. �,a . Area Type ___..__ $ s a N a 0.23 M 1.44 1.94 0.49 ', 1. w: a.°,l`` Development Area "_-" q o 3 e 0.19 _ - 0.58 0.97 0.39 - ; Drinking Water Watershed- --- 0.19 0.66 1.11 *min.values ^ 0.44 '�, you- Other Rural Land -' _. Redevelopment(For Development Areas,existing impervious cover>20%) kitae s I(pre)* Rv(pre) L(pre L(post) RR %RR Area Type _______...._.. °.l 0.23 1.44 1.94 0.64 ;>," ` sus a �. �3��; Development Area ���_'-��""- a a a® 1 0.19 0.58 0.97 0.47 � Q Drinking Water Watershedsbuy, i1 ' 0.19 0.66 1.11 0.54 .;';g,41-4-7,,,/,4- °, OtherViand Interim Manual,Page 70 rev. 16 Feb 1998 GEB 24 Sheeflee Cohousing Proposed Biofiltration Sizing Summary 25 Albemarle County Engineering Expedited Review Tables Page 14 of 17 Table 13: Water Quality BMP Facilities Water Quality BMP Measures(by credited removal rate)in Albemarle County Removal Applicable State Stnds and BMP Rate Spec." remarks Grassed swale 15% 3.13 flat grade Detention basin(dry) 15% 3.08,3.01,3.02,3.03 Stormceptor 15% 3.15 Voluntary stream buffers requires approval on sheet flow,beyond WPO 20% preliminary plat requirements,rural subdivisions Water quality swale 35% 3.13,3.11 Extended detention basin 35% designed as blofilter 3.07,3.01,3.02,3.03,3.04 30hr drawdown 2WQV Retention basin I(pond) 40% 3.06,3.01,3.02,3.03,3.04 3WQV Biofilter I(bioretention)*•4••• • 2.5%of impervious area,underdrain 50% 3.11,3.05,(3.01,3.02,3.03) requried,(can combine with basin) Extended detention and marsh 3.08,3.01,3.02,3.03,3.04, 50% 3.05 1 WQV in shallow marsh Retention basin II(larger pond) 50% 3,07,3.01,3.02,3.03,3.04 4WQV Stoma-titer 50% 3.15 Biofilter II(bioretention)4• 65% 3.11,3.05,(3.01,3.02,3.03) 5%of impervious area Retention basin III(larger 65% 3.06,3.01,3.02,3.03,3.04, ( g pond with wetlands) 3.05 4WQV+wetland bench Filterra 65% 3.15 Sand filter 65% 3.15 porous pavers n/a reduces impervious area aisi• *Usually,soils in Albemarle County do not support filtration. Filters have imported media+underdrains. 4111 Filtration using native soils must provide soil test data. **Virginia Stormwater Management Handbook,see below. Facilities must have all components(wetlands, • forebays,etc)to be credited with full removal rates KEY TO STANDARDS AND SPECS 40. 3.01 Earthen Embankments 3.02 Principal Spillways 3.03 Vegetated Emergency Spillway 3.04 Sediment Forebay 3.05 Landscaping • 3.06 Retention Basins 3.97 Extended Detention Basin 3.08 Detention Basin 3.09 Constructed Wetlands .. 3.10 Infiltration Practices 3.11 Bio-Retention 3.12 Sand Filters 3.13 Grassed Swale 3.14 Vegetated Filter Strip 3.15 Manufactured BMP Systems a IN 26 ,A f. - -a3"z, '�" r (1_,,,,,, V1), _ -,-,-7. z Biofilter Sizing Requirements Summary Flat Floor Total Total % of Imp Area Area Area Impervious BioFilter Area Required Area ID (sq ft) (ac) Area(sq ft) %RR Type Required (sq ft) 1 47232 1.08 22199 54 II 5.0 1110 2 15426 0.35 6479 59 II 5.0 324 3 31599 0.73 19275 44 I 2.5 482 4 44315 1.02 12851 40 I 2.5 321 5 41660 0.96 16664 44 1 2.5 417 27 Sheeflee Cohousing Bio-Filter Detail from Albemarle County Design Manual 28 i --.-. ,,/* ''' ourtei 6"NON-FE REORA I ED PRDiECT7ON `� �!� PVC PIPE 10 OVERFLOW l>rSYL1GN'T PROTECTION ' d ,1 J STONE WEIR REBUILD AS NECESSARY y i�•i� % a v,s1BERFi ;;i:. " 91:RFi t,•r 31I SIDE ,`, i, Y'i SLOPES— .1 Ii {MAX) C �i ......._.....14. `•- "i.-__ik I f t I 4"-6"PERFORATED PVC PIPE I ,I f I, ,_ SQIEDULE 40 OR AoPROV£D 1 1 r i EQUIVALENT PLACED 20 ft.QC. 1, 0+A I I, 1 .1 I•. CUTLET / • '1 1' is PROTECTION! i I • :. ON ENERGY DISSIPATER Y ifF ;., i i' . STORM 1 I •;." WATER CHANNEL '',:,,,,I. H d .0. 7.P.44/ .. a 11 MP)armour ' PLAN ce .r STONE STONE TOP OF WEIR REBUILD o BERM As NECESSARY SIDE SLOPE REGRADED —\ TO 3;1(MAX) — to o sr ma x` l�l� \\\\\ c YY. 6^701. : V' (MIN' LUCK BLU-PAHO FIDE ra OR T'k51tC1 AFtO APPR{7VF U - EQWVALENI' . ;a; -�" tii CO r s� -- UNDERURAIN�GRAVEL. ORIGINAL SILT 1 I( IRs1}WRAPPED. TRAP SIDESLOPE1N FILTER FAME E PROVIDE PIPES I REMOVE SILT AND ACROSS ENTIRE WIDTH SEDIMENT AFTER FINAL AT 20 FE(IC, SI'A9R.IZATTON.REPLACE Q WITH LOAM OR GRANULAR CO NOTE: PROFILE EARTHFILL. V THE DISTANCE BEMEEN CLEAN401/15 WILL NOT EXCEED TOP OF BERM of 50 FEET. f p, CLEAN-OUT CD i, a i• W/WATERTIGHT fi•MAX CV STONE r.( � �f' WEIR -^� 5� �' At CO _ .C5�w.:PiY��tl 142—i �,r S[,:;, .-Tri. .r H.W. s c•=�',x'ri '7 AlIabid 13 1.-v VON-PERFORATED ' IWC PIPE Cd I%MN,SLOPE -..`"_•-- `R F. -�-'` LOAM OR GRANULAR 4"-6"PERFORATED PVL EARTNFILL 6 PIPE q 1'St Mm,SLOPE CROSS SECTION 'm b SILT TRAP RETROFIT TO 810-FILTER NO SCALE To C..) ro Five bioretention filters proposed in the site development plan are designed with cipoletti a type weir outlets.The bioretention filters are designed with the required flat floor area and o to reduce postdevelopment 2-yr year storm peak flows to less than or equal to o predevelopment peak levels.The bio-filters maintain a minimum 1.0 foot freeboard when : passing the 100-yr peak flow rate. 1.--c-r) ; Ai GAY AND NEEL, INC, Blue Ridge CoHousing ,CMG ENGINEERING ` DESIGNED: 8LM LANDSCAPE ARCHITECTURE :E CHECKED: C VO 9URYEYTNG 01 1260SU Radford Street DRAWN: BLM NTS o Christiansburg, Virginia 24073 Bio Filter Detail __ SCALE: NTS DATE: 04/25/08 Phone: {540) 387-6077 Fax: (540) 38I-2773 '� i REVISED: X Email: info®goyandneel.com JOB NO. 1770.0 Albemarle County, Virginia SHEET 1 OF 1 29 Sheeflee Cohousing Hydraflow Hydrograph Hydrologic Analysis 30 Watershed Model Schematic "4 11_,41 : t023 \8ji08 1 ib12 to Aga as 13 to as Legend V Hvd. Origin Description 14 1 Rational PRE AREA 1 2 Rational PRE AREA 2 3 Rational PRE AREA 3 4 Rational PRE AREA 4 5 Rational PRE AREA 5 6 Mod.RationalPOST AREA 1 7 Mod.RationaFOST AREA 2 8 Mod.RationalPOST AREA 3 9 Mod.RationalPOST AREA 415 vis 10 Mod.RationalPOST AREA 5 11 Reservoir Area 1 Routed 12 Reservoir Area 2 Routed 13 Reservoir Area 3 Routed 14 Reservoir Area 4 Routed 15 Reservoir Area 5 Routed Project:JN 1770 BLM-REV.gpw Thursday,Apr 24,2008 31 Hydrograph Return Period Recap Hydraflow Hydrographs by lntel(solve v9.23 Hyd. Hydrograph Inflow Peak Outflow(cfs) No. type Hyd(s) Hydrograph description (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 Rational ---- 1.690 ----- ----- 2.204 ----- ---- 2.877 PRE AREA 1 2 Rational ---- 0.441 ------ 0.577 -- 0.756 PRE AREA 2 3 Rational ---- 1.369 ------ ------ 1.789 ----- 2.338 PRE AREA 3 4 Rational ----- ----_ 1.470 ---- 1.917 2.503 PRE AREA 4 5 Rational ----- 1.273 --- ------- 1.672 - 2.192 PRE AREA 5 6 Mod.Rational ----- 1.900 ---- ------ 2.405 ------ 4.939 POST AREA 1 a - 7 Mod,Rational ------- ----- 0.511 ---- ----- 0.642 ---- 1.513 POST AREA 2 8 Mod.Rational ---- 1.620 ------ ----- 1.886 ----- ------ 3.112 POST AREA 3 9 Mod.Rational ------ --- 1.644 ------ ---- 1,964 ------ 3.843 POST AREA 4 10 Mod.Rational ----- 1.418 ----- 1.759 ----- 4.122 POST AREA 5 11 Reservoir 6 ---- 0.300 1.012 0.191 Area 1 Routed 12 Reservoir 7 ----- 0.341 ----- 0.610 ----- ----- 0.159 Area 2 Routed 13 Reservoir 8 ----- 0.888 --- ------ 1.597 2.023 Area 3 Routed 14 Reservoir 9 ------ 1.435 --- ------ 1.933 ----- 2.023 Area 4 Routed 15 Reservoir 10 ---- 0.495 --- 1.093 ----- ------ 0.180 Area 5 Routed a a a r Proj.file: JN 1770 BLM-REV.gpw Thursday, Apr 17, 2008 32 Hydraflow Rainfall Report Hydraflow Hydrographs by intelisolve v9.23 • Thursday,Apr 17,2008 Return Intensity-Duration-Frequency Equation Coefficients(FHA) .` Period (Yrs) B D E (N/A) ,. 1 0.0000 0.0000 0.0000 ---_ 2 49.0200. 10.5000 0.8200 ----- 3 0.0000 0.0000 0.0000 -_-- . 5 55.7100 11.5000 0.8000 ----- 10 46.9500 9.5000 0.7300 -----_ m°` 25 40.1100 7.7500 0.6600 ----_-- 50 35.6000 6.5000 0.6100 100 31.0900 5.0000 0.5500 ----- File name:Albermarle.idf Intensity=13 /(Tc+ D)AE Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 5.18 4.12 3.44 2.97 2.63 2.36 2.14 1.97 1.82 1.70 1.59 1.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 5 5.91 4.79 4.05 3.53 3.13 2.83 2.58 2.38 2.21 2.06 1.94 1.83 10 6.67 5.37 4.55 3.97 3.54 3.21 2.94 2.72 2.54 2.38 2.24 2.12 25 7.48 6.01 5.10 4.47 4.01 3.65 3.36 3.13 2.93 2.76 2.61 2.48 50 8.02 6.44 5.48 4.82 4.34 3.97 3.67 3.42 3.22 3.04 2.89 2.75 100 8.76 7.01 5.98 5.29 4.79 4.40 4.09 3.83 3.62 3.43 3.27 3.13 ,.r Tc=time in minutes.Values may exceed 60. Freci..file name:Albermarle..c. Rainfall Precipitation Table(in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 1100-yr SCS 24-hour 3.50 3.70 0.00 0.00 5.60 6.80 0.00 9.10 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 33 Hydraflow IDF Curves IDF file:Albermarle.idf Intensity(in/hr) 14.00 14.00 100-Yr 12.00 12.00 10.00 10.00 25-Yr 8.00 8.00 10-Yr 6.00 6.00 5-Yr 4.00 4.00 2-Yr 2.00 2.00 0.00 0 5 10 15 20 25 30 35 40 45 50 55 B0 0.00 Time(min) Hydraflow Hydrographs 2007 34 Pond Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Pond No. 1 - Area 1 BioFilter Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=628.50 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 628.50 1,144 0 0 0.50 629.00 1,452 647 647 1.00 629.50 1,777 806 1,453 1.50 630.00 2,116 972 2,425 Culvert I Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] . Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 1.00 0.00 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 629.50 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Welr Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Ciplti --- --- ._ Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.500(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(lc)and outlet(oc)control. Weir risers checked for orifice conditions(lc)and submergence(s). Stage(ft) Stage/Discharge 2.00 Elev(ft) 630.50 1.80 630.30 1.60 630.10 1.40 - 629.90 1.20 629.70 1.00 629.50 0.80 629.30 „ 0.60 629.10 0.40 628.90 0.20 I 628.70 0.00 0.00 0.50 1.00 628.50 1.50 2.00 Total Q Discharge(cfs) 35 Pond Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Pond No. 2 - Area 2 Biofilter Pond Data ffi Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=630.50 ft Stage I Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuff) Total storage(cult) 0.00 630.50 353 0 0 0.50 631.00 467 204 204 1.00 631.50 595 265 469 1.50 632.00 738 333 802 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 2.00 0.00 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 631.50 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 - Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Cipiti --- --- ___ Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.500(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:CulvertOrifice outflows are analyzed under inlet(lc)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 2.00 - 632.50 . 1.80 632.30 1.60 632.10 1.40 631.90 . 1.20 631.70 '1.00 631.50 r.. 0.80 . - 631.30 ... 0.60 631.10 0.40 630.90 0.20 630.70 ,, 0.00 630.50 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Total Q Discharge(cfs) 36 Pond Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Pond No. 3 - Area 3 Biofilter Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=639.50 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 639.50 494 0 0 0.50 640.00 710 300 300 1.00 640.50 940 411 711 1.50 641.00 1,185 530 1,241 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 2.00 0.00 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 640.50 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Cipiti - -_ __- Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.500(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(Ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). wv Stage(ft) Stage/Discharge Elev(ft) 2.00 641.50 1.80 641.30 1.60 641.10 1.40 640.90 1.20 640.70 1.00 640.50 0.80 640.30 0.60 , 640.10 0.40 ' 639.90 a 0.20 639.70 0.00 a 639.50 0,00 0.50 1.00 1.50 2.00 2.50 3.00 Total Q Discharge(cfs) a 37 Pond Report Hydraflow Hydrographs by Intel'solve v9.23 Thursday,Apr 17,2008 Pond No. 4 - Area 4 Biofilter Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=632.50 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 632.50 358 0 0 0.50 633.00 470 206 206 1.00 633.50 596 266 472 1.50 634.00 736 332 804 Culvert./Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(In) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 2.00 0.00 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 633.50 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Ciplti -- -- --- Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.500(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under Inlet(Ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 2.00 634.50 . 1.80 634.30 1.60 634.10 1.40 633.90 1.20 633.70 1.00 633.50 0.80 633.30 _ 0.60 633.10 0.40 632.90 0.20 632.70 0.00 632.50 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Total Q Discharge(cfs) 38 • Pond Report • Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Pond No. 5 - Area 5 Biofilter Pond Data Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=643.50 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) a 0.00 643.50 467 0 0 0.50 644.00 975 353 353 1.00 644.50 1,490 612 964 1.50 645.00 2,033 877 1,842 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 1.00 0.00 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 644.50 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 = invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Ciplti -- -- -- Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(lc)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 2.00 645.50 .." 1.80 645.30 1.60 645.10 r : :: . 644.90 , 644.70 1.00 644.50 0.80 644.30 0.60 644.10 0.40 643.90 a 0.20 643.70 ;.. 0.00 643.50 0.00 0.50 1.00 1.50 2.00 Total Q Discharge(cfs) a 39 / M �. N / , crij > / / N / N N c -Cu co ?iT 'O' i/ O O T/ cv Q Q 113D/ , a :�. 02 N 0 rz Lm L T j d a >, . v30) /•• f--- o / ' c . c ap o . E� 'O N mW •. { ! C O // t! Z 0 of N .-co O Q) aLB U , Q o 0a> L 0 LL 0 CO r cu c a L ' < a > L0 J m O 0 o ti 0 O T O N .. tr co U I l I I JO !'f d 40 • / M j// C C7) / • / • > O O N N CL C,) O(1)t Q T Q o N CY t -W - r • T. a Q.) a aD -715_ N o ti / / ` r _ Q. / ¢ n. J, CtS o� 1.5 // C c a� • • E o• W • 0 Z U ,o � cu> a) MO N 4) eL L Q > W I � CV cn m Oo r c o � � 7 a) v CO• i! 12 Q. a" 41 M / i.. N05 f 'OO N[ O O r Q T C •—O 7 ?. A pN O O ON , 0F-Ui r i , _c / Q a a `O D 0 ° 0 .. _ (7) N o m / 'Q L mosI Q (n . / : " . Alia F Err v C no ._p c) Eccoo r . �u moo C 0 .. V) CD ow • • W O COW . M coQ. L Q Li 1 M -� m O r- ti o r 0 o r- Z m ,:—; co co U fy 1 I I i I I I I I O EL CL 42 / co N a) > O y0 O 5 fl-M / >, 4> O T ,_ W — .n .D O O co I-W /' /N iz d a / W E'_'1 n. `a) O11 aop G 3 N = ti 'at 2 • T ryv I- L Q O L 5 7 L ,k« / L / I— 0 C aT 10 d 0 O M O 0 > 'O 0) • M W ...) 0 CD I- 0) Z . a U N L .mow MO i 3 CD a L Q' a w CZ • CO o 0 O Z g___. l I I f i I I I I m <13 d Ii - 0 43 ., . ..---'*--------- .,' .-' co _ c.) oi ,... c 0 co ., ,... ..... o iri `5, C W CO - < .ra o ..-- ,— 04 ..., I-L.TJ ci) ..,,. LU a a 2 ,. co , . . I 2 . • >, ..,.,.. ; c'1 0 ^ co l's te 0 '....,. = E.5. lo • I ... ca. VINIP >:s 2 ..' . ,• / Z ...7. ..0 .. .. air I— 0 . . =. , , z .• ..• ....; ,. .- 4o ma c O 0-LcI "5(6 E,0 0 >: f) a) .40 CD 0 ELI . AO C *lb 10'....---------;'0i E.) 4616 ?.;.' ) • LU .5. . a) 2._ 43) •I•a ti....: 0 0:1 LC) rts eL C) er) <C LIJ CC I . _i It) CO ta ,„.: I-- r-- 0 0 0 ,=) Z MI a) c.) fr f I I I I I 1 I 1 n3 I CO tll a. 44 Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.23 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 1.690 1 10 1,014 --- ----- .._ PRE AREA 1 — 2 Rational 0.441 1 12 317 ---- --- --- PRE AREA 2 3 Rational 1.369 1 11 903 --- — ---- PRE AREA 3 4 Rational 1.470 1 10 882 --- ---- PRE AREA 4 a 5 Rational 1.273 1 13 993 ---- ---- PRE AREA 5 6 Mod.Rational 1.900 1 6 1,984 ---- ----- POST AREA 1 a 7 Mod.Rational 0.511 1 6 681 -- ----- ----- POST AREA 2 8 Mod.Rational 1.620 1 11 1,390 --- ------ POST AREA 3 a 9 Mod.Rational 1.644 1 5 1,233 -- ----- POST AREA 4 10 Mod.Rational 1.418 1 5 1,659 ---- ----- ----- POST AREA 5 11 Reservoir 0.300 1 22 366 6 629.70 1,844 Area 1 Routed a 12 Reservoir 0.341 1 24 188 7 631.64 560 Area 2 Routed 13 Reservoir 0.888 1 19 615 8 640.76 987 Area 3 Routed 14 Reservoir 1.435 1 13 695 9 633.87 711 Area 4 Routed 15 Reservoir 0.495 1 22 649 10 644.78 1,456 Area 5 Routed a a a a a Baa a _ JN 1770 BLM-REV.gpw Return Period:2 Year Thursday, Apr 17, 2008 45 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 1 PRE AREA 1 Hydrograph type = Rational Peak discharge = 1.690 cfs Storm frequency = 2 yrs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 1,014 cuft Drainage area = 1.080 ac Runoff coeff. = 0.38* Intensity = 4.118 in/hr Tc by User = 10.00 min IDF Curve = Albermarle.idf Asc/Rec limb fact = 1/1 'Composite(Area/C)=[(0.110 x 0.75)+(0.020 x 0.90)+(0.810 x 0.30)]/1.080 PRE AREA 1 Q (cfs) Q(cfs) Hyd. No. 1 --2 Year 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 Hyd No. 1 Time (hrs) 46 Hydrograph Report Hydraflow Hydrographs by intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 6 POST AREA 1 Hydrograph type = Mod. Rational Peak discharge = 1.900 cfs Storm frequency = 2 yrs Time to peak = 0.10 hrs Time interval = 1 min Hyd. volume = 1,984 cuft Drainage area = 1.080 ac Runoff coeff. = 0.55* Intensity = 3.199 in/hr Tc by User = 6.00 min IDP Curve = Albermarle.idf Storm duration = 2.9 x Tc Target Q = 1.690 cfs Est. Req'd Storage= 740 cuft Composite(Area/C)=[(0.460 x 0.90)+(0.480 x 0.35)]/1.080 POST AREA 'I Q(cfs) Q(cfs) Hyd. No. 6—2 Year 2.00 2.00 1.00 A 1.00 Z 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 Hyd No. 6 1 Mod. Rational Est. Storage=740 cuft Time (hrs) 47 Hydrograph Report Hydrafiow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 11 Area 1 Routed Hydrograph type = Reservoir Peak discharge = 0.300 cfs Storm frequency = 2 yrs Time to peak = 0.37 hrs Time interval = 1 min Hyd. volume = 366 cuft Inflow hyd. No. = 6 - POST AREA 1 Max. Elevation = 629.70 ft Reservoir name = Area 1 BioFilter Max. Storage = 1,844 cuft Storage Indication method used. Exfiltration extracted from Outflow. • Area 1 Routed Q(cfs) Hyd. No. 11 --2 Year Q(cfs} 2.00 - 2.00 1 iI , 1 111 1111 1111 ! !ji j 111 11 11111 ' 1.00 {{ iE!13 1.00 1 1 11ij ►i {,'11 {i 1111'1 i I 11 11 I I 111 ! 111111 ill 1111111 • 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 Time (hrs) Hyd No. 11 Hyd No. 6 ' 1. i.. 1 Total storage used= 1,844 cuft 48 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 2 PRE AREA 2 Hydrograph type = Rational Peak discharge = 0.441 cfs Storm frequency = 2 yrs Time to peak = 0.20 hrs Time interval = 1 min Hyd. volume = 317 cult Drainage area = 0.350 ac Runoff coeff. = 0.33* Intensity = 3.816 in/hr Tc by User = 12.00 min IDF Curve = Albermarle.idf Asc/Rec limb fact = 1/1 'Composite(Area/C)=[(0.100 x 0.75)+(0.500 x 0.30)]/0.350 PREAREA2 Q (cfs) Hyd. No. 2--2 Year Q(cfs) 0.50 0.50 a 0.45 0.45 0.40 0.40 a 0.35 0.35 0.30 0.30 a 0.25 0.25 a 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 a 0.00 - 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 Hyd No. 2 Time(hrs) 49 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 7 POST AREA 2 Hydrograph type = Mod. Rational Peak discharge = 0.511 cfs Storm frequency = 2 yrs Time to peak = 0.10 hrs Time interval = 1 min Hyd. volume = 681 cuft Drainage area = 0.350 ac Runoff coeff. = 0.52* Intensity = 2.808 in/hr Tc by User = 6.00 min IDF Curve = Albermarle.idf Storm duration = 3.7 x Tc Target Q = 0.440 cfs Est. Req'd Storage= 294 cuft *Composite(Area/C)=[(0.270 x 0.35)+(0.330 x 0.90)]/0.350 POST AREA 2 Q (cfs) Hyd. No. 7 2 Year Q(cfs) 1.00 - 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 ..„,,,,--,-\\ 0.40 0.30 X9,.0,,.. 0.30 FA . 0.20 " 0.20 ill . .,-. 0.10 Al „..------ . ,,,^ 0.10 0.00 �- gym,.,.. 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 Hyd No. 7 Time (hrs) ! i _ Mod. Rational Est.Storage=294 cult 50 Hydrograph Report — Hydraflow Hydrographs by lntelisoive v9.23 Thursday,Apr 17,2008 Hyd. No. 12 Area 2 Routed Hydrograph type = Reservoir Peak discharge = 0.341 cfs Storm frequency = 2 yrs Time to peak = 0.40 hrs Time interval = 1 min Hyd. volume = 188 cuft Inflow hyd. No. = 7 - POST AREA 2 Max. Elevation = 631.64 ft Reservoir name = Area 2 Biofilter Max. Storage = 560 cuft Storage Indication method used. Exfiltration extracted from Outflow. Area 2 Routed Q (cfs) Hyd. No. 12--2 Year Q(cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 -- 0.60 0.50 �---�-� 1 i i i Lift1 � 0.50 0.40 -! I �_ -� 0.40 030 r %__f L±H4 ,.I 1 ii \„. 020 -_H_(—f — i 0.20 0.10 — VI0.10 0.00 - ( __I .,. ! � .<.-_ 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 Time(hrs) Hyd No. 12 Hyd No. 7 .i_ :I:-I I Total storage used = 560 cuff x 51 Hydrograph Report Hydraflow Hydrographs by Intersoive v9.23 Thursday,Apr 17,2008 Hyd. No. 3 PRE AREA 3 Hydrograph type = Rational Peak discharge = 1.369 cfs Storm frequency = 2 yrs Time to peak = 0.18 hrs Time interval = 1 min Hyd. volume = 903 cuft Drainage area = 0.720 ac Runoff coeff. = 0.48* Intensity = 3.961 in/hr Tc by User = 11.00 min IDF Curve = Albermarle.idf Asc/Rec limb fact = 1/1 Composite(Area/C)=[(0.820 x 0.30)+(0.090 x 0.75)+(0.190 x 0.90)]/0.720 PRE AREA 3 Q{cfs} Hyd. No. 3--2 Year Q{cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 --r-- Hyd No. 3 Time (hrs) 52 Hydrograph Report Hydraflow Hydrographs by intelisolve v9,23 Thursday,Apr 17,2008 Hyd. No. 8 POST AREA 3 Hydrograph type = Mod. Rational Peak discharge = 1.620 cfs Storm frequency = 2 yrs Time to peak = 0.18 hrs Time interval = 1 min Hyd. volume = 1,390 cuft Drainage area = 0.730 ac Runoff coeff. = 0.63* Intensity = 3.523 in/hr Tc by User = 11.00 min IDF Curve = Albermarle.idf Storm duration = 1.3 x Tc Target Q = 1.370 cfs Est. Req'd Storage= 332 cuft "Composite(Area/C)_[(0.480 x 0.35)+(0.620 x 0.90)1/0.730 POST AREA 3 Q(cfs) Hyd. No.8--2 Year Q (cfs) 2.00 2.00 1.00 1.00 f,. 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 Time (hrs) Hyd No. 8 Mod. Rational Est. Storage =332 cuft 53 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 13 Area 3 Routed Hydrograph type = Reservoir Peak discharge = 0.888 cfs Storm frequency = 2 yrs Time to peak = 0.32 hrs Time interval = 1 min Hyd. volume = 615 cuft Inflow hyd. No. = 8 - POST AREA 3 Max. Elevation = 640.76 ft Reservoir name = Area 3 Biofilter Max. Storage = 987 cuft Storage Indication method used. Exfiltration extracted from Outflow. Area 3 Routed Q(cfs) Hyd. No. 13--2 Year Q (cfs) 2.00 2.00 i fi 1.00 ---! — 1.00 f I ii i fl ' i t 0.00 I 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1 1 Time (hrs) Hyd No. 13 Hyd No.8 ] Total storage used = 987 cuft 54 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 4 PRE AREA 4 Hydrograph type = Rational Peak discharge = 1.470 cfs Storm frequency = 2 yrs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 882 cuft Drainage area = 1.020 ac Runoff coeff. = 0.35* Intensity = 4.118 in/hr Tc by User = 10.00 min IDF Curve = Albermarle.idf Asc/Rec limb fact = 1/1 'Composite(Area/C)=[(0.230 x 0.25)+(0.600 x 0.30)+(0.070 x 0.90)]/1.020 PRE AREA 4 Q (cfs) Hyd. No.4--2 Year Q(cfs) 2.00 2.00 1.00 1.00 a 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 Hyd No.4 Time(hrs) 55 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 9 POST AREA 4 Hydrograph type = Mod. Rational Peak discharge = 1.644 cfs Storm frequency = 2 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,233 cuft Drainage area = 1.020 ac Runoff coeff. = 0.43* Intensity = 3.748 in/hr Tc by User = 5.00 min IDF Curve = Albermarle.idf Storm duration = 2.5 x Tc Target Q = 1.470 cfs Est. Req'd Storage= 413 cuft a *Composite(Area/C)=[(0.480 x 0.35)+(0.150 x 0.90)+(0.270 x 0.25)]/1.020 a POST AREA 4 Q(cfs) cfs Q Hyd. No. 9- 2 Year (cfs) 2.00 2.00 a a 1.00 1.00 a dF< 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 Time (hrs) Hyd No. 9 i I Mod. Rational Est. Storage=413 cuft 56 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 14 Area 4 Routed Hydrograph type = Reservoir Peak discharge = 1.435 cfs Storm frequency = 2 yrs Time to peak = 0.22 hrs Time interval = 1 min Hyd. volume = 695 cuft inflow hyd. No. = 9 - POST AREA 4 Max. Elevation = 633.87 ft Reservoir name = Area 4 Biofilter Max. Storage = 711 cuft Storage Indication method used. Exfiltration extracted from Outflow. Area 4 Routed Q(cfs) Q(cfs) Hyd. No. 14--2 Year } 2.00 2.00 m it i l 1.00 - '� 1.00 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 0.5 0.6 Hyd No. 14 Hyd No. 9 ! I I 1 Total storage used =711 cult Time (hrs) 57 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 5 PRE AREA 5 Hydrograph type = Rational Peak discharge = 1.273 cfs Storm frequency = 2 yrs Time to peak = 0.22 hrs Time interval = 1 min Hyd. volume = 993 cuft Drainage area = 0.960 ac Runoff coeff. = 0.36 Intensity = 3.682 in/hr Tc by User = 13.00 min IDE Curve = Albermarle.idf Asc/Rec limb fact = 1/1 PRE AREA 5 Q(cfs) Hyd. No.5--2 Year Q(cfs) 2.00 2.00 a a 1.00 1.00 a 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 Hyd No. 5 Time(hrs) 58 Hydrograph Report Hydraflow Hydrographs by Intelisoive v9.23 Thursday,Apr 17,2008 Hyd. No. 10 POST AREA 5 Hydrograph type = Mod. Rational Peak discharge = 1.418 cfs Storm frequency = 2 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,659 cult Drainage area = 0.960 ac Runoff coeff. = 0.49 Intensity = 3.014 in/hr Tc by User = 5.00 min IDF Curve = Albermarle.idf Storm duration = 3.9 x Tc Target Q = 1.270 cfs Est. Req'd Storage= 676 cuft POST AREA 5 Q(cfs) Hyd. No. 10--2 Year Q(cfs) 2.00 2.00 S 1.00 1.00 0.00 � 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 Time (hrs) --- Hyd No. 10 L_I Mod. Rational Est. Storage=676 cuft 59 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 15 Area 5 Routed Hydrograph type = Reservoir Peak discharge = 0.495 cfs Storm frequency = 2 yrs Time to peak = 0.37 hrs Time interval = 1 min Hyd. volume = 649 cuft Inflow hyd. No. = 10 - POST AREA 5 Max. Elevation = 644.78 ft Reservoir name = Area 5 Biofilter Max. Storage = 1,456 cuft Storage Indication method used. Area 5 Routed Q (cfs) Hyd. No. 15--2 Year Q (cfs) 2.00 2.00 I 11i1 11 1 IFS 1 ( i 1 �I�i'!�lii� � 1.00 IIl1I€il 1.00 'I I kk i I I 0.00 0.00 0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 Time (hrs) Hyd No. 15 Hyd No. 10 'I € Total storage used= 1,456 cuft 60 Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.23 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) a 1 Rational 2.204 1 10 1,322 --- ----- ---- PRE AREA 1 , 2 Rational 0.577 1 12 416 --- PRE AREA 2 3 Rational 1.789 1 11 1,181 ---- ----- PRE AREA 3 a 4 Rational 1.917 1 10 1,150 ---- ----- ------ PREAREA4 5 Rational 1.672 1 13 1,304 --- ---- ----- PRE AREA 5 6 Mod.Rational 2.405 1 6 2,771 --- ----- ------ POST AREA 1 a 7 Mod.Rational 0.642 1 6 970 ---- ----- POST AREA 2 8 Mod.Rational 1.886 1 11 2,116 --- ------ ----- POST AREA 3 9.r 9 Mod.Rational 1.964 1 5 1,827 ---- ---- POST AREA 4 10 Mod.Rational 1.759 1 5 2,375 ---- ----- ----- POST AREA 5 11 Reservoir 1.012 1 22 1,147 6 629.95 2,332 Area 1 Routed a 12 Reservoir 0.610 1 25 473 7 631.70 604 Area 2 Routed 13 Reservoir 1.597 1 20 1,287 8 640.89 1,120 Area 3 Routed `a 14 Reservoir 1.933 1 15 1,277 9 633.94 763 Area 4 Routed 15 Reservoir 1.093 1 24 1,356 10 644.98 1,799 Area 5 Routed •a a, I 4. .110 °" JN 1770 BLM-REV.gpw Return Period: 10 Year Thursday,Apr 17,2008 ,� 61 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 1 PRE AREA 1 Hydrograph type = Rational Peak discharge = 2.204 cfs Storm frequency = 10 yrs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 1,322 cuft Drainage area = 1.080 ac Runoff coeff. = 0.38* Intensity = 5.369 in/hr Tc by User = 10.00 min IDF Curve = Albermarle.idf Asc/Rec limb fact = 1/1 Composite(Area/C)=[(0.110 x 0.75)+(0.020 x 0.90)+(0.810 x 0.30))/1.080 PRE AREA '! Q(cfs) Hyd. No. 1 -- 10 Year Q(cfs) 3.00 3.00 a 2.00 - 2.00 a a 1.00 1.00 a a 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 Hyd No. 1 Time (hrs) 62 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 6 POST AREA 1 Hydrograph type = Mod. Rational Peak discharge = 2.405 cfs Storm frequency = 10 yrs Time to peak = 0.10 hrs Time interval = 1 min Hyd. volume = 2,771 cult Drainage area = 1.080 ac Runoff coeff. = 0.55* Intensity = 4.049 in/hr Tc by User = 6.00 min IDF Curve = Albermarle.idf Storm duration = 3.2 x Tc Target Q = 2.200 cfs Est. Req'd Storage= 1,061 cuft *Composite(Area/C)=[(0.460 x 0.90)+(0.480 x 0.35)]11.080 POST AREA 1 Q(cfs) Hyd. No. 6-- 10 Year Q(cfs) 3.00 3.00 2.00 2.00 1.00 ._ 1.00 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0,4 0.4 Time (hrs) Hyd No. 6 ?__i ' J Mod. Rational Est. Storage= 1,061 cult 63 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 11 Area 1 Routed Hydrograph type = Reservoir Peak discharge = 1.012 cfs Storm frequency = 10 yrs Time to peak = 0.37 hrs Time interval = 1 min Hyd. volume = 1,147 cult Inflow hyd. No. = 6 - POST AREA 1 Max. Elevation = 629.95 ft Reservoir name = Area 1 BioFilter Max. Storage = 2,332 cuft Storage Indication method used. Exfiltration extracted from Outflow. Area 1 Routed Q (cfs) Hyd. No. 11 -- 10 Year Q(cfs) 3.00 3.00 2.00 I -- I 2.00 !I C 1 1llIIl�` { ts I • � 1.00 E i L I � Fr 1.00 0.00 IiI___ 1 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 Time (hrs) --- Hyd No. 11 Hyd No. 6 L. ._L_ .I Total storage used = 2,332 cult 64 Hydrograph Report • Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 2 PRE AREA 2 Hydrograph type = Rational Peak discharge = 0.577 cfs Storm frequency = 10 yrs Time to peak = 0.20 hrs Time interval = 1 min Hyd. volume = 416 cuft Drainage area = 0.350 ac Runoff coeff. = 0.33* Intensity = 5.000 in/hr Tc by User = 12.00 min IDF Curve = Albermarle.idf Asc/Rec limb fact = 1/1 Composite(Area/C)=[(0.100 x 0.75)+(0.500 x 0.30)]/0.350 PRE AREA 2 Q(cfs) Q Hyd. No. 2-- 10 Year (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 -�• 0.30 0.30 0.20 - 0.20 :: K0 0.10 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 Hyd No. 2 Time (hrs) 65 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 7 _. POST AREA 2 Hydrograph type = Mod. Rational Peak discharge = 0.642 cfs .. Storm frequency = 10 yrs Time to peak = 0.10 hrs Time interval = 1 min Hyd. volume = 970 cult Drainage area = 0.350 ac Runoff coeff. = 0.52* Intensity = 3.525 in/hr Tc by User = 6.00 min IDF Curve = Albermarle.idf Storm duration = 4.2 x Tc Target Q = 0.580 cfs Est. Req'd Storage= 414 cuft •Composite(Area/C)=((0.270 x 0.35)+(0.330 x 0.90)]/0.350 POST AREA 2 - Q (cfs) Hyd. No. 7-- 10 Year Q(cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 0.50/...,,,,,,,,,,,,,,,,,,, 0.50 0.40 0.40 0.30 .f 0.30 0.200.20 0.100.10 - 0.00 - 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 0.5 Time(hrs) Hyd No. 7 ,'__ _J Mod. Rational Est.Storage=414 cuft �- 66 Hydrograph Report _ Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 12 . Area 2 Routed Hydrograph type = Reservoir Peak discharge = 0.610 cfs Storm frequency = 10 yrs Time to peak = 0.42 hrs Time interval = 1 min Hyd. volume = 473 cuft Inflow hyd. No. = 7 - POST AREA 2 Max. Elevation = 631.70 ft Reservoir name = Area 2 Biofilter Max. Storage = 604 cuft Storage Indication method used. Exriltration extracted from Outflow. Area 2 Routed Q (cfs) Hyd. No. 12-- 10 Year Q(cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 /HhTh — I I I I I I L - :o eo 0.60 l1; ' Iiii70.50 IT- Fr r-, I 1-177 0.50 ii l . i ll ' Il !. 0.40 --- — i 0.40 l ' I II' \ 0.30 i—� E °.` i i—i —'��) I � � f—I 0.30 �L ; ' I 1 1 0.20 '— i-1 0.20 0.10 _I f ' WI i . \ 0.10 II-17 7 1 1 l ri 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1 Time (hrs) Hyd No. 12 Hyd No. 7 i _i Total storage used = 604 cuft 67 Hydrograph Report Hydratlow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 3 PREAREA3 Hydrograph type = Rational Peak discharge = 1.789 cfs Storm frequency = 10 yrs Time to peak = 0.18 hrs Time interval = 1 min Hyd. volume = 1,181 cuft Drainage area = 0.720 ac Runoff coeff. = 0.48* Intensity = 5.177 in/hr Tc by User = 11.00 min IDF Curve = Albermarle.idf Asc/Rec limb fact = 1/1 "Composite(Area/C)=[(0.820 x 0.30)+(0.090 x 0.75)+(0.190 x 0.90)]/0.720 PRE AREA 3 Q(cfs) Hyd. No.3-- 10 Year Q(cfs) 2.00 2.00 a a 1.00 1.00 a 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 Time(hrs) Hyd No.3 68 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 8 POST AREA 3 Hydrograph type = Mod. Rational Peak discharge = 1.886 cfs Storm frequency = 10 yrs Time to peak = 0.18 hrs Time interval = 1 min Hyd. volume = 2,116 cuft Drainage area = 0.730 ac Runoff coeff. = 0.63* Intensity = 4.102 in/hr Tc by User = 11.00 min IDF Curve = Albermarle.idf Storm duration = 1.7 x Tc Target Q = 1.790 cfs Est. Req'd Storage= 466 cuft Composite(Area/C)=[(0.480 x 0.35)+(0.620 x 0.90)]/0.730 POST AREA 3 Q (cfs) Q cfs Hyd. No.8--10 Year ( ) 2.00 2.00 • • dU 1.00 i Jr' 1.00 • . ,ry 0.00 - 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 Hyd No.8 Time (hrs) I Mod. Rational Est. Storage=466 cuft 69 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 13 Area 3 Routed Hydrograph type = Reservoir Peak discharge = 1.597 cfs Storm frequency = 10 yrs Time to peak = 0.33 hrs Time interval = 1 min Hyd. volume = 1,287 cuft Inflow hyd. No. = 8 - POST AREA 3 Max. Elevation = 640.89 ft Reservoir name = Area 3 Biofilter Max. Storage = 1,120 cuft Storage Indication method used. Exfiltration extracted from Outflow. Area 3 Routed Q (cfs) Hyd. No. 13 -- 10 Year Q(cfs) 2.00 2.00 I l fi I l liI s ) sli I l 1.00 ,—! i � 1.00 til # ' 1 � • ti ; ii 1 i l 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1 1 1 Time(hrs) Hyd No, 13 Hyd No. 8 f ..J.::?J Total storage used= 1,120 cult 70 Hydrograph Report Hydraflow Hydrographs by Intel'solve v9.23 Thursday,Apr 17,2008 Hyd, No. 4 PRE AREA 4 Hydrograph type = Rational Peak discharge = 1.917 cfs Storm frequency = 10 yrs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 1,150 cult Drainage area = 1.020 ac Runoff coeff. = 0.35* Intensity = 5.369 in/hr Tc by User = 10.00 min 1DF Curve = Albermarle.idf Asc/Rec limb fact = 1/1 Composite(Area/C)=[(0.230 x 0.25)+(0.600 x 0.30)+(0.070 x 0.90)]/1.020 PRE AREA 4 Q(cfs) Hyd. No.4-- 10 Year Q (cfs) 2.00 2.00 a a a 1.00 1.00 a a 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 Time (hrs) Hyd No.4 71 Hydrograph Report Hydraflow Hydrographs by Intelisoive v9.23 Thursday,Apr 17,2008 Hyd. No. 9 POST AREA 4 Hydrograph type = Mod. Rational Peak discharge = 1.964 cfs Storm frequency = 10 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,827 cult Drainage area = 1.020 ac Runoff coeff. = 0.43* Intensity = 4.479 in/hr Tc by User = 5.00 min IDF Curve = Albermarle.idf Storm duration = 3.1 x Tc Target Q = 1.920 cfs Est. Req'd Storage= 553 cult *Composite(Area/C)=j(0.480 x 0.35)+(0.150 x 0.90)+(0.270 x 0.25)]/1.020 POST AREA 4 Q (cfs) Hyd. No. 9 -- 10 Year Q (cfs) 2.00 , 2.00 1 1.00 .00 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 Time(hrs) Hyd No. 9 L_L..._C1 Mod. Rational Est. Storage=553 cuft 72 • Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 14 Area 4 Routed Hydrograph type = Reservoir Peak discharge = 1.933 cfs ry. Storm frequency = 10 yrs Time to peak = 0.25 hrs Time interval = 1 min Hyd. volume = 1,277 cuft Inflow hyd. No. = 9 - POST AREA 4 Max. Elevation = 633.94 ft -. Reservoir name = Area 4 Biofilter Max. Storage = 763 cuft Storage Indication method used. Exriitration extracted from Outflow. Area 4 Routed Q(cfs) Hyd. No. 14-- 10 Year Q(cfs) 2.00 I i r i 2.00 I i { j I i _ j 1HH I l 3 ; I 1 1 i 4 i I 1.00 = --1 ; 1.00 a i I i i l Iliii N. - -- ....„....___.. j i l i � i f I 1 i I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 Time(hrs) Hyd No. 14 Hyd No. 9 J Total storage used =763 cuft 73 Hydrograph Report Hydraflow Hydrographs by Intetisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 5 PRE AREA 5 Hydrograph type = Rational Peak discharge = 1.672 cfs Storm frequency = 10 yrs Time to peak = 0.22 hrs Time interval = 1 min Hyd. volume = 1,304 cuft Drainage area = 0.960 ac Runoff coeff. = 0.36 Intensity = 4.837 in/hr Tc by User = 13.00 min IDF Curve = Albermarle.idf Asc/Rec limb fact = 1/1 PRE AREA 5 Q (cfs) Hyd. No. 5-- 10 Year Q (cfs} 2.00 - 2.00 1.00 1.00 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 Hyd No. 5 Time (hrs) 74 Hydrograph Report Hydraflow Hydrographs by Inte[isolve v9.23 Thursday,Apr 17,2008 Hyd. No. 10 POST AREA 5 Hydrograph type = Mod. Rational Peak discharge = 1.759 cfs Storm frequency = 10 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 2,375 cuft Drainage area = 0.960 ac Runoff coeff. = 0.49 Intensity = 3.740 in/hr Tc by User = 5.00 min IDF Curve = Albermarle.idf Storm duration = 4.5 x Tc Target Q = 1.670 cfs Est. Req'd Storage= 919 cuft POST AREA 5 Q{cfs} Hyd. No. 10--10 Year Q (cfs) 2.00 2.00 1.00 r�''° 1.00 d� p s f .o 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 Time(hrs) Hyd No. 10 1 ii .1 Mod. Rational Est. Storage= 919 cuft 75 Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 15 Area 5 Routed Hydrograph type = Reservoir • Peak discharge = 1.093 cfs Storm frequency = 10 yrs Time to peak = 0.40 hrs Time interval = 1 min Hyd. volume = 1,356 cuft Inflow hyd. No. = 10 - POST AREA 5 Max. Elevation = 644.98 ft Reservoir name = Area 5 Biofitter Max. Storage = 1,799 cuft Storage Indication method used. a Area 5 Routed Q{cfs} Hyd. No. 15-- 10 Year Q(cfs) 2.00 2.00 a 111111E1mi Illfli((il'1 iii I. f lij'11ljIjli1 ll{j{ji li1 ill jlli ji, i i!li! jkit ;iii 3Ali!111 ! I l Th,) f� ( ��ijli j � 1.00 n�' l r[141,1i 1.00 .ill i t I 1 1 111j'I `li'; {ill h..,ril it l!ij, l' ��1,•�t�l':I j� j� ili;jl li{li. idilljj1illi (rI ' 113,II J1! f. Ifi�. I!I 4111. lilt) lr , 11 1111 I1111111 /I cif 0.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 2.0 2.2 Time(hrs) Hyd No. 15 Hyd No. 10 LI..1111 Total storage used= 1,799 cuft 76 Hydrograph Summary Report Hydraflow Hydrographs by lntelisolve v9.23 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description {origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 2.877 1 10 1,726 --- --- --- PRE AREA 1 a 2 Rational 0.756 1 12 544 --- ---- ---- PRE AREA 2 3 Rational 2.338 . 1 11 1,543 --- ---- ----- PRE AREA 3 4 Rational 2.503 1 10 1,502 --- -- --- PRE AREA 4 a 5 Rational 2.192 1 13 1,710 -- ---- --- PRE AREA 5 6 Mod.Rational 4.939 1 6 1,778 --- ----- ---- POST AREA 1 a 7 Mod.Rational 1.513 1 6 545 ---- ----- POST AREA 2 8 Mod,Rational 3.112 1 11 2,054 --- ---- ----- POST AREA 3 9 Mod.Rational 3.843 1 5 1,153 ---- ---. ----- POST AREA 4 10 Mod.Rational 4.122 1 5 1,237 --- ----- ---- POST AREA 5 11 Reservoir 0.191 1 12 224 6 629.65 1,742 Area 1 Routed a 12 Reservoir 0.159 1 11 64 7 631.58 523 Area 2 Routed 13 Reservoir 2.023 1 15 1,306 8 640.95 1,190 Area 3 Routed a 14 Reservoir 2.023 1 7 666 9 633.96 772 Area 4 Routed 15 Reservoir 0.180 1 10 270 10 644.65 1,214 Area 5 Routed a a a a a "" JN 1770 BLM-REV.gpw Return Period: 100 Year Thursday,Apr 17, 2008 77 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. '1 PRE AREA 1 Hydrograph type = Rational Peak discharge = 2.877 cfs Storm frequency = 100 yrs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 1,726 cuft Drainage area = 1.080 ac Runoff coeff. = 0.38* Intensity = 7.011 in/hr Tc by User = 10.00 min IDF Curve = Albermarle.idf Asc/Rec limb fact = 1/1 'Composite(Area/C)=[(0.110 x 0.75)+(0.020 x 0.90)+(0.810 x 0.30)]/1.080 a PRE AREA 1 Q(cfs) Hyd. No. 1 100 Year Q(cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 Hyd No. 1 Time (hrs) 78 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 6 POST AREA 1 Hydrograph type = Mod. Rational Peak discharge = 4.939 cfs Storm frequency = 100 yrs Time to peak = 0.10 hrs Time interval = 1 min Hyd. volume = 1,778 cuft Drainage area = 1.080 ac Runoff coeff. = 0.55* Intensity = 8.315 in/hr Tc by User = 6.00 min IDF Curve = Albermarle.idf Storm duration = 1.0 x Tc Target Q = 0.000 cfs Est. Req'd Storage= 0 cuft Composite(Area/C)_[(0.460 x 0.90)+(0.480 x 0.35)]1 1.080 POST AREA 1 Q(cfs) Hyd. No. 6-- 100 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0,00 0.00 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 Hyd No. 6 Time(hrs) 79 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 11 ` Area 1 Routed Hydrograph type = Reservoir Peak discharge = 0.191 cfs Storm frequency = 100 yrs Time to peak = 0.20 hrs Time interval = 1 min Hyd. volume = 224 cuft Inflow hyd. No. = 6 - POST AREA 1 Max. Elevation = 629.65 ft Reservoir name = Area 1 BioFilter Max. Storage = 1,742 cuft Storage Indication method used. Exfiltration extracted from Outflow. Area 1 Routed Q(cfs) • Hyd. No. 11 -- 100 Year Q(cfs) 5.00 5.00 4.00 i 4.00 iIG 3.00 iIl 3.00 SI " � , i 1. 'Ii li 1 2.00 2.00 Ali 1.00 - --r- 1.00 0.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 Time (hrs) Hyd No. 11 Hyd No. 6 ;i_:`._[_'_' Total storage used= 1,742 cuft 80 Hydrograph Report Hydraflow Hydrographs by Intelisoive v9.23 Thursday,Apr 17,2008 Hyd. No. 2 PRE AREA 2 Hydrograph type = Rational Peak discharge = 0.756 cfs Storm frequency = 100 yrs Time to peak = 0.20 hrs Time interval = 1 min Hyd. volume = 544 cuft Drainage area = 0.350 ac Runoff coeff. = 0.33* Intensity = 6.544 in/hr Tc by User = 12.00 min IDF Curve = Albermarle.idf Asc/Rec limb fact = 1/1 Composite(Area/C)=[(0.100 x 0.75)+(0.500 x 0.30)]/0.350 PRE AREA 2 Q(cfs) Q(cfs) Hyd. No.2-- 100 Year 1.00 1.00 a 0.90 0.90 a 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 a 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 Hyd No. 2 Time(hrs) 81 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 7 POST AREA 2 Hydrograph type = Mod. Rational Peak discharge = 1.513 cfs Storm frequency = 100 yrs Time to peak = 0.10 hrs Time interval = 1 min Hyd. volume = 545 cuft Drainage area = 0.350 ac Runoff coeff. = 0.52* Intensity = 8.315 in/hr Tc by User = 6.00 min IDF Curve = Albermarle.idf Storm duration = 1.0 x Tc Target Q = 0.000 cfs Est. Req'd Storage= 0 cuft *Composite(Area/C)=[(0.270 x 0.35)+(0.330 x 0.90)]/0.350 POST AREA 2 Q(cfs) Hyd. No. 7-- 100 Year Q(cfs) 2.00 2.00 a 1.00 1.00 a a 0.00 0.00 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 0.2 0.2 Hyd No. 7 Time (hrs) 82 Hydrograph Report Hydraflow Hydrographs by intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 12 Area 2 Routed Hydrograph type = Reservoir Peak discharge = 0.159 cfs Storm frequency = 100 yrs Time to peak = 0.18 hrs Time interval = 1 min Hyd. volume = 64 cult Inflow hyd. No. = 7 - POST AREA 2 Max. Elevation = 631.58 ft Reservoir name = Area 2 Biofilter Max. Storage = 523 cuft Storage Indication method used. Exfiitration extracted from Outflow. Area 2 Routed Q(cfs) Hyd. No. 12-- 100 Year Q(cfs) 2.00 2.00 a • ! � i ! I I 1.00 L—�— `` 1.00 E F i air � i i ! 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 0.5 0.5 Time (hrs) Hyd No. 12 Hyd No. 7 Total storage used= 523 cuff 83 Hydrograph Report Hydraflow Hydrographs by intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 3 PRE AREA 3 Hydrograph type = Rational Peak discharge = 2.338 cfs Storm frequency = 100 yrs Time to peak = 0.18 hrs Time interval = 1 min Hyd. volume = 1,543 cult Drainage area = 0.720 ac Runoff coeff. = 0.48* Intensity = 6.766 in/hr Tc by User = 11.00 min IDF Curve = Albermarle.idf Asc/Rec limb fact = 1/1 *Composite(Area/C)=[(0.820 x 0.30)+(0.090 x 0.75)+(0.190 x 0.90)]l 0.720 PRE AREA 3 Q(cfs) Hyd. No. 3-- 100 Year Q(cfs) 3.00 3.00 a 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 Hyd No. 3 Time (hrs) 84 • Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 8 POST AREA 3 Hydrograph type = Mod. Rational Peak discharge = 3.112 cfs Storm frequency = 100 yrs Time to peak = 0.18 hrs Time interval = 1 min Hyd. volume = 2,054 cuft Drainage area = 0.730 ac Runoff coeff. = 0.63* Intensity = 6.766 in/hr Tc by User - = 11.00 min 1DF Curve = Albermarle.idf Storm duration = 1.0 x Tc Target Q = 0.000 cfs Est. Req'd Storage= 0 cuft *Composite(Area/C)=[(0.480 x 0.35)+(0.620 x 0.90))/0.730 POST AREA 3 Q(cfs) Q(cfs) Hyd. No. 8-- 100 Year 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 Hyd No. 8 Time (hrs) 85 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 13 Area 3 Routed Hydrograph type = Reservoir Peak discharge = 2.023 cfs Storm frequency = 100 yrs Time to peak = 0.25 hrs Time interval = 1 min Hyd. volume = 1,306 cuft Inflow hyd. No. = 8 - POST AREA 3 Max. Elevation = 640.95 ft Reservoir name = Area 3 Biofilter Max. Storage = 1,190 cuft Storage Indication method used. Exfiltration extracted from Outflow. Area 3 Routed Q(cfs) Hyd. No. 13-- 100 Year Q(cfs) 4.00 I 4.00 3.00 3.00 1i � i lLi; i � i � 2.00 I; _ _i -1 l 2.00 1 ' i ; ai1 I I iIII i ' ' Hi ' I 1.00 — ' — —i 1.00 Iijll , ll 0.00 i 1 �. -h E _ 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 Time(hrs) Hyd No. 13 Hyd No. 8 1 Total storage used = 1,190 cult 86 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 4 PRE AREA 4 Hydrograph type = Rational Peak discharge = 2.503 cfs Storm frequency = 100 yrs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 1,502 cuft Drainage area = 1.020 ac Runoff coeff. = 0.35* Intensity = 7.011 in/hr Tc by User = 10.00 min IDF Curve = Albermarle.idf Asc/Rec limb fact = 1/1 "Composite(Area/C)=[(0.230 x 0.25)+(0.600 x 0.30)+(0.070 x 0.90)]/1.020 PRE AREA 4 Q(cfs) Hyd. No.4-- 100 Year Q(cfs) 3.00 , 3.00 • 2.00 2.00 a 1.00 1.00 0.00 0.00 0,0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 Time (hrs) Hyd No.4 87 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 9 POST AREA 4 Hydrograph type = Mod. Rational Peak discharge = 3.843 cfs Storm frequency = 100 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,153 cuft Drainage area = 1.020 ac Runoff coeff. = 0.43* Intensity = 8.762 in/hr Tc by User = 5.00 min IDF Curve = Albermarle.idf Storm duration = 1.0 x Tc Target Q = 0.000 cfs Est. Req'd Storage= 0 cuft 'Composite(Area/C)=[(0.480 x 0.35)+(0.150 x 0.90)+(0.270 x 0.25)]/1.020 POST AREA 4 Q (cfs) Q cfs Hyd. No. 9-- 100 Year (cfs) 4.00 4.00 3.00 . 3.00- 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Hyd Na 9 Time (hrs) 88 Hydrograph Report Hydratlow Hydrographs by Intelisoive v9.23 Thursday,Apr 17,2008 Hyd. No. 14 Area 4 Routed Hydrograph type = Reservoir Peak discharge = 2.023 cfs Storm frequency = 100 yrs Time to peak = 0.12 hrs Time interval = 1 min Hyd. volume = 666 cuft Inflow hyd. No. = 9 - POST AREA 4 Max. Elevation = 633.96 ft Reservoir name = Area 4 Biofilter Max. Storage = 772 cuft Storage Indication method used. Exfiltration extracted from Outflow. Area 4 Routed Q(cfs) Q(cfs) Hyd. No. 14-- 100 Year 4.00 4.00 3.00 3.00 2.00 _ 2.00 1.00 j' 1.00 i l Ikk i f 0.00 I i I —.®.. 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 0.5 Time (hrs) Hyd No. 14 Hyd No. 9 1-1:111 Total storage used=772 cuft 89 Hydrograph Report Hydraflow Hydrographs by lntelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 5 PRE AREA 5 Hydrograph type = Rational Peak discharge = 2.192 cfs Storm frequency = 100 yrs Time to peak = 0.22 hrs Time interval = 1 min Hyd. volume = 1,710 cuft Drainage area = 0.960 ac Runoff coeff. = 0.36 Intensity = 6.342 in/hr Tc by User = 13.00 min IDF Curve = Albermarle.idf Asc/Rec limb fact = 1/1 PRE AREA 5 Q(cfs) Hyd. No. 5- 100 Year Q(cfs) 3.00 3.00 2.00 2.00 1.00 1.00 a 0.00 0.00 0.0 0.0 0.1 0.1 0.1 0.2 0.2 0.2 0.3 0.3 0.3 0.4 0.4 0.4 Hyd No. 5 Time (hrs) 90 Hydrograph Report Hydraflow Hydrographs by Intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 10 POST AREA 5 Hydrograph type = Mod. Rational Peak discharge = 4.122 cfs Storm frequency = 100 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,237 cuft Drainage area = 0.960 ac Runoff coeff. = 0.49 Intensity = 8.762 in/hr Tc by User = 5.00 min IDF Curve = Albermarle.idf Storm duration = 1.0 x Tc Target Q = 0.000 cfs Est. Req'd Storage= 0 cuft POST AREA 5 Q(cfs) Hyd. No. 10-- 100 Year Q (cfs) 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Hyd No. 10 Time (hrs) 91 Hydrograph Report Hydraflow Hydrographs by intelisolve v9.23 Thursday,Apr 17,2008 Hyd. No. 15 Area 5 Routed Hydrograph type = Reservoir Peak discharge = 0.180 cfs Storm frequency = 100 yrs Time to peak = 0.17 hrs Time interval = 1 min Hyd. volume = 270 cuft Inflow hyd. No. = 10 - POST AREA 5 Max. Elevation = 644.65 ft Reservoir name = Area 5 Biofilter Max. Storage = 1,214 cuft Storage Indication method used. Area 5 Routed Q (cfs) Hyd. No. 15-- 100 Year Q (cfs) 5.00 5.00 4.00 4.00 • 3.00 3.00 2.00 i`i 2.00 ii! lt Il,ii €l ��11z nn1.00 III 0.00 "`� 0.00 0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 Time (hrs) Hyd No. 15 Hyd No. 10 11 Total storage used = 1,214 cuft 92 Sheeflee Cohousing Weir Flow Calculations for Biofilters 1 to 5 93 Weir Report Hydraflow Express by Intelisolve Thursday,Apr 24 2008 Biofilter 1 V-Notch Weir Highlighted Crest = Sharp Depth (ft) = 0.32 Angle (Deg) = 90 Q (cfs) = 0.190 Total Depth (ft) = 1.50 Area (sqft) = 0.10 Velocity (ft's) = 1.88 Calculations Top Width (ft) = 0.64 Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 0.19 Depth (ft) Biofilter 1 Depth (ft) 2.00 2.00 1.50 1.50 1.00 1.00 0.50 0.50 v 0.00 0.00 -0.50 — -0.50 0 1 2 3 4 5 6 7 8 Weir W.S. Length (ft) 94 Weir Report Hydratlow Express by Intelisolve Thursday,Apr 24 2008 Biofilter 2 V-Notch Weir Highlighted Crest = Sharp Depth (ft) = 0.30 Angle (Deg) = 90 Q (cfs) = 0.160 Total Depth (ft) = 1.50 Area (sqft) = 0.09 Velocity (ft/s) = 1.81 Calculations Top Width (ft) = 0.59 Weir Coeff. Cw = 3.33 Compute by: Known Q - Known Q (cfs) = 0.16 Depth (ft) Biofilter 2 Depth (ft) 2.00 2.00 • 1.50 1.50 1.00 1.00 a 0.50 - 0.50 0.00 0.00 -0.50 - -0.50 0 1 2 3 4 5 6 7 8 Weir W.S. Length (ft) 95 Weir Report Hydraflow Express by Intefisolve Thursday,Apr 24 2008 Biofilter 3 V-Notch Weir Highlighted Crest = Sharp Depth (ft) = 0.82 Angle (Deg) = 90 Q (cfs) = 2.020 Total Depth (ft) = 1.50 Area (sqft) = 0.67 Velocity (ft/s) = 3.01 Calculations Top Width (ft) = 1.64 Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 2.02 Depth (ft) Biofilter 3 Depth (ft) 2.00 2.00 1.50 1.50 a 1.00 1.00 a a 0.50 0.50 0.00 0.00 -0.50 -0.50 0 1 2 3 4 5 6 7 8 Weir W.S. Length (ft) 96 Weir Report Hydraflow Express by Intelisolve Thursday,Apr 24 2008 Biofilter 4 V-Notch Weir Highlighted Crest = Sharp Depth (ft) = 0.82 Angle (Deg) = 90 Q (cfs) = 2.020 Total Depth (ft) = 1.50 Area (sqft) = 0.67 Velocity (ft/s) = 3.01 Calculations Top Width (ft) = 1.64 Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 2.02 Depth (ft) Biofilter 4 Depth (ft) 2.00 2.00 • 1.50 1.50 1.00 1.00 0.50 0.50 0.00 0.00 -0.50 — -0.50 0 1 2 3 4 5 6 7 8 Weir W.S. Length (ft) 97 Weir Report Hydraflow Express by Intelisolve Thursday,Apr 24 2008 Biofilter 5 V-Notch Weir Highlighted Crest = Sharp Depth (ft) = 0.31 Angle (Deg) = 90 Q (cfs) = 0.180 Total Depth (ft) = 1.50 Area (sqft) = 0.10 Velocity (ft's) = 1.86 Calculations Top Width (ft) = 0.62 Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 0.18 Depth (ft) Biofilter 5 Depth (ft) 2.00 2.00 1.50 - 1.50 1.00 1.00 0.50 0.50 0.00 0.00 -0.50 - -0.50 0 1 2 3 4 5 6 7 8 Weir W.S. Length (ft) 98 Sheeflee Cohousing Channel Calculations for Area 1 99 Maims Channel Report Hydraflow Express by Intelisofve Thursday,Apr 17 2008 <Name> Triangular Highlighted Side Slopes (z:1) = 1.00, 1.00 Depth (ft) = 0.57 Total Depth (ft) = 1.00 Q (cfs) = 1.100 Area (sqft) = 0.32 Invert Elev (ft) = 629.00 Velocity (ft/s) = 3.39 Slope (%) = 4.30 Wetted Perim (ft) = 1.61 N-Value = 0.030 Crit Depth, Yc (ft) = 0.60 Top Width (ft) = 1.14 Calculations EGL (ft) = 0.75 Compute by: Known Q Known Q (cfs) = 1.10 Elev (ft) Depth ( ) { } ft Section 631.00 - 2.00 630.50 1.50 630.00 1.00 629.50 t 0.50 629.00 0.00 628.50 -0.50 0 .5 1 1.5 2 2.5 3 Reach (ft) 100 Channel Report Hydraflow Express by Intelisolve Thursday,Apr 17 2008 <Name> Triangular Highlighted Side Slopes (z:1) = 1.00, 1.00 Depth (ft) = 0.52 Total Depth (ft) = 1.00 Q (cfs) = 1.100 Area (sqft) = 0.27 Invert Elev (ft) = 629.00 Velocity (ft/s) = 4.07 Slope (%) = 6.50 Wetted Perim (ft) = 1.47 N-Value = 0.030 Crit Depth, Yc (ft) = 0.60 Top Width (ft) = 1.04 Calculations EGL (ft) = 0.78 Compute by: Known Q Known Q (cfs) = 1.10 Elev (ft) Section Depth (ft) 631.00 2.00 630.50 1.50 630.00 - - 1.00 629.50 0.50 629.00 0.00 628.50 -0.50 0 .5 1 1.5 2 2.5 3 Reach (ft) 101 Sheeflee Cohousing Yard Inlet Calculations for Area 1 102 Blue Ridge CoHousing JN: 1770.0 Yard Inlet BY: BLM DATE: 04/16/08 Drainage Area Area (ac.) C Area*C Comments 0.00 0.80 0.00 Gravel 0.13 0.90 0.12 Impervious 0.08 0.30 0.02 Dev Grass 0.04 0.25 0.01 Woods Total Area 0.25 acres Weighted C 0.60 Area* C 0.15 Time of Concentration tovedand 6.74 L= 51' H= 1.3 C'= 0.35 tchannel 0.52 L= 82' H= 10' tc 7.00 min Intensity 1=B/(tc+D)^E Storm Frequency B D E 12 4.69 in/hr 2 49.02 10.50 0.82 110 6.07 in/hr 10 46.95 9.50 0.73 1100 7.93 in/hr 100 31.09 5.00 0.55 Results Q2 0.70 cfs Q10 0.91 cfs Q100 1.49 cfs Q=C*I*A 103 IT 0 2 111111111111 " MIUMM • kit .-" • 1111111111 Vi MUSI111111111111111111111111111111/ Alt 1111111111111111111111111 • 111Pl'113111111111 unum1111111rn 0 Yigliiimennuenun usimmummumummommifirl aminummummiummiiok. inginummunnumumuni- innall1111111111111111111111111 g.11111111111111111111111111111imilli 14111111111111111111111111111111 111111111111111111111111111. 1.4 ;41 _ E 1 ' •,;; .J , • 4-72 104 Response to Albemarle County staff comments on the proposed Bio-filter locations Staff has expressed concerns over the proximity of the five proposed bio-filters to the site residences. Traditional stormwater management facilities are generally located away from residences for the following reasons: • To limit public access for safety reasons due to the potential for high stormwater flows and/or standing water depths. • The general lack of aesthetic appeal of traditional stormwater facilities. • To clearly delineate the stormwater facilities to assure access by maintenance personnel. • To limit the potential for disease vectors associated with standing water(e.g. mosquitoes). In response to these concerns we offer the following comments and note changes to the bio-filter designs. Attached are photographs of bio-filters located on sites in Blacksburg, Virginia. • Five bio-filters are used to divide the project area into 1.08 acre or less drainage areas to minimize the size of the facilities and the quantity of stormwater flowing through any single facility. The riser/outlet pipe structures were replaced with a weir outlet.This simplified design eliminates large piping structures near the residences and the safety concerns associated with these structures.The 100-yr flow depths over the outlet weirs range from 1-6 inches and velocities range from 0.5-5.2 feet per second. The 2-yr design storm water ponding depths range from 0.2"-3"inches. The bio-filter are designed to drain within 24-hours. •. Situating bio-filters near residences has a positive effect the landscape.The bio- filter plantings adds aesthetically pleasing diversity to a development landscape. • The site plan concept has no private lawn areas that would limit access. All outside areas are common areas. Signs will be posted around the bio-filters to both explain their function and delineate their boundaries. Eliminating the outlet structures reduces the potential maintenance requirements. • The bio-filter 24-hour drawdown time will not provide favorable conditions for disease vectors. 105 � ya1 • Y,. Fy,y` Xi t kSM•..tjS +rf!x� ;r. t , . $ar ; s tnx x`. tR `4 `at � r n s ♦ G x "` `c ta"'krr i,*`' '' 'Wti fiA ?F r F'K 4 s,' ,, d a,CS ,-...,.3.,, .,a*?i'* 4 "''u$ a' ,X-`4e3ti,,'kx`�,,: wik i'k't 'm :a..ia fl •-, 6 5-,,,,,-.•-,1::•,;.,-,:-.,-;•- u� xc. t 4 x'7`1.x h>t j F - # >k# d rk l- 5•-, j .t w +- fd * C 1 f'frv� WIN iii ... Lee and Prospect Street Site,Blacksburg,VA.Dividing the drainage area among several bio-filters,the lack of outlet risers and discharge piping and the shallow design of �• biofilters eliminate the safe concerns associated with traditional stormwater structures. 3 F t y Y 'r �£i • • � � .Yi P £ 1Y� F • : �a Yl / 1 y r:--',.,...:4-41' • . ? y` i- a:s.....4, . .a ma .,gg n. T. Ve • -.....-71 Y r ? .56' tx'S4 • 4•44,,,s,...,...1„,,.?,,,,..„,,,„:„....: , $. 4 e, r 4itear„--t,:4,4,? - :' r s9 1,-,4,,z •A.,,i'X -w', r >Rro* 1u Woolwine Street,Blacksburg, VA. The bio-filter plantings adds diversity to a development landscape. Mei Alit MIN ... 106 ,../.., 4;1,4,1, „t:.,...„,.,...-;.,..„-,.,1,1,v7,.:,... .,,..,."- I ea., , .4, : ii: ✓ ihg y ?• 1:3 �n qpk. ..A .4*.1 JIM Pitt . ?.: :'i 1 .:-.1 f , ,... .... r,� y 1 -: .- _ P '�{•xxug c , r {x Lee and Prospect Street Site,Blacksburg,VA. Situating bio-filters in common areas allow for maintenance access despite the proximity to residences. 107 Sheeflee Cohousing MS-19 Analysis The site consists of 5 separate outfalls into Parrot Branch and its tributary, each of which contains a drainage area no greater than 1.08 acres. The analysis point used for determining downstream channel adequacy is where Parrot Branch and its tributary converge. 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'owe ii lil> i e /^•N.7‘ C i : a t Ck,16 - K (1) ?....... � ,r .: i, i , 1 _N.? 0 or 40( 15 ,-, • � - wi I Arre Iiiko ..,-,_,Iiiy \.?itr 1, ,... , t . , .444. g. ..,: , —� te., •. ri =7F o 111 0 • /A: ' 7-4C-%Thh 1 1,/-1'..... . ..,....,1/4„, r_. 1 / — • k _ i i o2T'rn i� t r A9111111h -mzDESIGN PM PIC o < 0 GAY AND N E E LINC. o , C o = m pri o 1 % ANALYSIS POINT MAP ,mE A 3 S ENGINEERING •IANDSCAPEARCHITECTIJRE 414 SURVEYING K o D z z p K 1260 Radford Street r�7 t o , o Z 3 K Christiansburg, Virginia 24073 ��,�,41 a T: m n m z _� 0 0 cn O m ,, Phone:(540)381-6011 N z SHEEFLEE COHOUSING i}' •, o C _0 Fax:(540)381-2773 N o c z m SITE DEVELOPMENT PLAN f ' 'iI o . r D Email:info@gayandneel.com .. o I . +' m m m Web:www. a andneel.com I • j �, ALBEMARLE COUNTY, VIRGINIA g y �� .