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WPO201300064 Calculations 2014-12-11
Virginia Runoff Reduction Method New Development Worksheet--v2.8_2011Specs Site Data Revised April 2014 Project Name:TNC Auto Laundry Date:9/23/14, revised 12/11/14 data input cells ! calculation cells constant values 1. Post-Development Project& Land Cover Information Constants Annual Rainfall(inches) T , Target Rainfall Event(inches) 1.00 Phosphorus EMC(mg/L) 0.26 _ Nitrogen EMC(mg/L), 1.86 Target Phosphorus Target Load(Ib/acre/yr) 0.41 Pj 0.90 Land Cover (acres) 1 IA soils IB Soils C Soils D Soils Totals Forest/Open Space(acres)--undisturbed, protected forest/open space or reforested land ':0.Q0 D,{)(} `1 ' 0.00 0.00 Managed Turf(acres)-disturbed,graded for . yards or other turf to be mowed/managed `'O 00 O.i;18 " 0;00 • 0.0} 0,08 Impervious Cover(acres) '000 ' . ...:-0:43' 0.00 0.00 ' - 0,43 I Total 0.51 Rv Coefficients I • A soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 Land Cover Summary Forest/Open Space Cover(acres) 0.00 Weighted Rv(forest) 0.00 %Forest 0% Managed Turf Cover(acres) 0.08 Weighted Rv(turf) 0.20 %Managed Turf 18% Impervious Cover(acres) 0,43 Rv(impervious) 0,95 %Impervious 84% - Total Site Area(acres) 0.51 _ Site Rv 0.83 Post-Development Treatment Volume acre-ft) 0:02r Post-Development Treatment Volume(cubic i feet) 1,541 ff1 Post_Development Load(TP)(Ib/yr) 0.97 Post Development Load(TN)(lb/yr) $.931 Total Load(TP)Reduction Required(lb/yr) 0.76 1 411111111 = 'L==- =____= •■■====imirtnumisemum� cap,ko., ppopmpeimpiliellEpummumempimmimpammumpimminimmimmulpqmpqmpeoppornm . iy 11,11111411l11w1MMIPIMPUI l!I SIIM1111.11∎w!!11lII111N/111111.111111•1 � ■� ■�!� ■� � w■■ __ ter ■ . 11 ,..,..P.. .. .■ ■... .. . .. ..EIMOMIENNINIIIM■ . 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IMPERVIOUS COVER TREATED OAS 0.00 0,00 , 0.00 0.00 OK. TURF AREA GAS Am, !)00 0.00 0.04, OK. TURF AREA TREATED DOS 0.00 0.00 OAQ, 0.001 OK AREA CHECK OK. OK. OK OK. OK. Phosphorus TOTAL TREATMENT VOLUME(cf) 1.841 TOTAL PHOSPHORUS LOAD REDUCTION REQUIRED(LB/YEAR) O.TB RUNOFF REDUCTION(of) 106 PHOSPHORUS LOAD REDUCTION ACHIEVED(LB/YR) 0,06 ADJUSTED POST-DEVELOPMENT PHOSPHORUS LOAD(TP)(Ib/yr)) 0.20 REMAINING PHOSPHORUS LOAD REDUCTION(LB/YR)NEEDED 0.09 1 Nitrogen(for information purposes) i TOTAL TREATMENT VOLUME(of) 1.341_ RUNOFF REDUCTION(cam 308 NITROGEN LOAD REDUCTION ACHIEVED(LB/YR) 0.20 �— ADJUSTED POST-DEVELOPMENT NITROGEN LOAD(TN)(Ib/Yr), 6.8L 1-year storm 12-year storm 10-year storm ' Target Rainfall Event(in) 3:501 370 560 1 Drainaae Area A Drainage Area(acres) 0.51 Runoff Reduction Volume(cf) 308 � Drainage Area B Drainage Area(acres) 0.00 , Runoff Reduction Volume(cf) 0 Drainaae Area C Drainage Area(acres) 0.00 I Runoff Reduction Volume(cam 0 Drainaae Area D Drainage Area(acres) 0.00 , Runoff Reduction Volume(cf) 0 Drainage Area E Drainage Area(acres) 0.00 Runoff Reduction Volume(cf) 0 Based on the use of Runoff Reduction practices in the selected drainage areas,the spreadsheet calculates an adjusted RVe,,,,,,,d and adjusted Curve Number. L Drainage Area A A soils B Soils C Soils D Soils Forest/Open Space--undisturbed,protected forest/open Area(acres) 0.00 0.00 0.00 0.00 space or reforested land CN 30 55 70 77 Managed Turf-disturbed,graded for yards or other turf to be Area(acres) 0.00 0.08 0.00 0.00 mowed/managed C 39 61 74 80 Area(acres) 0.00 0.43 0.00 0.00 Impervious Cover CN 98 98 98 98 Weighted CN S 92 0.87 1-year storm 2-year storm 10-year storm RVc.,,,,,,,d(in)with no Runoff Reduction 2.64 2.83 4.68 RVc,,,,N,P,d(in)with Runoff Reduction, 247 2.66 4.61 Adjusted CN 90 _ 90 90 I Drainage Area B I A soils B Soils C Soils D Soils Forest/Open Space-undisturbed,protected forest/open Area(acres) 0.00 0.00 0.00 0.00 space or reforested land CN 30 55 70 77 Managed Turf-disturbed,graded for yards or other turf to be Area(acres) 0.00 0.00 0.00 0.00 mowed/managed CN 39 61 74 80 Impervious Cover Area(acres) 0.00 0.00' I 0.00 0,00 _ 1_ C 98 98 98 98 - Weighted CN S 0 1000.00 1-year storm 2-year storm 10-year storm RVD.,,,,,p,d(in)with no Runoff Reduction 0.00 0.00 0.00 RVD.,,,,„,,d(in)with Runoff Reduction 0.00 0.00 0.00 Adjusted CN #NIA #NIA #NIA Drainage Area C A soils B Soils C Soils JD Soils Forest/Open Space-undisturbed,protected forest/open Area(acres) 0.00 0.00 0,00 . 0.00 space or reforested land UN 30 55 _ 70 77 Managed Turf-disturbed,graded for yards or other turf to be Area(acres) 0.00 0.00 0.00 0.00 mowed/managed CN 39 61 74 80 Area(acres) 0.00 0.00 0.00 3100 Im ervious Cover CN 98 98 _ 98 98 -1 Weighted CN S [� 0 1000.00 11-year storm 2-year storm 10-year storm RVp,,,,,,,d(in)with no Runoff Reduction 0.00 -, 0,00 0.00 RVe,,,,,Ped(in)with Runoff Reduction 0.00 0.00 0.00 ! _ - dusted CN #NIA #NIA #N/A Drainage Area D _ A soils B Soils C Soils D Soils Forest/Open Space-undisturbed,protected forest/open Area(acres) 0.00 0.00 0.00 0.00 space or reforested land CN 30 55 70 T 77 Managed Turf-disturbed,graded for yards or other turf to be Area(acres) 0.00 0,00 0.00 0.00 mowed/managed CN _ 39 61 74 80 Area(acres) 0.00 0.00 0.00 0.00 Impervious Cover C1,1 98 98 98 98 Weighted CN S 0 1000.00 1-year storm 2-year storm 10-year storm RVc,,.,,P.d(in)with no Runoff Reduction 0.00 0.00 0.00 RVe,,,.,,,,.d(in)with Runoff Reduction 0.00 0.00 0.00 Adjusted CN #NIA #NIA #NIA l Drainage Area E A soils B Soils C Soils D Soils Forest/Open Space-undisturbed,protected forest/open Area(acres) 0.00 0.00 0.00 0.00 space or reforested land CN 30 55 70 77 Managed Turf–disturbed,graded for yards or other turf to be Area acres 0.00 0 0.00 0.00 rmim mowed/managed 39 61 74 80 0.00 0.00 0.00 0,00 Impervious Cover 98 98 98 98 1Weighted CN !S 0 ) 1000.00' 1-year storm Dear storm 10-year storm RV (in)with no Runoff Reduction 0.00 0.00 0.00 RVe.,,,,,,,(in)with Runoff Reduction 0.00 0.00 0.00 Adjusted CN #NIA *WA — #NIA i Virginia Runoff Reduction Method Worksheet Virginia Runoff Reduction Method New Development Worksheet--v2.8_2011Specs Site Data Summary Total Rainfall=43 inches Site Land Cover Summary A Soils B Soils C Soils D Soils Total %of Total Forest(acres) 0.00 0.00 0.00 0.00 0.00, 0.00 Turf(acres) 0.00 0.08. 0.00 0.00 0.08 15.69 Impervious(acres) 0.00 0.43 0.00 0.00 0.43 84.31 0.51 100.00 Site Rv 0.83 Post Development Treatment Volume(ft3) 1541 Post Development TP Load(Ib/yr) 0.97 Post Development TN Load(Ib/yr) 6.93 Total TP Load Reduction Required(ib/yr) 0.76 Total Runoff Volume Reduction(ft') 308 Total TP Load Reduction Achieved(Ib/yr) 1 Total TN Load Reduction Achieved(Ib/yr) 0.26 Adjusted Post Development TP Load(Ib/yr) 0.29 Remaining Phosphorous Load Reduction(Lb/yr)Required 0.08 Drainage Area Summary D.A.A D.A.B D.A.C D.A.D D.A.E Total Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Turf(acres) 0.08 0.00, 0.00 0.00 0.00 0.08 Impervious(acres) 0.43 0.00 0.00 0.00 0.00 0.43 0.51 Drainage Area Compliance Summary D.A.A D.A.B D.A.C D.A.D D.A.E Total TP Load Red.(Ib/yr) 0.68 0.00 0.00 0.00 0.00 0.68 TN Load Red.(Ib/yr) 0.26 0.00 0.00 0.00_ 0.00 0.26 Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area A Summary Land Cover Summary A Soils B Soils C Soils D Soils Total %of Total Forest(acres) 0.00 0.00 0.00 0.00 0.00 0.00 Turf(acres) 0.00 0.08 0.00 0.00 0.08 15.69 Impervious(acres) 0.00 0.43_ 0.00 0.00 0.43 84.31 0.51 BMP Selections Practice Credit Area(acres) Downstream Practice 4.a.Grass Channel A/8 Soils(Spec#3) Impervious: 0 Turf(Pervious): 0.08 14. Filterra Impervious: 0.43 4.a.Grass Channel A/B 5nilc Turf(Pervious): 0 4.a.Grass Channel A/B Soils Total Impervious Cover Treated(acres) 0.43 Total Turf Area Treated(acres) 0.08 Total TP Load Reduction Achieved in D.A.A(Ib/yr) 0.68 Total TN Load Reduction Achieved in D.A.A(Ib/yr) 0.26 Summary Print Virginia Runoff Reduction Method Worksheet Channel and Flood Protection Weighted CN 1-year 2-year storm 10-year storm Adjusted CN storm Adjusted Adjusted rN (N Turf(acres) 0.08 0.00 0.00 0.00 0.00 0.08 Impervious(acres) 0.43 0.00 0.00 0.00 0.00 0.43 0.51 Drainage Area Compliance Summary Summary Print 1195r 1)0V s r ( 2S Art B ( 6S ) TNC POD ( 1 S ,) P 51. 0_ •0,, -------N„pc,---14 P f---A r,-, , 0• q Area C Outlet' '''''_ W.N'ATI-IANft!, D.l'i : 1(INS i. 0 • it: ar■-6 No O.. :334 ti- ‘ & ,p 10 'OA uNAL r•_0111 04.•••■4' . . Subca Reach on Link Routing Diagram for POST-DEVELOPMENT_with_excavation_inside-2 to 1 Printed 6/18/201.4 . HydroCADO 10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC r POST-DEVELOPMENT with excavation_inside-2 to_1 ' Printed 6/18/2014 HydroCADO 10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 2, Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 2.225 69 50-75% Grass cover, Fair, HSG B (1S,2S, 6S) 0.320 98 Unconnected roofs, HSG B (1S) 7.365 98 Water Surface, HSG B (2S, 6S) 9.910 91 TOTAL AREA r POST-DEVELOPMENT with excavation_inside-2 to_1 Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 3 Soil Listing(alt nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 9.910 HSG B 1S, 2S,6S 0.000 HSG C 0.000 HSG D 0.000 Other 9.910 TOTAL AREA POST-DEVELOPMENT_with_excavation_inside-2_to_1 • Printed 6/18/2014 HydroCAD®10.00 sin 06538 ©2013 HydroCAD Software Solutions LLC Pag 4 Ground Covers(all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 2.225 0.000 0.000 0.000 2.225 50-75% Grass cover, Fair 1S, 2S, 6S 0.000 0.320 0.000 0.000 0.000 0.320 Unconnected roofs 1S 0.000 7.365 0.000 0.000 0.000 7.365 Water Surface 2S, 6S 0.000 9.910 0.000 0.000 0.000 9.910 TOTAL AREA POST-DEVELOPMENT with excavation_inside-2 to_1 Printed 6!18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 4P 645.50 644.00 60.0 0.0250 0.013 24.0 0.0 0.0 POST DEVELOPMENT with excavation_inside-2 to_1 Type 1124-hr 2-Year Rainfat1=3.01" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 6 Time span=0.00-24.00 hrs, dt=0.03 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Area C Runoff Area=0.500 ac 64.00% Impervious Runoff Depth>1.82" Tc=5.4 min CN=88 Runoff=1.63 cfs 0.076 af Subcatchment 2S: Area B Runoff Area=7.090 ac 79.69% Impervious Runoff Depth>2.16" Tc=9.2 min CN=92 Runoff=23.36 cfs 1.278 af Subcatchment 6S: TNC Runoff Area=2.320 ac 73.92% Impervious Runoff Depth>1.99" Tc=5.0 min CN=90 Runoff=8.22 cfs 0.384 af Pond 4P: POND Peak Elev=649.88' Storage=24,491 cf Inflow=30.56 cfs 1.663 af Outflow=20.86 cfs 1.422 af Link 5L: Outlet Inflow=21.91 cfs 1.498 af Primary=21.91 cfs 1.498 af Total Runoff Area=9.910 ac Runoff Volume=1.739 af Average Runoff Depth=2.11" 22.45%Pervious=2.225 ac 77.55%Impervious=7.685 ac POST-DEVELOPMENT with excavation_inside-2 fo_1 Type 1124-hr 2-Year Rainfall=3.01" Printed 6/18/2014 HydroCAD® 10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: Area C Runoff = 1.63 cfs @ 11.96 hrs, Volume= 0.076 af, Depth> 1.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs Type II 24-hr 2-Year Rainfall=3.01" Area (ac) CN Description 0.320 98 Unconnected roofs, HSG B 0.180 69 50-75% Grass cover, Fair, HSG B 0.500 88 Weighted Average 0.180 36.00% Pervious Area 0.320 64.00% Impervious Area 0.320 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 Direct Entry, Subcatchment 1S: Area C Hydrograph ■Runoff Type II 24-h r 2-Year Rainfall=3.01" Runoff Area=0.500 ac Runoff Volume=0.076 af Runoff Depth>1.82" { ° Tc=5.4 min LL � CN=88 „ "Y' f 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT with_excavation_inside-2 to_1 Type Il 24-hr 2-Year Rainfall=3.01" Printed 6/18/2014 HydroCAD® 10.00 s/n 06538 @ 2013 HydroCAD Software Solutions LLC Page 8 Hydrograph for Subcatchment 1S: Area C Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 15.60 2.62 1.48 0.03 0.30 0.01 0.00 0.00 15.90 2.64 1.50 0.03 0.60 0.02 0.00 0.00 16.20 2.66 1.52 0.03 0.90 0.03 0.00 0.00 16.50 2.68 1.54 0.03 1.20 0.04 0.00 0.00 16.80 2.70 1.55 0.03 1.50 0.05 0.00 0.00 17.10 2.72 1.57 0.03 1.80 0.06 0.00 0.00 17.40 2.74 1.59 0.03 2.10 0.07 0.00 0.00 17.70 2.75 1.60 0.03 2.40 0.08 0.00 0.00 18.00 2.77 1.61 0.02 2.70 0.09 0.00 0.00 18.30 2.79 1.63 0.02 3.00 0.10 0.00 0.00 18.60 2.80 1.64 0.02 3.30 0.12 0.00 0.00 18.90 2.82 1.65 0.02 3.60 0.13 0.00 0.00 19.20 2.83 1.67 0.02 3.90 0.14 0.00 0.00 19.50 2.84 1.68 0.02 4.20 0.15 0.00 0.00 19.80 2.85 1.69 0.02 4.50 0.17 0.00 0.00 20.10 2.87 1.70 0.02 4.80 0.18 0.00 0.00 20.40 2.88 1.71 0.02 5.10 0.19 0.00 0.00 20.70 2.89 1.72 0.02 5.40 0.21 0.00 0.00 21.00 2.90 1.73 0.02 5.70 0.22 0.00 0.00 21.30 2.91 1.74 0.02 6.00 0.24 0.00 0.00 21.60 2.92 1.75 0.02 6.30 0.26 0.00 0.00 21.90 2.93 1.76 0.02 6,60 0.27 0.00 0.00 22.20 2.95 1.77 0.02 6.90 0.29 0.00 0.00 22.50 2.96 1.78 0.02 7.20 0.31 0.00 0.00 22.80 2.97 1.79 0.02 7.50 0.33 0.00 0.00 23.10 2.98 1.80 0.02 7.80 0.35 0.00 0.00 23.40 2.99 1.81 0.02 8.10 0.37 0.01 0.00 23.70 3.00 1.82 0.02 8.40 0.39 0.01 0.01 24.00 3.01 1.82 0.01 8.70 0.41 0.01 0.01 9.00 0.44 0.02 0.01 9.30 0.47 0.03 0.01 9.60 0.50 0.03 0.01 9.90 0.53 0.04 0.02 10.20 0.57 0.05 0.02 10.50 0.61 0.07 0.03 10.80 0.67 0.09 0.04 11.10 0.73 0.11 0.05 11.40 0.82 0.15 0.07 11.70 1.07 0.29 0.33 12.00 1.99 0.96 1.44 12.30 2.14 1.08 0.19 12.60 2.24 1.16 0.11 12.90 2.30 1.21 0.09 13.20 2.36 1.26 0.07 13.50 2.40 1.30 0.06 13.80 2.44 1.33 0.05 14.10 2.48 1.36 0.05 14.40 2.51 1.39 0.05 14.70 2.54 1.41 0.04 15.00 2.57 1.44 0.04 15.30 2.59 1.46 0.04 POST-DEVELOPMENT with excavation_inside-2 to_1 Type 1124-hr 2-Year Rainfall=3.01" Printed 6/18/2014 HydroCAD® 10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 2S: Area B Runoff = 23.36 cfs @ 12.00 hrs, Volume= 1.278 af, Depth> 2.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt=0.03 hrs Type II 24-hr 2-Year Rainfall=3.01" Area (ac) CN Description 5.650 98 Water Surface, HSG B 1.440 69 50-75% Grass cover, Fair, HSG B 7.090 92 Weighted Average 1.440 20.31% Pervious Area 5.650 79.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 Direct Entry, Subcatchment 2S: Area B Hydrograph 26 V 25; ■Runoff 24- fa'`0 ) 23' Type II 24-hr 22 21° 2-Year Rarnfafl=3.01" 118; Runoff Area=7.090 ac .; 17= 16° Runoff Volume=1.278 af 15~ t. 14 Runoff Depth>2.16" 13 ° 12 Tc=9.2 min ". 11 10 CN=92 7-" .,r 6 51 4 5.. 3 r r r 0 1 2 3 4 5 6 7 8 9 10 r •-�- °11 12 13 14 15 16 1r 7 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT with excavation_inside-2 to_l Type 1124-hr 2-Year Rainfall=3.09" Printed 6/18/2014 HydroCAD® 10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 10 Hydrograph for Subcatchment 2S: Area B Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 15.60 2.62 1.80 0.54 0.30 0.01 0.00 0.00 15.90 2.64 1.82 0.49 0.60 0.02 0.00 0.00 16.20 2.66 1.84 0.46 0.90 0.03 0.00 0.00 16.50 2.68 1.86 0.44 1.20 0.04 0.00 0.00 16.80 2.70 1.88 0.43 1.50 0.05 0.00 0.00 17.10 2.72 1.90 0.41 1.80 0.06 0.00 0.00 17.40 2.74 1.91 0.40 2.10 0.07 0.00 0.00 17.70 2.75 1.93 0.38 2.40 0.08 0.00 0.00 18.00 2.77 1.94 0.37 2.70 0.09 0.00 0.00 18.30 2.79 1.96 0.35 3.00 0.10 0.00 0.00 18.60 2.80 1.97 0.34 3.30 0.12 0.00 0.00 18.90 2.82 1.99 0.32 3.60 0.13 0.00 0.00 19.20 2.83 2.00 0.31 3.90 0.14 0.00 0.00 19.50 2.84 2.01 0.29 4.20 0.15 0.00 0.00 19.80 2.85 2.02 0.28 4.50 0.17 0.00 0.00 20.10 2.87 2.04 0.27 4.80 0.18 0.00 0.00 20.40 2.88 2.05 0.26 5.10 0.19 0.00 0.01 20.70 2.89 2.06 0.26 5.40 0.21 0.00 0.02 21.00 2.90 2.07 0.25 5.70 0.22 0.00 0.03 21.30 2.91 2.08 0.25 6.00 0.24 0.00 0.05 21.60 2.92 2.09 0.25 6.30 0.26 0.01 0.06 21.90 2.93 2.10 0.25 6.60 0.27 0.01 0.07 22.20 2.95 2.11 0.24 6.90 0.29 0.01 0.09 22.50 2.96 2.12 0.24 7.20 0.31 0.02 0.10 22.80 2.97 2.13 0.24 7.50 0.33 0.02 0.12 23.10 2.98 2.14 0.23 7.80 0.35 0.03 0.13 23.40 2.99 2.15 0.23 8.10 0.37 0.04 0.15 23.70 3.00 2.16 0.23 8.40 0.39 0.04 0.18 24.00 3.01 2.17 0.22 8.70 0.41 0.05 0.22 9.00 0.44 0.06 0.26 9.30 0.47 0.08 0.30 9.60 0.50 0.09 0.32 9.90 0.53 0.10 0.38 10.20 0.57 0.12 0.46 10.50 0.61 0.15 0.57 10.80 0.67 0.18 0.72 11.10 0.73 0.22 0.93 11.40 0.82 0.27 1.35 11.70 1.07 0.45 4.26 12.00 1.99 1.23 23.34 12.30 2.14 1.37 3.61 12.60 2.24 1.45 1.91 12.90 2.30 1.51 1.45 13.20 2.36 1.56 1.18 13.50 2.40 1.60 1.01 13.80 2.44 1.64 0.87 14.10 2.48 1.67 0.75 14.40 2.51 1.70 0.70 14.70 2.54 1.73 0.66 15.00 2.57 1.75 0.62 15.30 2.59 1.78 0.58 POST-DEVELOPMENT with excavation_inside-2 to 1 Type 1124-hr 2-Year Rainfall=3.01" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 6S: TNC Runoff = 8.22 cfs @ 11.96 hrs, Volume= 0.384 af, Depth> 1.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt=0.03 hrs Type II 24-hr 2-Year Rainfall=3.01" Area (ac) CN Description 1.715 98 Water Surface, HSG B 0.605 69 50-75% Grass cover, Fair, HSG B 2.320 90 Weighted Average 0.605 26.08% Pervious Area 1.715 73.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: TNC Hydrograph 9- ■Runoff (8.22 ds 8 Type 1124-hr 7 2-Year Rainfall=3.01" Runoff Area=2.320 ac 6 Runoff Volume=0.384 of ti 5 Runoff Depth>1.99" LL 4 Tc=5.0 min CN=90 3 2 • 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST DEVELOPMENT with excavation_inside-2 to_1 Type 1124-hr 2-Year Rainfall=3.09" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 12 Hydrograph for Subcatchment 6S: TNC Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inchest (inches) (cfs) 0.00 0.00 0.00 0.00 15.60 2.62 1.64 0.17 0.30 0.01 0.00 0.00 15.90 2.64 1.66 0.15 0.60 0.02 0.00 0.00 16.20 2.66 1.67 0.14 0.90 0.03 0.00 0.00 16.50 2.68 1.69 0.14 1.20 0.04 0.00 0.00 16.80 2.70 1.71 0.13 1.50 0.05 0.00 0.00 17.10 2.72 1.73 0.13 1.80 0.06 0.00 0.00 17.40 2.74 1.74 0.13 2.10 0.07 0.00 0.00 17.70 2.75 1.76 0.12 2.40 0.08 0.00 0.00 18.00 2.77 1.77 0.12 2.70 0.09 0.00 0.00 18.30 2.79 1.79 0.11 3.00 0.10 0.00 0.00 18.60 2.80 1.80 0.11 3.30 0.12 0.00 0.00 18.90 2.82 1.82 0.10 3.60 0.13 0.00 0.00 19.20 2.83 1.83 0.10 3.90 0.14 0.00 0.00 19.50 2.84 1.84 0.09 4.20 0.15 0.00 0.00 19.80 2.85 1.85 0.09 4.50 0.17 0.00 0.00 20.10 2.87 1.86 0.08 4.80 0.18 0.00 0.00 20.40 2.88 1.87 0.08 5.10 0.19 0.00 0.00 20.70 2.89 1.88 0.08 5.40 0.21 0.00 0.00 21.00 2.90 1.89 0.08 5.70 0.22 0.00 0.00 21.30 2.91 1.90 0.08 6.00 0.24 0.00 0.00 21.60 2.92 1.91 0.08 6.30 0.26 0.00 0.01 21.90 2.93 1.92 0.08 6.60 0.27 0.00 0.01 22.20 2.95 1.93 0.08 6.90 0.29 0.00 0.01 22.50 2.96 1.94 0.08 7.20 0.31 0.01 0.02 22.80 2.97 1.95 0.08 7.50 0.33 0.01 0.02 23.10 2.98 1.96 0.07 7.80 0.35 0.01 0.03 23.40 2.99 1.97 0.07 8.10 0.37 0.02 0.03 23.70 3.00 1.98 0.07 8.40 0.39 0.02 0.04 24.00 3.01 1.99 0.07 8.70 0.41 0.03 0.05 9.00 0.44 0.04 0.06 9.30 0.47 0.05 0.07 9.60 0.50 0.06 0.08 9.90 0.53 0.07 0.10 10.20 0.57 0.08 0.12 10.50 0.61 0.10 0.16 10.80 0.67 0.13 0.21 11.10 0.73 0.16 0.27 11.40 0.82 0.21 0.41 11.70 1.07 0.36 1.85 12.00 1.99 1.09 6.97 12.30 2.14 1.22 0.91 12.60 2.24 1.30 0.53 12.90 2.30 1.36 0.43 13.20 2.36 1.40 0.36 13.50 2.40 1.44 0.31 13.80 2.44 1.48 0.27 14.10 2.48 1.51 0.23 14.40 2.51 1.54 0.22 14.70 2.54 1.57 0.21 15.00 2.57 1.59 0.19 15.30 2.59 1.61 0.18 POST-DEVELOPMENT with excavation_inside-2 to_1 Type 1124-hr 2-Year Rainfall=3.01" Printed 6/18/2014 HydroCAD® 10.00 sin 06538 ©2013 HydroCAD Software Solutions LLC Pam 13 Summary for Pond 4P: POND Inflow Area = 9.410 ac, 78.27% Impervious, Inflow Depth > 2.12" for 2-Year event Inflow = 30.56 cfs @ 11.99 hrs, Volume= 1.663 af Outflow = 20.86 cfs @ 12.07 hrs, Volume= 1.422 af, Atten= 32%, Lag= 4.9 min Primary = 20.86 cfs @ 12.07 hrs, Volume= 1.422 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs Peak Elev=649.88' @ 12.07 hrs Surf.Area=8,083 sf Storage=24,491 cf Plug-Flow detention time= 154.1 min calculated for 1.420 af(85%of inflow) Center-of-Mass det.time= 88.5 min ( 888.5 - 800.1 ) Volume Invert Avail.Storage Storage Description #1 646.00' 64,193 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 646.00 3,731 0 0 648.00 6,775 10,506 10,506 650.00 8,165 14,940 25,446 652.00 9,660 17,825 43,271 654.00 11,262 20,922 64,193 Device Routing Invert Outlet Devices #1 Primary 645.50' 24.0" Round Culvert L=60.0' Ke= 1.000 Inlet/Outlet Invert= 645.50'/644.00' S=0.0250 '!' Cc= 0.900 n=0.013 Concrete pipe, bends &connections, Flow Area 3.14 sf #2 Device 1 649.00' 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 651.50' 30.0' long x 24.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #4 Device 1 646.00' 4.0"Vert.Orifice/Grate C=0.600 Primary OutFlow Max=20.84 cfs @ 12.07 hrs HW=649.88' (Free Discharge) =Culvert (Inlet Controls 20.84 cfs @ 6.63 fps) 2=fJricGrat+er {Passes < 25.23 cfs potential flow) . rigc e/Grate (Passes < 0.81 cfs potential flow) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) POST-DEVELOPMENT with excavation_inside-2_to_1 Type 1124-hr 2-Year Rainfall=3.01" Printed 6/18/2014 HydroCAD® 10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 14 Pond 4P: POND Hydrograph 34 1111 bif ow J 36lfB ds J 32 Inflow Area=9.410 ac 30- 28= Peak Elev=649.88' 2s Storage=24,491 cf 22 120116th lei 2° 2. 18 0 16 LL 14 12• 10'. 83 6' 4 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 4P: POND Stage-Discharge 654-7 �� 653 • 662 — 651 0 0 850' w 649 648 647 646 0 50 100 150 200 250 300 Discharge (cfs) POST-DEVELOPMENT with excavation_inside-2 to_1 Type 1124-hr 2-Year Rainfall=3.01" Printed 6/18/2014 HydroCAD® 10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Pane 15 Pond 4P: POND Stage-Area-Storage Surf aceMorizontaWWetted Area(sq-ft) 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 ❑Surface t ■Stora•e 654 653 652 651- m o 650- a 0 w 649 648- ";"" 647 0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000 60,000 Storage(cubic-feet) POST-DEVELOPMENT with excavation_inside-2 to 1 Type 1124-hr 2-Year Rainfall=3.01" Printed 6/18/2014 HydroCAD®10.00 sln 06538 ©2013 HydroCAD Software Solutions LLC Page 16 Hydrograph for Pond 4P: POND Time Inflow Storage Elevation Primary f hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.00 0 646.00 0.00 0.60 0.00 0 646.00 0.00 1.20 0.00 0 646.00 0.00 1.80 0.00 0 646.00 0.00 2.40 0.00 0 646.00 0.00 3.00 0.00 0 646.00 0.00 3.60 0.00 0 646.00 0.00 4.20 0.00 0 646.00 0.00 4.80 0.00 0 646.00 0.00 5.40 0.02 22 646.01 0.00 6.00 0.05 92 646.02 0.00 6.60 0.08 220 646.06 0.01 7.20 0.12 405 646.11 0.03 7.80 0.16 620 646.16 0.06 8.40 0.22 860 646.22 0.10 9.00 0.33 1,186 646.30 0.15 9.60 0.40 1,595 646.40 0.20 10.20 0.58 2,148 646.52 0.25 10.80 0.93 3,129 646.73 0.32 11.40 1.76 5,077 647.11 0.41 12.00 30.31 23,020 649.70 18.64 12.60 2.45 18,977 649.18 3.10 13.20 1.53 18,357 649.10 1.70 13.80 1.14 18,085 649.06 1.23 14.40 0.92 17,927 649.04 0.96 15.00 0.81 17,819 649.03 0.87 15.60 0.70 17,694 649.01 0.76 16.20 0.60 17,538 648.99 0.71 16.80 0.56 17,278 648.95 0.70 17.40 0.52 16,944 648.91 0.70 18.00 0.49 16,540 648.85 0.69 18.60 0.45 16,068 648.79 0.68 19.20 0.41 15,531 648.72 0.67 19.80 0.37 14,931 648.63 0.66 20.40 0.34 14,278 648.54 0.65 21.00 0.34 13,625 648.45 0.63 21.60 0.33 12,982 648.36 0.62 22.20 0.32 12,351 648.27 0.61 22.80 0.31 11,731 648.18 0.60 23.40 0.30 11,123 648.09 0.58 24.00 0.30 10,527 648.00 0.57 POST-DEVELOPMENT with excavation_inside-2 to_1 Type 1124-hr 2-Year Rainfall=3.01" ' Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 17 Stage-Discharge for Pond 4P: POND Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) 646.00 0.00 648.08 0.58 650.16 21.70 652.24 77.94 646.04 0.00 648.12 0.59 650.20 21.82 652.28 81.96 646.08 0.02 648.16 0.59 650.24 21.94 652.32 86.16 646.12 0.03 648.20 0.60 650.28 22.06 652.36 90.56 646.16 0.06 648.24 0.61 650.32 22.17 652.40 95.05 646.20 0.08 648.28 0.61 650.36 22.29 652.44 99.64 646.24 0.11 648.32 0.62 650.40 22.40 652.48 104.32 646.28 0.14 648.36 0.62 650.44 22.52 652.52 109.15 646.32 0.17 648.40 0.63 650.48 22.63 652.56 114.13 646.36 0.18 648.44 0.63 650.52 22.75 652.60 119.22 646.40 0.20 648.48 0.64 650.56 22.86 652.64 124.40 646.44 0.22 648.52 0.64 650.60 22.97 652.68 129.68 646.48 0.24 648.56 0.65 650.64 23.08 652.72 135.02 646.52 0.25 648.60 0.66 650.68 23.19 652.76 140.40 646.56 0.26 648.64 0.66 650.72 23.31 652.80 145.87 646.60 0.28 648.68 0.67 650.76 23.42 652.84 151.42 646.64 0.29 648.72 0.67 650.80 23.53 652.88 157.05 646.68 0.30 648.76 0.68 650.84 23.63 652.92 162.71 646.72 0.31 648.80 0.68 650.88 23.74 652.96 168.40 646.76 0.32 648.84 0.69 650.92 23.85 653.00 174.15 646.80 0.33 648.88 0.69 650.96 23.96 653.04 179.97 646.84 0.34 648.92 0.70 651.00 24.07 653.08 185.86 646.88 0.35 648.96 0.70 651.04 24.17 653.12 191.88 646.92 0.36 649.00 0.71 651.08 24.28 653.16 198.03 646.96 0.37 649.04 0.96 651.12 24.39 653.20 204.25 647.00 0.38 649.08 1.41 651.16 24.49 653.24 210.55 647.04 0.39 649.12 2.00 651.20 24.60 653.28 216.91 647.08 0.40 649.16 2.70 65124 24.70 653.32 223.35 647.12 0.41 649.20 3.49 651.28 24.80 653.36 229.86 647.16 0.42 649.24 4.36 651.32 24.91 653.40 236.44 647.20 0.43 649.28 5.31 651.36 25.01 653.44 243.08 647.24 0.44 649.32 6.32 651.40 25.11 653.48 249.80 647.28 0.44 649.36 7.41 651.44 25.22 653.52 256.58 647.32 0.45 649.40 8.55 651.48 25.32 653.56 263.42 647.36 0.46 649.44 9.76 651.52 25.65 653.60 270.34 647.40 0.47 649.48 11.01 651.56 26.70 653.64 277.32 647.44 0.47 649.52 12.33 651.60 28.16 653.68 284.36 647.48 0.48 649.56 13.69 651.64 29.93 653.72 291.46 647.52 0.49 649.60 15.10 651.68 31.96 653.76 298.63 647.56 0.50 649.64 16.56 651.72 34.22 653.80 305.87 647.60 0.50 649.68 18.07 651.76 36.70 653.84 313.16 647.64 0.51 649.72 19.62 651.80 39.38 653.88 320.52 647.68 0.52 649.76 20.48 651.84 42.24 653.92 327.93 647.72 0.52 649.80 20.61 651.88 45.27 653.96 335.41 647.76 0.53 649.84 20.73 651.92 48.46 654.00 342.95 647.80 0.54 649.88 20.86 651.96 51.78 647.84 0.54 649.92 20.98 652.00 55.24 647.88 0.55 649.96 21.10 652.04 58.85 647.92 0.56 650.00 21.22 652.08 62.58 647.96 0.56 650.04 21.35 652.12 66.35 648.00 0.57 650.08 21.47 652.16 70.13 648.04 0.58 650.12 21.59 652.20 74.00 POST-DEVELOPMENT with excavation_inside-2 to_1 Type 1124-hr 2-Year Rainfall=3.01" Printed 6/18/2014 HydroCAD® 10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 18. Stage-Area-Storage for Pond 4P: POND Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 646.00 3,731 0 651.20 9,062 35,782 646.10 3,883 381 651.30 9,137 36,692 646.20 4,035 777 651.40 9,211 37,610 646.30 4,188 1,188 651.50 9,286 38,534 646.40 4,340 1,614 651.60 9,361 39,467 646.50 4,492 2,056 651.70 9,436 40,407 646.60 4,644 2,513 651.80 9,510 41,354 646.70 4,796 2,985 651.90 9,585 42,309 646.80 4,949 3,472 652.00 9,660 43,271 646.90 5,101 3,974 652.10 9,740 44,241 647.00 5,253 4,492 652.20 9,820 45,219 647.10 5,405 5,025 652.30 9,900 46,205 647.20 5,557 5,573 652.40 9,980 47,199 647.30 5,710 6,136 652.50 10,061 48,201 647.40 5,862 6,715 652.60 10,141 49,211 647.50 6,014 7,309 652.70 10,221 50,229 647.60 6,166 7,918 652.80 10,301 51,255 647.70 6,318 8,542 652.90 10,381 52,289 647.80 6,471 9,181 653.00 10,461 53,332 647.90 6,623 9,836 653.10 10,541 54,382 648.00 6,775 10,506 653.20 10,621 55,440 648.10 6,845 1 1,187 653.30 10,701 56,506 648.20 6,914 11,875 653.40 10,781 57,580 648.30 6,983 12,570 653.50 10,862 58,662 648.40 7,053 13,272 653.60 10,942 59,752 648.50 7,123 13,980 653.70 11,022 60,850 648.60 7,192 14,696 653.80 11,102 61,957 648.70 7,262 15,419 653.90 11,182 63,071 648.80 7,331 16,148 654.00 11,262 64,193 648.90 7,400 16,885 649.00 7,470 17,629 649.10 7,540 18,379 649.20 7,609 19,136 649.30 7,678 19,901 649.40 7,748 20,672 649.50 7,818 21,450 649.60 7,887 22,236 649.70 7,957 23,028 649.80 8,026 23,827 649.90 8,095 24,633 650.00 8,165 25,446 650.10 8,240 26,266 650.20 8,315 27,094 650.30 8,389 27,929 650.40 8,464 28,772 650.50 8,539 29,622 650.60 8,614 30,480 650.70 8,688 31,345 650.80 8,763 32,217 650.90 8,838 33,097 651.00 8,913 33,985 651.10 8,987 34,880 POST-DEVELOPMENT_with excavation_inside-2 to_1 Type 1124-hr 2-Year Rainfall=3.01" Printed 6/18/2014 HydroCAD® 10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 19 Summary for Link 5L: Outlet Inflow Area = 9.910 ac, 77.55% Impervious, Inflow Depth > 1.81" for 2-Year event Inflow = 21.91 cfs @ 12.04 hrs, Volume= 1.498 af Primary = 21.91 cfs @ 12.04 hrs, Volume= 1.498 af, Atten=0%, Lag= 0.0 min Primary outflow= Inflow, Time Span=0.00-24.00 hrs, dt= 0.03 hrs Link 5L: Outlet Hydrograph ,/ ■Inflow 24: j /� /� 12.1.4i ash ■Prima 23- 22°: Inflow Area 9.9101 21° 20: 19-, 18= 17 " 16 15 F 14- 2. 13 3 121 . 0 11= 10 9' 8' I Y f e Fi" �..€'.. a.F f F",: !�.>�,fy.t'ft�. .tom``..- s r ✓ x. . e .. , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT with excavation_inside-2 to_1 Type 1124-hr 2-Year Rainfall=3.01" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 O 2013 HydroCAD Software Solutions LLC Pane 20 Hydrograph for Link 5L: Outlet Time Inflow Elevation Primary Time Inflow Elevation Primary ihours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 15.60 0.80 0.00 0.80 0.30 0.00 0.00 0.00 15.90 0.74 0.00 0.74 0.60 0.00 0.00 0.00 16.20 0.74 0.00 0.74 0.90 0.00 0.00 0.00 16.50 0.73 0.00 0.73 1.20 0.00 0.00 0.00 16.80 0.73 0.00 0.73 1.50 0.00 0.00 0.00 17.10 0.73 0.00 0.73 1.80 0.00 0.00 0.00 17.40 0.72 0.00 0.72 2.10 0.00 0.00 0.00 17.70 0.72 0.00 0.72 2.40 0.00 0.00 0.00 18.00 0.71 0.00 0.71 2.70 0.00 0.00 0.00 18.30 0.71 0.00 0.71 3.00 0.00 0.00 0.00 18.60 0.70 0.00 0.70 3.30 0.00 0.00 0.00 18.90 0.70 0.00 0.70 3.60 0.00 0.00 0.00 19.20 0.69 0.00 0.69 3.90 0.00 0.00 0.00 19.50 0.68 0.00 0.68 4.20 0.00 0.00 0.00 19.80 0.68 0.00 0.68 4.50 0.00 0.00 0.00 20.10 0.67 0.00 0.67 4.80 0.00 0.00 0.00 20.40 0.66 0.00 0.66 5.10 0.00 0.00 0.00 20.70 0.66 0.00 0.66 5.40 0.00 0.00 0.00 21.00 0.65 0.00 0.65 5.70 0.00 0.00 0.00 21.30 0.65 0.00 0.65 6.00 0.00 0.00 0.00 21.60 0.64 0.00 0.64 6.30 0.01 0.00 0.01 21.90 0.63 0.00 0.63 6.60 0.01 0.00 0.01 22.20 0.63 0.00 0.63 6.90 0.02 0.00 0.02 22.50 0.62 0.00 0.62 7.20 0.03 0.00 0.03 22.80 0.61 0.00 0.61 7.50 0.04 0.00 0.04 23.10 0.60 0.00 0.60 7.80 0.06 0.00 0.06 23.40 0.60 0.00 0.60 8.10 0.08 0.00 0.08 23.70 0.59 0.00 0.59 8.40 0.10 0.00 0.10 24.00 0.58 0.00 0.58 8.70 0.13 0.00 0.13 9.00 0.16 0.00 0.16 9.30 0.19 0.00 0.19 9.60 0.21 0.00 0.21 9.90 0.24 0.00 0.24 10.20 0.27 0.00 0.27 10.50 0.31 0.00 0.31 10.80 0.35 0.00 0.35 11.10 0.40 0.00 0.40 11.40 0.48 0.00 0.48 11.70 0.83 0.00 0.83 12.00 20.09 0.00 20.09 12.30 7.16 0.00 7.16 12.60 3.21 0.00 3.21 12.90 2.18 0.00 2.18 13.20 1.78 0.00 1.78 13.50 1.50 0.00 1.50 13.80 1.29 0.00 1.29 14.10 1.11 0.00 1.11 14.40 1.00 0.00 1.00 14.70 0.96 0.00 0.96 15.00 0.91 0.00 0.91 15.30 0.85 0.00 0.85 POST-DEVELOPMENT with excavation_inside-2 to_1 Type 1124-hr 10-Year Rainfall=5.55" • Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 21 Time span=0.00-24.00 hrs, dt=0.03 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment IS: Area C Runoff Area=0.500 ac 64.00% Impervious Runoff Depth>4.19" Tc=5.4 min CN=88 Runoff=3.57 cfs 0.174 of Subcatchment 2S: Area B Runoff Area=7.090 ac 79.69% Impervious Runoff Depth>4.62" Tc=9.2 min CN=92 Runoff=47.63 cfs 2.729 af Subcatchment 6S: TNC Runoff Area=2.320 ac 73.92% Impervious Runoff Depth>4.40" Tc=5.0 min CN=90 Runoff=17.31 cfs 0.851 of Pond 4P: POND Peak EIev=651.91' Storage=42,427 cf Inflow=62.87 cfs 3.580 of Outflow=47.86 cfs 3.201 of Link 5L: Outlet Inflow=49.41 cfs 3.376 of Primary=49.41 cfs 3.376 of Total Runoff Area=9.910 ac Runoff Volume=3.754 af Average Runoff Depth=4.55" 22.45%Pervious=2.225 ac 77.55%Impervious=7.685 ac POST-DEVELOPMENT with_excavation_inside-Z to_1 Type 1124-hr 10-Year Rainfall=5.55" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 22. Summary for Subcatchment 1S: Area C Runoff = 3.57 cfs @ 11.96 hrs, Volume= 0.174 af, Depth> 4.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs Type II 24-hr 10-Year Rainfall=5.55" Area (ac) CN Description 0.320 98 Unconnected roofs, HSG B 0.180 69 50-75% Grass cover, Fair, HSG B 0.500 88 Weighted Average 0.180 36.00% Pervious Area 0.320 64.00% Impervious Area 0.320 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 Direct Entry, Subcatchment 1S: Area C Hydrograph ■Runoff [nsrd.l Type II 24-h r 10-Year Rainfall=5.55" 3- , Runoff Area=0.500 ac Runoff Volume=0.174 of 2 • ; Runoff Depth>4.19" LL Tc=5.4 min CN=88 AL 0 1 2 3 4 5 6 7 8 9 15 11 12 13 14 15 16 17 15 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT with excavation_inside-2 to 1 Type 1124-hr 10-Year Rainfall=5.55" Printed 6/18/2014 HydroCAD® 10.00 sin 06538 ©2013 HydroCAD Software Solutions LLC Page 23 Hydrograph for Subcatchment 1S: Area C Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 15.60 4.83 3.51 0.07 0.30 0.02 0.00 0.00 15.90 4.87 3.55 0.06 0.60 0.03 0.00 0.00 16.20 4.91 3.58 0.06 0.90 0.05 0.00 0.00 16.50 4.94 3.62 0.06 1.20 0.07 0.00 0.00 16.80 4.98 3.65 0.06 1.50 0.09 0.00 0.00 17.10 5.01 3.68 0.05 1.80 0.11 0.00 0.00 17.40 5.05 3.71 0.05 2.10 0.13 0.00 0.00 17.70 5.08 3.74 0.05 2.40 0.15 0.00 0.00 18.00 5.11 3.77 0.05 2.70 0.17 0.00 0.00 18.30 5.14 3.80 0.05 3.00 0.19 0.00 0.00 18.60 5.17 3.83 0.04 3.30 0.21 0.00 0.00 18.90 5.19 3.85 0.04 3.60 0.24 0.00 0.00 19.20 5.22 3.88 0.04 3.90 0.26 0.00 0.00 19.50 5.24 3.90 0.04 4.20 0.28 0.00 0.00 19.80 5.27 3.92 0.04 4.50 0.31 0.00 0.00 20.10 5.29 3.94 0.03 4.80 0.33 0.00 0.00 20.40 5.31 3.96 0.03 5.10 0.36 0.01 0.00 20.70 5.33 3.98 0.03 5.40 0.39 0.01 0.01 21.00 5.35 4.00 0.03 5.70 0.41 0.01 0.01 21.30 5.37 4.02 0.03 6.00 0.44 0.02 0.01 21.60 5.39 4.04 0.03 6.30 0.47 0.03 0.01 21.90 5.41 4.06 0.03 6.60 0.51 0.03 0.01 22.20 5.43 4.08 0.03 6.90 0.54 0.04 0.02 22.50 5.45 4.10 0.03 7.20 0.57 0.05 0.02 22.80 5.47 4.12 0.03 7.50 0.61 0.07 0.02 23.10 5.49 4.14 0.03 7.80 0.64 0.08 0.02 23.40 5.51 4.16 0.03 8.10 0.68 0.09 0.02 23.70 5.53 4.17 0.03 8.40 0.72 0.11 0.03 24.00 5.55 4.19 0.03 8.70 0.76 0.13 0.04 9.00 0.82 0.15 0.04 9.30 0.87 0.18 0.05 9.60 0.92 0.21 0.05 9.90 0.98 0.24 0.06 10.20 1.05 0.28 0.07 1 0.50 1.13 0.33 0.09 10.80 1.23 0.39 0.11 11.10 1.35 0.47 0.14 11.40 1.51 0.59 0.20 11.70 1.97 0.94 0.86 12.00 3.68 2.43 3.12 12.30 3.96 2.69 0.39 12.60 4.12 2.84 0.23 12.90 4.25 2.96 0.18 13.20 4.35 3.05 0.15 13.50 4.43 3.13 0.13 13.80 4.51 3.20 0.11 14.10 4.57 3.26 0.10 14.40 4.63 3.32 0.09 14.70 4.68 3.37 0.09 15.00 4.74 3.42 0.08 15.30 4.78 3.46 0.08 POST-DEVELOPMENT with_excavation_inside-2 to_1 Type 1124-hr 10-Year Rainfall=5.55" Printed 6/18/2014 HydroCAD® 10.00 sin 06538 ©2013 HydroCAD Software Solutions LLC Pape 24 Summary for Subcatchment 2S: Area B Runoff = 47.63 cfs @ 12.00 hrs, Volume= 2.729 af, Depth> 4.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-24.00 hrs, dt= 0.03 hrs Type II 24-hr 10-Year Rainfall=5.55" Area (ac) CN Description 5.650 98 Water Surface, HSG B 1.440 69 50-75% Grass cover: Fair, HSG B 7.090 92 Weighted Average 1.440 20.31% Pervious Area 5.650 79.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 Direct Entry, Subcatchment 2S: Area B Hydrograph !Runoff 50 josses Type 1124-hr 10-Year Rainfall=5.55" Runoff Area=7.090 ac Runoff Volume=2.729:af 13° Runoff Depth>4.62" Tc=9.2 min CN=92 '£ 15- 10 5_; AIL e✓ / .'' rA",`+` M^ .. ,., `,z •','!-.' sir r.�,;.r. t y 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 2f1 22 23 24 Time (hours) POST-DEVELOPMENT with excavation_inside-2_to_1 Type 1124-hr 10-Year Rainfall=5.55" Printed 6/18/2014 HydroCAD®10.00 sin 06538 O 2013 HydroCAD Software Solutions LLC Page 25 Hydrograph for Subcatchment 2S: Area B Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 15.60 4.83 3.92 1.04 0.30 0.02 0.00 0.00 15.90 4.87 3.96 0.96 0.60 0.03 0.00 0.00 16.20 4.91 4.00 0.89 0.90 0.05 0.00 0.00 16.50 4.94 4.04 0.86 1.20 0.07 0.00 0.00 16.80 4.98 4.07 0.83 1.50 0.09 0.00 0.00 17.10 5.01 4.10 0.80 1.80 0.11 0.00 0.00 17.40 5.05 4.14 0.77 2.10 0.13 0.00 0.00 17.70 5.08 4.17 0.74 2.40 0.15 0.00 0.00 18.00 5.11 4.20 0.71 2.70 0.17 0.00 0.00 18.30 5.14 4.23 0.68 3.00 0.19 0.00 0.01 18.60 5.17 4.25 0.65 3.30 0.21 0.00 0.03 18.90 5.19 4.28 0.62 3.60 0.24 0.00 0.06 19.20 5.22 4.30 0.60 3.90 0.26 0.01 0.08 19.50 5.24 4.33 0.57 4.20 0.28 0.01 0.11 19.80 5.27 4.35 0.54 4.50 0.31 0.02 0.13 20.10 5.29 4.37 0.51 4.80 0.33 0.02 0.16 20.40 5.31 4.39 0.50 5.10 0.36 0.03 0.19 20.70 5.33 4.41 0.49 5.40 0.39 0.04 0.22 21.00 5.35 4.43 0.49 5.70 0.41 0.05 0.25 21.30 5.37 4.45 0.48 6.00 0.44 0.06 0.28 21.60 5.39 4.47 0.48 6.30 0.47 0.08 0.32 21.90 5.41 4.49 0.47 6.60 0.51 0.09 0.35 22.20 5.43 4.51 0.47 6.90 0.54 0.11 0.38 22.50 5.45 4.53 0.46 7.20 0.57 0.12 0.41 22.80 5.47 4.55 0.45 7.50 0.61 0.14 0.45 23.10 5.49 4.57 0.45 7.80 0.64 0.16 0.48 23.40 5.51 4.59 0.44 8.10 0.68 0.19 0.51 23.70 5.53 4.61 0.44 8.40 0.72 0.21 0.60 24.00 5.55 4.63 0.43 8.70 0.76 0.24 0.69 9.00 0.82 0.27 0.80 9.30 0.87 0.31 0.86 9.60 0.92 0.35 0.89 9.90 0.98 0.39 1.03 10.20 1.05 0.44 1.22 10.50 1.13 0.50 1.47 10.80 1.23 0.58 1.82 11.10 1.35 0.67 2.27 11.40 1.51 0.81 3.19 11.70 1.97 1.21 9.61 12.00 3.68 2.81 47.63 12.30 3.96 3.08 7.12 12.60 4.12 3.24 3.75 12.90 4.25 3.36 2.83 13.20 4.35 3.45 2.29 13.50 4.43 3.54 1.96 13.80 4.51 3.61 1.69 14.10 4.57 3.67 1.46 14.40 4.63 3.73 1.36 14.70 4.68 3.78 1.28 15.00 4.74 3.83 1.20 15.30 4.78 3.88 1.12 POST-DEVELOPMENT with_excavation_inside-2 to_1 Type 1124-hr 10-Year Rainfall=5.55" Printed 6/18/2014 HydroCAD®10.00 sin 06538 @ 2013 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 6S: TNC Runoff = 17.31 cfs © 11.96 hrs, Volume= 0.851 af, Depth> 4.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs Type II 24-hr 10-Year Rainfall=5.55" Area (ac) CN Description 1.715 98 Water Surface, HSG B 0.605 69 50-75% Grass cover, Fair, HSG B 2.320 90 Weighted Average 0.605 26.08% Pervious Area 1.715 73.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: TNC Hydrograph 19= ■Runoff 18. 117.31 c 17= Type II 24-hr 15: 1 o-Year Rai nfal I�=r 5.+55•' 14 � Runoff Area=2.320 ac 13 12 Runoff Volume=0.851 af Runoff Depth>4.4O" o 5 Tc=5.O min 7 CN=90 6 5 4: 3= 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT with excavation_inside-2 to_1 Type 1124-hr 10-Year Rainfall=5.55" Printed 6/18/2014 HydroCADe 10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Paae 27, Hydrograph for Subcatchment 6S: TNC Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfsl (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 15.60 4.83 3.71 0.33 0.30 0.02 0.00 0.00 15.90 4.87 3.75 0.30 0.60 0.03 0.00 0.00 16.20 4.91 3.79 0.28 0.90 0.05 0.00 0.00 16.50 4.94 3.82 0.27 1.20 0.07 0.00 0.00 16,80 4.98 3.86 0.27 1.50 0.09 0.00 0.00 17.10 5.01 3.89 0.26 1.80 0.11 0.00 0.00 17.40 5.05 3.92 0.25 2.10 0.13 0.00 0.00 17.70 5.08 3.95 0.24 2.40 0.15 0.00 0.00 18.00 5.11 3.98 0.23 2.70 0.17 0.00 0.00 18.30 5.14 4.01 0.22 3.00 0.19 0.00 0.00 18.60 5.17 4.04 0.21 3.30 0.21 0.00 0.00 18.90 5.19 4.06 0.20 3.60 0.24 0.00 0.00 19.20 5.22 4.09 0.19 3.90 0.26 0.00 0.01 19.50 5.24 4.11 0.18 4.20 0.28 0.00 0.02 19.80 5.27 4.13 0.17 4.50 0.31 0.01 0.02 20.10 5.29 4.16 0.16 4.80 0.33 0.01 0.03 20.40 5.31 4.18 0.16 5.10 0.36 0.01 0.04 20.70 5.33 4.20 0.16 5.40 0.39 0.02 0.05 21.00 5.35 4.22 0.16 5.70 0.41 0.03 0.06 21.30 5.37 4.24 0.16 6.00 0.44 0.04 0.07 21.60 5.39 4.26 0.15 6.30 0.47 0.05 0.08 21.90 5.41 4.28 0.15 6.60 0.51 0.06 0.09 22.20 5.43 4.30 0.15 6.90 0.54 0.07 0.10 22.50 5.45 4.31 0.15 7.20 0.57 0.08 0.11 22.80 5.47 4.33 0.15 7.50 0.61 0.10 0.12 23.10 5.49 4.35 0.14 7.80 0.64 0.11 0.13 23.40 5.51 4.37 0.14 8.10 0.68 0.13 0.14 23.70 5.53 4.39 0.14 8.40 0.72 0.15 0.17 24.00 5.55 4.41 0.14 8.70 0.76 0.18 0.20 9.00 0.82 0.21 0.23 9.30 0.87 0.24 0.25 9.60 0.92 0.27 0.26 9.90 0.98 0.31 0.31 10.20 1.05 0.35 0.37 10.50 1.13 0.41 0.45 10.80 1.23 0.48 0.57 11.10 1.35 0.57 0.72 11.40 1.51 0.69 1.04 11.70 1.97 1.07 4.41 12.00 3.68 2.62 14.48 12.30 3.96 2.88 1.84 12.60 4.12 3.04 1.07 12.90 4.25 3.15 0.87 13.20 4.35 3.25 0.71 13.50 4.43 3.33 0.61 13.80 4.51 3.40 0.53 14.10 4.57 3.46 0.46 14.40 4.63 3.52 0.43 14.70 4.68 3.57 0.41 15.00 4.74 3.62 0.38 15.30 4.78 3.67 0.35 POST-DEVELOPMENT with excavation_inside-2 to__1 Type 1124-hr 10-Year Rainfall=5.55" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 28 Summary for Pond 4P: POND Inflow Area = 9.410 ac, 78.27% Impervious, Inflow Depth > 4.57" for 10-Year event Inflow = 62.87 cfs @ 11.99 hrs, Volume= 3.580 af Outflow = 47.86 cfs @ 12.06 hrs, Volume= 3.201 af, Atten= 24%, Lag= 4.4 min Primary = 47.86 cfs @ 12.06 hrs, Volume= 3.201 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs Peak Elev= 651.91' @ 12.06 hrs Surf.Area= 9,594 sf Storage= 42,427 cf Plug-Flow detention time= 89.8 min calculated for 3.201 af(89%of inflow) Center-of-Mass det. time= 36.8 min ( 815.8-779.0 ) Volume Invert Avail.Storage Storage Description #1 646.00' 64,193 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (so-ft) (cubic-feet) (cubic-feet1 646.00 3,731 0 0 648.00 6,775 10,506 10,506 650.00 8,165 14,940 25,446 652.00 9,660 17,825 43,271 654.00 11,262 20,922 64,193 Device Routing Invert Outlet Devices #1 Primary 645.50' 24.0" Round Culvert L=60.0' Ke= 1.000 Inlet/Outlet Invert= 645.50'/644.00' S= 0.0250'/' Cc= 0.900 n=0.013 Concrete pipe, bends &connections, Flow Area= 3.14 sf #2 Device 1 649.00' 36.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Primary 651.50' 30.0'long x 24.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #4 Device 1 646.00' 4.0"Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=47.70 cfs @ 12.06 hrs HW=651.91' (Free Discharge) =Culvert (Inlet Controls 26.39 cfs @ 8.40 fps) 2warlfice/Grate (Passes< 58.07 cfs potential flow) c e/Grate (Passes < 1.01 cfs potential flow) 3=Broad-Crested Rectangular Weir (Weir Controls 21.31 cfs @ 1.73 fps) POST-DEVELOPMENT with excavation_inside-2 to_1 Type 1124-hr 10-Year Rainfall=5.55" Printed 6/18/2014 HydroCAD®10.00 sin 06538 ©2013 HydroCAD Software Solutions LLC Page 29 Pond 4P: POND Hydrograph / •Inflow 70 (star ■Prima 65 Inflow Area=9.410 :ac 55= Peak EIev=651 .91 50 47j3erdg Storage=42,427 cf 45- 40- 35 0 LL 30 25- 20 15 10 i V 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 4P: POND Stage-Discharge 654 � �'.. 653 652 • 651 1. w 850- 649 648 647 646 Ear 0 50 100 150 200 250 300 Discharge (cfs) POST-DEVELOPMENT_with_excavation_inside-2 to_1 Type 1124-hr 10-Year Rainfal1=5.55" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 30. Pond 4P: POND Stage-Area-Storage Surface/Horizontat/Wetted Area(sq-ft) 0 1,000 2,000 3,000 4.000 5,000 6,000 7.000 8,000 9,000 10,000 11,000 0 Surface ..., ,' ■Storage 654 653- ._ 852 651- m 0 650- m w 648- 648 `". 847' 646 , ' . � . . . r � . , 0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000 60,000 Storage(cubic-feet) POST-DEVELOPMENT with excavation_inside-2 to 1 Type 1124-hr 10-Year Rainfall=5.55" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 31. Hydrograph for Pond 4P: POND Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.00 0 646.00 0.00 0.60 0.00 0 646.00 0.00 1.20 0.00 0 646.00 0.00 1.80 0.00 0 646.00 0.00 2.40 0.00 0 646.00 0.00 3.00 0.01 2 646.00 0.00 3.60 0.06 71 646.02 0.00 4.20 0.12 252 646.07 0.01 4.80 0.19 536 646.14 0.05 5.40 0.27 882 646.23 0.10 6.00 0.35 1,267 646.32 0.16 6.60 0.44 1,710 646.42 0.21 7.20 0.52 2,237 646.54 0.26 7.80 0.61 2,857 646.67 0.30 8.40 0.77 3,611 646.83 0.34 9.00 1.03 4,749 647.05 0.39 9.60 1.15 6,222 647.31 0.45 10.20 1.59 8,106 647.63 0.51 10.80 2.38 11,129 648.09 0.58 11.40 4.23 16,511 648.85 0.69 12.00 62.11 39,387 651.59 27.89 12.60 4.83 20,438 649.37 7.69 13.20 3.01 19,030 649.19 3.23 13.80 2.22 18,670 649.14 2.35 14.40 1.79 18,448 649.11 1.86 15.00 1.58 18,318 649.09 1.64 15.60 1.37 18,195 649.08 1.42 16.20 1.17 18,075 649.06 1.21 16.80 1.09 18,017 649.05 1.11 17.40 1.02 17,973 649.05 1.04 18.00 0.94 17,929 649.04 0.96 18.60 0.86 17,860 649.03 0.90 19.20 0.79 17,772 649.02 0.83 19.80 0.71 17,682 649.01 0.75 20.40 0.66 17,591 648.99 0.71 21.00 0.65 17,478 648.98 0.70 21.60 0.63 17,337 648.96 0.70 22.20 0.62 17,168 648.94 0.70 22.80 0.60 16,974 648.91 0.70 23.40 0.58 16,754 648.88 0.69 24.00 0.57 16,510 648.85 0.69 POST-DEVELOPMENT with excavation_inside-2 to_.1 Type 1124-hr 10-Year Rainfall=5.55" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Paae 32 Stage-Discharge for Pond 4P: POND Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs (feet) (cfs) 646.00 0.00 648.08 0.58 650.16 21.70 652.24 77.94 646.04 0.00 648.12 0.59 650.20 21.82 652.28 81.96 646.08 0.02 648.16 0.59 650.24 21.94 652.32 86.16 646.12 0.03 648.20 0.60 650.28 22.06 652.36 90.56 646.16 0.06 648.24 0.61 650.32 22.17 652.40 95.05 646.20 0.08 648.28 0.61 650.36 22.29 652.44 99.64 646.24 0.11 648.32 0.62 650.40 22.40 652.48 104.32 646.28 0.14 648.36 0.62 650.44 22.52 652.52 109.15 646.32 0.17 648.40 0.63 650.48 22.63 652.56 114.13 646.36 0.18 648.44 0.63 650.52 22.75 652.60 119.22 646.40 0.20 648.48 0.64 650.56 22.86 652.64 124.40 646.44 0.22 648.52 0.64 650.60 22.97 652.68 129.68 646.48 0.24 648.56 0.65 650.64 23.08 652.72 135.02 646.52 0.25 648.60 0.66 650.68 23.19 652.76 140.40 646.56 0.26 648.64 0.66 650.72 23.31 652.80 145.87 646.60 0.28 648.68 0.67 650.76 23.42 652.84 151.42 646.64 0.29 648.72 0.67 650.80 23.53 652.88 157.05 646.68 0.30 648.76 0.68 650.84 23.63 652.92 162.71 646.72 0.31 648.80 0.68 650.88 23.74 652.96 168.40 646.76 0.32 648.84 0.69 650.92 23.85 653.00 174.15 646.80 0.33 648.88 0.69 650.96 23.96 653.04 179.97 646.84 0.34 648.92 0.70 651.00 24.07 653.08 185.86 646.88 0.35 648.96 0.70 651.04 24.17 653.12 191.88 646.92 0.36 649.00 0.71 651.08 24.28 653.16 198.03 646.96 0.37 649.04 0.96 651.12 24.39 653.20 204.25 647.00 0.38 649.08 1.41 651.16 24.49 653.24 210.55 647.04 0.39 649.12 2.00 651.20 24.60 653.28 216.91 647.08 0.40 649.16 2.70 651.24 24.70 653.32 223.35 647.12 0.41 649.20 3.49 651.28 24.80 653.36 229.86 647.16 0.42 649.24 4.36 651.32 24.91 653.40 236.44 647.20 0.43 649.28 5.31 651.36 25.01 653.44 243.08 647.24 0.44 649.32 6.32 651.40 25.11 653.48 249.80 647.28 0.44 649.36 7.41 651.44 25.22 653.52 256.58 647.32 0.45 649.40 8.55 651.48 25.32 653.56 263.42 647.36 0.46 649.44 9.76 651.52 25.65 653.60 270.34 647.40 0.47 649.48 11.01 651.56 26.70 653.64 277.32 647.44 0.47 649.52 12.33 651.60 28.16 653.68 284.36 647.48 0.48 649.56 13.69 651.64 29.93 653.72 291.46 647.52 0.49 649.60 15.10 651.68 31.96 653.76 298.63 647.56 0.50 649.64 16.56 651.72 34.22 653.80 305.87 647.60 0.50 649.68 18.07 651.76 36.70 653.84 313.16 647.64 0.51 649.72 19.62 651.80 39.38 653.88 320.52 647.68 0.52 649.76 20.48 651.84 42.24 653.92 327.93 647.72 0.52 649.80 20.61 651.88 45.27 653.96 335.41 647.76 0.53 649.84 20.73 651.92 48.46 654.00 342.95 647.80 0.54 649.88 20.86 651.96 51.78 647.84 0.54 649.92 20.98 652.00 55.24 647.88 0.55 649.96 21.10 652.04 58.85 647.92 0.56 650.00 21.22 652.08 62.58 647.96 0.56 650.04 21.35 652.12 66.35 648.00 0.57 650.08 21.47 652.16 70.13 648.04 0.58 650.12 21.59 652.20 74.00 POST-DEVELOPMENT with excavation_inside-2 to_1 Type II 24-hr 10-Year RainfaIl=5.55" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 33. Stage-Area-Storage for Pond 4P: POND Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 646.00 3,731 0 651.20 9,062 35,782 646.10 3,883 381 651.30 9,137 36,692 646.20 4,035 777 651.40 9,211 37,610 646.30 4,188 1,188 651.50 9,286 38,534 646.40 4,340 1,614 651.60 9,361 39,467 646.50 4,492 2,056 651.70 9,436 40,407 646.60 4,644 2,513 651.80 9,510 41,354 646.70 4,796 2,985 651.90 9,585 42,309 646.80 4,949 3,472 652.00 9,660 43,271 646.90 5,101 3,974 652.10 9,740 44,241 647.00 5,253 4,492 652.20 9,820 45,219 647.10 5,405 5,025 652.30 9,900 46,205 647.20 5,557 5,573 652.40 9,980 47,199 647.30 5,710 6,136 652.50 10,061 48,201 647.40 5,862 6,715 652.60 10,141 49,211 647.50 6,014 7,309 652.70 10,221 50,229 647.60 6,166 7,918 652.80 10,301 51,255 647.70 6,318 8,542 652.90 10,381 52,289 647.80 6,471 9,181 653.00 10,461 53,332 647.90 6,623 9,836 653.10 10,541 54,382 648.00 6,775 10,506 653.20 10,621 55,440 648.10 6,845 11,187 653.30 10,701 56,506 648.20 6,914 11,875 653.40 10,781 57,580 648.30 6,983 12,570 653.50 10,862 58,662 648.40 7,053 13,272 653.60 10,942 59,752 648.50 7,123 13,980 653.70 11,022 60,850 648.60 7,192 14,696 653.80 11,102 61,957 648.70 7,262 15,419 653.90 11,182 63,071 648.80 7,331 16,148 654.00 11,262 64,193 648.90 7,400 16,885 649.00 7,470 17,629 649.10 7,540 18,379 649.20 7,609 19,136 649.30 7,678 19,901 649.40 7,748 20,672 649.50 7,818 21,450 649.60 7,887 22,236 649.70 7,957 23,028 649.80 8,026 23,827 649.90 8,095 24,633 650.00 8,165 25,446 650.10 8,240 26,266 650.20 8,315 27,094 650.30 8,389 27,929 650.40 8,464 28,772 650.50 8,539 29,622 650.60 8,614 30,480 650.70 8,688 31,345 650.80 8,763 32,217 650.90 8,838 33,097 651.00 8,913 33,985 651.10 8,987 34,880 POST-DEVELOPMENT with excavation_inside-2 to_1 Type 1124-hr 10-Year Rainfall=5.55" Printed 6/18/2014 HydroCA 10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Pane 34 Summary for Link 5L: Outlet Inflow Area = 9.910 ac, 77.55% Impervious, Inflow Depth > 4.09" for 10-Year event Inflow = 49.41 cfs @ 12.06 hrs, Volume= 3.376 af Primary = 49.41 cfs @ 12.06 hrs, Volume= 3.376 af, Atten= 0%, Lag=0.0 min Primary outflow= Inflow, Time Span=0.00-24.00 hrs, dt= 0.03 hrs Link 5L: Outlet Hydrograph 111 Inflow I,pgey� 55 !Prima Inflow Area-9.910 ¶'"1 45 40 35 7 u 30 26 20- 15 10 5 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT with excavation_inside-2_to_1 Type 1124-hr 10-Year Rainfall=5.55" Printed 6/18/2014 HydroCAD®10.00 sin 06538 ©2013 HydroCAD Software Solutions LLC Page 35 Hydrograph for Link 5L: Outlet Time Inflow Elevation Primary Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) (hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 15.60 1.49 0.00 1.49 0.30 0.00 0.00 0.00 15.90 1.38 0.00 1.38 0.60 0.00 0.00 0.00 16.20 1.27 0.00 1.27 0.90 0.00 0.00 0.00 16.50 1.21 0.00 1.21 1.20 0.00 0.00 0.00 16.80 1.17 0.00 1.17 1.50 0.00 0.00 0.00 17.10 1.13 0.00 1.13 1.80 0.00 0.00 0.00 17.40 1.09 0.00 1.09 2.10 0.00 0.00 0.00 17.70 1.05 0.00 1.05 2.40 0.00 0.00 0.00 18.00 1.01 0.00 1.01 2.70 0.00 0.00 0.00 18.30 0.98 0.00 0.98 3.00 0.00 0.00 0.00 18.60 0.95 0.00 0.95 3.30 0.00 0.00 0.00 18.90 0.91 0.00 0.91 3.60 0.00 0.00 0.00 19.20 0.87 0.00 0.87 3.90 0.01 0.00 0.01 19.50 0.83 0.00 0.83 4.20 0.01 0.00 0.01 19.80 0.79 0.00 0.79 4.50 0.03 0.00 0.03 20.10 0.75 0.00 0.75 4.80 0.05 0.00 0.05 20.40 0.74 0.00 0.74 5.10 0.08 0.00 0.08 20.70 0.74 0.00 0.74 5.40 0.11 0.00 0.11 21.00 0.74 0.00 0.74 5.70 0.14 0.00 0.14 21.30 0.74 0.00 0.74 6.00 0.18 0.00 0.18 21.60 0.74 0.00 0.74 6.30 0.20 0.00 0.20 21.90 0.73 0.00 0.73 6.60 0.23 0.00 0.23 22.20 0.73 0.00 0.73 6.90 0.25 0.00 0.25 22.50 0.73 0.00 0.73 7.20 0.27 0.00 0.27 22.80 0.73 0.00 0.73 7.50 0.30 0.00 0.30 23.10 0.73 0.00 0.73 7.80 0.32 0.00 0.32 23.40 0.72 0.00 0.72 8.10 0.34 0.00 0.34 23.70 0.72 0.00 0.72 8.40 0.37 0.00 0.37 24.00 0.72 0.00 0.72 8.70 0.40 0.00 0.40 9.00 0.44 0.00 0.44 9.30 0.47 0.00 0.47 9.60 0.50 0.00 0.50 9.90 0.54 0.00 0.54 10.20 0.58 0.00 0.58 10.50 0.63 0.00 0.63 10.80 0.69 0.00 0.69 11.10 0.77 0.00 0.77 11.40 0.89 0.00 0.89 11.70 9.23 0.00 9.23 12.00 31.02 0.00 31.02 12.30 24.13 0.00 24.13 12.60 7.92 0.00 7.92 12.90 4.24 0.00 4.24 13.20 3.38 0.00 3.38 13.50 2.87 0.00 2.87 13.80 2.46 0.00 2.46 14.10 2.13 0.00 2.13 14.40 1.95 0.00 1.95 14.70 1.83 0.00 1.83 15.00 1.72 0.00 1.72 15.30 1.60 0.00 1.60 POST-DEVELOPMENT with excavation_inside-2 to Type 11 24-hr 100-Year Rainfall=13.64" Printed 6/18/2014 HydroCAD€ 10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 38 Time span=0.00-24.00 hrs, dt=0.03 hrs, 801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Area C Runoff Area=0.500 ac 64.00% Impervious Runoff Depth>12.12" Tc=5.4 min CN=88 Runoff=9.63 cfs 0.505 af Subcatchment 2S: Area B Runoff Area=7.090 ac 79.69% Impervious Runoff Depth>12.63" Tc=9.2 min CN=92 Runoff=123.02 cfs 7.464 af Subcatchment 6S: TNC Runoff Area=2.320 ac 73.92% Impervious Runoff Depth>12.39" Tc=5.0 min CN=90 Runoff=45.54 cfs 2.394 af Pond 4P: POND Peak Elev=652.90' Storage=52,269 cf Inflow=163.01 cfs 9.858 af Outflow=159.61 cfs 9.441 af Link 5L: Outlet Inflow=167.89 cfs 9.946 af Primary=167.89 cfs 9.946 af Total Runoff Area=9.910 ac Runoff Volume= 10.364 af Average Runoff Depth= 12.55" 22.45%Pervious=2.225 ac 77.55%Impervious=7.685 ac POST-DEVELOPMENT with_excavation_inside-2 to Type 1124-hr 100-Year Rainfal1=13.64" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 37 Summary for Subcatchment 1S: Area C Runoff = 9.63 cfs @ 11.96 hrs, Volume= 0.505 af, Depth>12.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt=0.03 hrs Type II 24-hr 100-Year Rainfall=13.64" Area (ac) CN Description 0.320 98 Unconnected roofs, HSG B 0.180 69 50-75% Grass cover, Fair, HSG B 0.500 88 Weighted Average 0.180 36.00% Pervious Area 0.320 64.00% Impervious Area 0.320 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 Direct Entry, Subcatchment 1S: Area C Hydrograph f ■Runoff 10 19- 1 Type II 24-h r 9 100-Year Rainfall=13.64" 8- Runoff Area=0._500 ac Runoff Volume=0.505 af 6 Runoff Depth>12.12" o s� LL Tc=5.4 min 4 CN=88 3 2- 1 AIL 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT with excavation_inside-2 to Type 1124-hr 100-Year Rainfall=13.64" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 38 Hydrograph for Subcatchment 1S: Area C Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 15.60 11.87 10.38 0.18 0.30 0.04 0.00 0.00 15.90 11.97 10.48 0.17 0.60 0.08 0.00 0.00 16.20 12.07 10.57 0.15 0.90 0.13 0.00 0.00 16.50 12.16 10.66 0.15 1.20 0.17 0.00 0.00 16.80 12.25 10.75 0.14 1.50 0.22 0.00 0.00 17.10 12.33 10.83 0.14 1.80 0.27 0.00 0.00 17.40 12.41 10.91 0.13 2.10 0.32 0.00 0.00 17.70 12.49 10.99 0.13 2.40 0.37 0.01 0.01 18.00 12.57 11.06 0.12 2.70 0.42 0.01 0.01 18.30 12.64 11.14 0.12 3.00 0.47 0.03 0.02 18.60 12.71 11.20 0.11 3.30 0.52 0.04 0.02 18.90 12.77 11.27 0.11 3.60 0.58 0.06 0.03 19.20 12.84 11.33 0.10 3.90 0.64 0.08 0.03 19.50 12.90 11.39 0.10 4.20 0.69 0.10 0.04 19.80 12.95 11.45 0.09 4.50 0.75 0.13 0.05 20.10 13.01 11.50 0.09 4.80 0.82 0.15 0.05 20.40 13.06 11.55 0.09 5.10 0.88 0.19 0.06 20.70 13.11 11.61 0.09 5.40 0.95 0.22 0.06 21.00 13.16 11.66 0.09 5.70 1.02 0.26 0.07 21.30 13.21 11.71 0.08 6.00 1.09 0.31 0.07 21.60 13.26 11.76 0.08 6.30 1.17 0.35 0.08 21.90 13.31 11.81 0.08 6.60 1.24 0.40 0.09 22.20 13.36 11.85 0.08 6.90 1.32 0.46 0.09 22.50 13.41 11.90 0.08 7.20 1.41 0.51 0.10 22.80 13.46 11.95 0.08 7.50 1.49 0.57 0.10 23.10 13.51 12.00 0.08 7.80 1.58 0.64 0.11 23.40 13.55 12.04 0.08 8.10 1.67 0.71 0.11 23.70 13.60 12.09 0.08 8.40 1.77 0.78 0.13 24.00 13.64 12.13 0.08 8.70 1.88 0.87 0.15 9.00 2.01 0.97 0.17 9.30 2.14 1.08 0.18 9.60 2.27 1.19 0.19 9.90 2.42 1.31 0.22 10.20 2.59 1.45 0.25 10.50 2.78 1.63 0.30 10.80 3.02 1.84 0.37 11.10 3.31 2.10 0.46 11.40 3.70 2.46 0.64 11.70 4.83 3.51 2.56 12.00 9.05 7.59 8.34 12.30 9.73 8.26 1.03 12.60 10.14 8.67 0.60 12.90 10.45 8.97 0.48 13.20 10.69 9.21 0.39 13.50 10.90 9.42 0.33 13.80 11.08 9.60 0.29 14.10 11.24 9.75 0.25 14.40 11.38 9.89 0.24 14.70 11.52 10.03 0.22 15.00 11.64 10.15 0.21 15.30 11.76 10.27 0.19 POST-DEVELOPMENT with_excavation_inside-2_to Type 1124-hr 100-Year Rainfall=13.64" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 2S: Area B Runoff = 123.02 cfs @ 12.00 hrs, Volume= 7.464 af, Depth>12.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt=0.03 hrs Type II 24-hr 100-Year Rainfall=13.64" Area (ac) CN Description 5.650 98 Water Surface, HSG B 1.440 69 50-75% Grass cover, Fair, HSG B 7.090 92 Weighted Average 1.440 20.31% Pervious Area 5.650 79.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.2 Direct Entry, Subcatchment 2S: Area B Hydrograph 130 II Runoff 112302e I 120. Type 1124-hr 110 100-Year Rainfall=13.64' Runoff Area=7.090 ac Runoff Volume=7.464 af - m Runoff Depth>12.63" E. 60 Tc=9:2 min so CN=92 40- 30. 20 10 AIL 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT with excavation_inside-2 to Type 1124-hr 100-Year Rainfall=13.64" Printed 6/18/2014 HydroCAL€I 10.00 s/n 06538 0 2013 HydroCAD Software Solutions LLC Page 40. Hydrograph for Subcatchment 2S: Area B Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) thours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 15.60 11.87 10.89 2.60 0.30 0.04 0.00 0.00 15.90 11.97 10.99 2.40 0.60 0.08 0.00 0.00 16.20 12.07 11.08 2.22 0.90 0.13 0.00 0.00 16.50 12.16 11.17 2.15 1.20 0.17 0.00 0.00 16.80 12.25 11.26 2.07 1.50 0.22 0.00 0.06 17.10 12.33 11.34 2.00 1.80 0.27 0.01 0.17 17.40 12.41 11.43 1.93 2.10 0.32 0.02 0.26 17.70 12.49 11.50 1.86 2.40 0.37 0.03 0.36 18.00 12.57 11.58 1.78 2.70 0.42 0.05 0.44 18.30 12.64 11.65 1.71 3.00 0.47 0.08 0.53 18.60 12.71 11.72 1.64 3.30 0.52 0.10 0.60 18.90 12.77 11.78 1.56 3.60 0.58 0.13 0.68 19.20 12.84 11.85 1.49 3.90 0.64 0.16 0.75 19.50 12.90 11.91 1.42 4.20 0.69 0.19 0.82 19.80 12.95 11.96 1.35 4.50 0.75 0.23 0.90 20.10 13.01 12.02 1.27 4.80 0.82 0.27 0.98 20.40 13.06 12.07 1.25 5.10 0.88 0.32 1.06 20.70 13.11 12.12 1.24 5.40 0.95 0.37 1.14 21.00 13.16 12.17 1.22 5.70 1.02 0.42 1.22 21.30 13.21 12.22 1.21 6.00 1.09 0.47 1.30 21.60 13.26 12.27 1.19 6.30 1.17 0.53 1.38 21.90 13.31 12.32 1.18 6.60 1.24 0.59 1.46 22.20 13.36 12.37 1.16 6.90 1.32 0.65 1.54 22.50 13.41 12.42 1.15 7.20 1.41 0.72 1.61 22.80 13.46 12.47 1.13 7.50 1.49 0.79 1.69 23.10 13.51 12.51 1.12 7.80 1.58 0.87 1.76 23.40 13.55 12.56 1.10 8.10 1.67 0.94 1.84 23.70 13.60 12.61 1.09 8.40 1.77 1.03 2.09 24.00 13.64 12.65 1.08 8.70 1.88 1.13 2.37 9.00 2.01 1.24 2.66 9.30 2.14 1.36 2.81 9.60 2.27 1.48 2.85 9.90 2.42 1.62 3.24 10.20 2.59 1.77 3.75 10.50 2.78 1.96 4.43 10.80 3.02 2.18 5.36 11.10 3.31 2.46 6.55 11.40 3.70 2.83 9.03 11.70 4.83 3.93 26.40 12.00 9.05 8.08 123.02 12.30 9.73 8.76 18.08 12.60 10.14 9.17 9.49 12.90 10.45 9.47 7.14 13.20 10.69 9.71 5.78 13.50 10.90 9.92 4.94 13.80 11.08 10.10 4.25 14.10 11.24 10.26 3.68 14.40 11.38 10.40 3.41 14.70 11.52 10.54 3.21 15.00 11.64 10.66 3.01 15.30 11.76 10.78 2.80 POST-DEVELOPMENT with_excavation_inside-2 to Type 1124-hr 100-Year RainfaII=13.64" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Pace 41 Summary for Subcatchment 6S: TNC Runoff = 45.54 cfs @ 11.96 hrs, Volume= 2.394 af, Depth>12.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs Type II 24-hr 100-Year Rainfall=13.64" Area (ac) CN Description 1.715 98 Water Surface, HSG B 0.605 69 50-75% Grass cover, Fair, HSG B 2.320 90 Weighted Average 0.605 26.08% Pervious Area 1.715 73.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 6S: TNC Hydrograph 50 ■Runoff 48: I44511a# 46 Type H 24-hr- 40 100-Year Rainfall=13.64" 36 Runoff Area=2:320 ac 34= 32 Runoff Volume=2.394 af _ 30- 2.as- Runoff Depth >12.39" 24- Tc=5:0 min X22 CN=90 16 • 14- 12 10; 8 6' AIL 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT with excavation_inside-2 to Type 1124-hr 100-Year Rainfall=13.64" Printed 6/18/2014 HydroCAD®10.00 sin 06538 U 2013 HydroCAD Software Solutions LLC Page 42, Hydrograph for Subcatchment 6S: TNC Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 0.00 0.00 0.00 0.00 15.60 11.87 10.64 0.83 0.30 0.04 0.00 0.00 15.90 11.97 10.74 0.77 0.60 0.08 0.00 0.00 16.20 12.07 10.83 0.72 0.90 0.13 0.00 0.00 16.50 12.16 10.92 0.70 1.20 0.17 0.00 0.00 16.80 12.25 11.01 0.67 1.50 0.22 0.00 0.00 17.10 12.33 11.09 0.65 1.80 0.27 0.00 0.02 17.40 12.41 11.17 0.62 2.10 0.32 0.01 0.05 17.70 12.49 11.25 0.60 2.40 0.37 0.02 0.08 18.00 12.57 11.32 0.58 2.70 0.42 0.03 0.11 18.30 12.64 11.40 0.55 3.00 0.47 0.05 0.13 18.60 12.71 11.46 0.53 3.30 0.52 0.06 0.16 18.90 12.77 11.53 0.51 3.60 0.58 0.09 0.18 19.20 12.84 11.59 0.48 3.90 0.64 0.11 0.20 19.50 12.90 11.65 0.46 4.20 0.69 0.14 0.23 19.80 12.95 11.71 0.43 4.50 0.75 0.17 0.25 20.10 13.01 11.76 0.41 4.80 0.82 0.21 0.28 20.40 13.06 11.81 0.41 5.10 0.88 0.25 0.31 20.70 13.11 11.87 0.40 5.40 0.95 0.29 0.33 21.00 13.16 11.92 0.40 5.70 1.02 0.33 0.36 21.30 13.21 11.97 0.39 6.00 1.09 0.38 0.39 21.60 13.26 12.02 0.39 6.30 1.17 0.43 0.41 21.90 13.31 12.07 0.38 6.60 1.24 0.49 0.44 22.20 13.36 12.11 0.38 6.90 1.32 0.55 0.47 22.50 13.41 12.16 0.37 7.20 1.41 0.61 0.49 22.80 13.46 12.21 0.37 7.50 1.49 0.68 0.52 23.10 13.51 12.26 0.36 7.80 1.58 0.74 0.54 23.40 13.55 12.30 0.36 8.10 1.67 0.82 0.57 23.70 13.60 12.35 0.35 8.40 1.77 0.90 0.66 24.00 13.64 12.39 0.35 8.70 1.88 0.99 0.75 9.00 2.01 1.10 0.85 9.30 2.14 1.21 0.88 9.60 2.27 1.33 0.91 9.90 2.42 1.46 1.05 10.20 2.59 1.61 1.23 10.50 2.78 1.79 1.45 10.80 3.02 2.00 1.78 11.10 3.31 2.27 2.21 11.40 3.70 2.64 3.08 11.70 4.83 3.72 12.53 12.00 9.05 7.84 37.79 12.30 9.73 8.51 4.74 12.60 10.14 8.92 2.75 12.90 10.45 9.22 2.22 13.20 10.69 9.46 1.82 13.50 10.90 9.67 1.55 13.80 11.08 9.85 1.35 14.10 11.24 10.01 1.17 14.40 11.38 10.15 1.10 14.70 11.52 10.28 1.03 15.00 11.64 10.41 0.97 15.30 11.76 10.53 0.90 POST-DEVELOPMENT with excavation_inside-2 to Type I124-hr 100-Year Rainfall=93.64" Printed 6/18/2014 HydroCAD® 10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Pape 43, Summary for Pond 4P: POND Inflow Area= 9.410 ac, 78.27% Impervious, Inflow Depth > 12.57" for 100-Year event Inflow = 163.01 cfs @ 11.98 hrs, Volume= 9.858 af Outflow = 159.61 cfs @ 12.00 hrs, Volume= 9.441 af, Atten=2%, Lag= 1.2 min Primary = 159.61 cfs© 12.00 hrs, Volume= 9.441 af Routing by Stor-Ind method, Time Span=0.00-24.00 hrs, dt=0.03 hrs Peak Elev=652.90' @ 12.00 hrs Surf.Area= 10,379 sf Storage= 52,269 cf Plug-Flow detention time=49.5 min calculated for 9.429 af(96% of inflow) Center-of-Mass det. time=23.9 min ( 778.8-754.9 ) Volume invert Avail.Storage Storage Description #1 646.00' 64,193 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 646.00 3,731 0 0 648.00 6,775 10,506 10,506 650.00 8,165 14,940 25,446 652.00 9,660 17,825 43,271 654.00 11,262 20,922 64,193 Device Routing Invert Outlet Devices #1 Primary 645.50' 24.0" Round Culvert L=60.0' Ke= 1.000 Inlet/Outlet Invert=645.50'1 644.00' S= 0.0250 'P Cc= 0.900 n=0.013 Concrete pipe, bends&connections, Flow Area= 3.14 sf #2 Device 1 649.00' 36.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Primary 651.50' 30.0' long x 24.0'breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #4 Device 1 646.00' 4.0"Vert.Orifice/Grate C= 0.600 Primary OutFlow Max=158.99 cfs @ 12.00 hrs HW=652.89' (Free Discharge) Culvert (Inlet Controls 28.69 cfs @ 9.13 fps) 2=Orif ce1Grate (Passes<67.16 cfs potential flow) ce/Grate (Passes < 1.09 cfs potential flow) 3=Broad-Crested Rectangular Weir (Weir Controls 130.30 cfs @ 3.12 fps) POST-DEVELOPMENT with excavation_inside-2_to Type 1124-hr 100-Year Rainfall=13.64" Printed 6/18/2014 HydroCAD® 10.00 sin 06538 ©2013 HydroCAD Software Solutions LLC Pacte 44 Pond 4P: POND Hydrograph III Inflow 180- l mods j / /+� /� r� +�[("� r��+ 170: 13 67 ck ',:, Inflow Area=9.4 I 0 ac 160. 150 Peak Elev=652.90' 140. 130 Storage=52,299 cf t20 110° 100 • 90 u..• 80 70 60- 50 40 30 20 10 Jai a�`�l:Y f,,,.. P ✓.r iY. � s .�_-°ice E� 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 4P: POND Stage-Discharge c5/ ■Prima 653 652 �� 651 0 m 0 650 W 0tlli 649 648 647 0 50 100 150 200 250 300 Discharge (cfs) POST-DEVELOPMENT with excavation_inside-2 to Type 1124-hr 100-Year Rainfall=13.64" Printed 6/18/2014 HydroCAD®10.00 sin 06538 ©2013 HydroCAD Software Solutions LLC Pane 45, Pond 4P: POND Stage-Area-Storage Surface/Horizontalfwetted Area(sq-ft) 0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 11,000 .2=11 s < / 854 653 /� • /"f 652 m 651- m o 660- w 649 648- 647 0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000 60,000 Storage(cubic-feet) POST-DEVELOPMENT with excavation_inside-2 to Type 1124-hr 100-Year Rainfall=13.64" Printed 6/18/2014 HydroCAD®10.00 sin 06538 ©2013 HydroCAD Software Solutions LLC Page 46. Hydrograph for Pond 4P: POND Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 0.00 0.00 0 646.00 0.00 0.60 0.00 0 646.00 0.00 1.20 0.00 0 646.00 0.00 1.80 0.19 145 646.04 0.01 2.40 0.44 751 646.19 0.08 3.00 0.66 1,622 646.40 0.20 3.60 0.86 2,723 646.64 0.29 4.20 1.04 4,062 646.92 0.36 4.80 1.26 5,687 647.22 0.43 5.40 1.48 7,640 647.55 0.49 6.00 1.69 9,924 647.91 0.56 6.60 1.90 12,538 648.30 0.61 7.20 2.10 15,477 648.71 0.67 7.80 2.31 18,371 649.10 1.73 8.40 2.75 18,780 649.15 2.62 9.00 3.51 19,084 649.19 3.36 9.60 3.76 19,216 649.21 3.72 10.20 4.97 19,556 649.25 4.74 10.80 7.14 20,172 649.34 6.76 11.40 12.12 21,359 649.49 11.31 12.00 160.81 52,265 652.90 159.55 12.60 12.24 30,778 650.63 23.07 13.20 7.60 20,514 649.38 7.98 13.80 5.60 19,898 649.30 5.82 14.40 4.51 19,513 649.25 4.61 15.00 3.97 19,328 649.23 4.06 15.60 3.44 19,147 649.20 3.52 16.20 2.94 18,943 649.17 3.01 16.80 2.74 18,848 649.16 2.78 17.40 2.55 18,769 649.15 2.59 18.00 2.36 18,690 649.14 2.40 18.60 2.17 18,611 649.13 2.20 19.20 1.97 18,533 649.12 2.01 19.80 1.78 18,431 649.11 1.83 20.40 1.66 18,341 649.09 1.68 21.00 1.62 18,314 649.09 1.63 21.60 1.58 18,292 649.09 1.59 22.20 1.54 18,270 649.09 1.55 22.80 1.50 18,248 649.08 1.51 23.40 1.46 18,225 649.08 1.47 24.00 1.43 18,203 649.08 1.44 . POST DEVELOPMENT with excavation_inside-2 to Type 1124-hr 100-Year Rainfa11=13.64" Printed 6/18/2014 HydroCAD®10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Paste 47 Stage-Discharge for Pond 4P: POND Elevation Primary Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) 646.00 0.00 648.08 0.58 650.16 21.70 652.24 77.94 646.04 0.00 648.12 0.59 650.20 21.82 652.28 81.96 646.08 0.02 648.16 0.59 650.24 21.94 652.32 86.16 646.12 0.03 648.20 0.60 650.28 22.06 652.36 90.56 646.16 0.06 648.24 0.61 650.32 22.17 652.40 95.05 646.20 0.08 648.28 0.61 650.36 22.29 652.44 99.64 646.24 0.11 648.32 0.62 650.40 22.40 652.48 104.32 646.28 0.14 648.36 0.62 650.44 22.52 652.52 109.15 646.32 0.17 648.40 0.63 650.48 22.63 652.56 114.13 646.36 0.18 648.44 0.63 650.52 22.75 652.60 119.22 646.40 0.20 648.48 0.64 650.56 22.86 652.64 124.40 646.44 0.22 648.52 0.64 650.60 22.97 652.68 129.68 646.48 0.24 648.56 0.65 650.64 23.08 652.72 135.02 646.52 0.25 648.60 0.66 650.68 23.19 652.76 140.40 646.56 0.26 648.64 0.66 650.72 23.31 652.80 145.87 646.60 0.28 648.68 0.67 650.76 23.42 652.84 151.42 646.64 0.29 648.72 0.67 650.80 23.53 652.88 157.05 646.68 0.30 648.76 0.68 650.84 23.63 652.92 162.71 646.72 0.31 648.80 0.68 650.88 23.74 652.96 168.40 646.76 0.32 648.84 0.69 650.92 23.85 653.00 174.15 646.80 0.33 648.88 0.69 650.96 23.96 653.04 179.97 646.84 0.34 648.92 0.70 651.00 24.07 653.08 185.86 646.88 0.35 648.96 0.70 651.04 24.17 653.12 191.88 646.92 0.36 649.00 0.71 651.08 24.28 653.16 198.03 646.96 0.37 649.04 0.96 651.12 24.39 653.20 204.25 647.00 0.38 649.08 1.41 651.16 24.49 653.24 210.55 647.04 0.39 649.12 2.00 651.20 24.60 653.28 216.91 647.08 0.40 649.16 2.70 651.24 24.70 653.32 223.35 647.12 0.41 649.20 3.49 651.28 24.80 653.36 229.86 647.16 0.42 649.24 4.36 651.32 24.91 653.40 236.44 647.20 0.43 649.28 5.31 651.36 25.01 653.44 243.08 647.24 0.44 649.32 6.32 651.40 25.11 653.48 249.80 647.28 0.44 649.36 7.41 651.44 25.22 653.52 256.58 647.32 0.45 649.40 8.55 651.48 25.32 653.56 263.42 647.36 0.46 649.44 9.76 651.52 25.65 653.60 270.34 647.40 0.47 649.48 11.01 651.56 26.70 653.64 277.32 647.44 0.47 649.52 12.33 651.60 28.16 653.68 284.36 647.48 0.48 649.56 13.69 651.64 29.93 653.72 291.46 647.52 0.49 649.60 15.10 651.68 31.96 653.76 298.63 647.56 0.50 649.64 16.56 651.72 34.22 653.80 305.87 647.60 0.50 649.68 18.07 651.76 36.70 653.84 313.16 647.64 0.51 649.72 19.62 651.80 39.38 653.88 320.52 647.68 0.52 649.76 20.48 651.84 42.24 653.92 327.93 647.72 0.52 649.80 20.61 651.88 45.27 653.96 335.41 647.76 0.53 649.84 20.73 651.92 48.46 654.00 342.95 647.80 0.54 649.88 20.86 651.96 51.78 647.84 0.54 649.92 20.98 652.00 55.24 647.88 0.55 649.96 21.10 652.04 58.85 647.92 0.56 650.00 21.22 652.08 62.58 647.96 0.56 650.04 21.35 652.12 66.35 648.00 0.57 650.08 21.47 652.16 70.13 648.04 0.58 650.12 21.59 652.20 74.00 n POST-DEVELOPMENT with excavation_inside-2 to Type 1124-hr 100-Year Rainfall=13.64" Printed 6/18/2014 HydroCADO 10.00 stn 06538 ©2013 HydroCAD Software Solutions LLC Page 48 Stage-Area-Storage for Pond 4P: POND Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 646.00 3,731 0 651.20 9,062 35,782 646.10 3,883 381 651.30 9,137 36,692 646.20 4,035 777 651.40 9,211 37,610 646.30 4,188 1,188 651.50 9,286 38,534 646.40 4,340 1,614 651.60 9,361 39,467 646.50 4,492 2,056 651.70 9,436 40,407 646.60 4,644 2,513 651.80 9,510 41,354 646.70 4,796 2,985 651.90 9,585 42,309 646.80 4,949 3,472 652.00 9,660 43,271 646.90 5,101 3,974 652.10 9,740 44,241 647.00 5,253 4,492 652.20 9,820 45,219 647.10 5,405 5,025 652.30 9,900 46,205 647.20 5,557 5,573 652.40 9,980 47,199 647.30 5,710 6,136 652.50 10,061 48,201 647.40 5,862 6,715 652.60 10,141 49,211 647.50 6,014 7,309 652.70 10,221 50,229 647.60 6,166 7,918 652.80 10,301 51,255 647.70 6,318 8,542 652.90 10,381 52,289 647.80 6,471 9,181 653.00 10,461 53,332 647.90 6,623 9,836 653.10 10,541 54,382 648.00 6,775 10,506 653.20 10,621 55,440 648.10 6,845 11,187 653.30 10,701 56,506 648.20 6,914 11,875 653.40 10,781 57,580 648.30 6,983 12,570 653.50 10,862 58,662 648.40 7,053 13,272 653.60 10,942 59,752 648.50 7,123 13,980 653.70 11,022 60,850 648.60 7,192 14,696 653.80 11,102 61,957 648.70 7,262 15,419 653.90 11,182 63,071 648.80 7,331 16,148 654.00 11,262 64,193 648.90 7,400 16,885 649.00 7,470 17,629 649.10 7,540 18,379 649.20 7,609 19,136 649.30 7,678 19,901 649.40 7,748 20,672 649.50 7,818 21,450 649.60 7,887 22,236 649.70 7,957 23,028 649.80 8,026 23,827 649.90 8,095 24,633 650.00 8,165 25,446 650.10 8,240 26,266 650.20 8,315 27,094 650.30 8,389 27,929 650.40 8,464 28,772 650.50 8,539 29,622 650.60 8,614 30,480 650.70 8,688 31,345 650.80 8,763 32,217 650.90 8,838 33,097 651.00 8,913 33,985 651.10 8,987 34,880 POST-DEVELOPMENT with excavation_inside-2 to Type 1124-hr 100-Year Rainfall=13.64" Printed 6/18/2014 HydroCAD 10,00 sin 06538 ©2013 HydroCAD Software Solutions LLC Page 49 Summary for Link 5L: Outlet Inflow Area = 9.910 ac, 77.55% Impervious, Inflow Depth > 12.04" for 100-Year event Inflow = 167.89 cfs @ 12.00 hrs, Volume= 9.946 af Primary = 167.89 cfs @ 12.00 hrs, Volume= 9.946 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.03 hrs Link 5L: Outlet Hydrograph ■Inflow 180 hiospos I ■Prima 170; 16"I" Inflow Area=9.910 ac 180: 180° 140„ 130 120- a 110-1 100' 3 90 LL 80: 70° 60- 50� 40 30, 20 ,J 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) v POST-DEVELOPMENT with excavation_inside-2 to Type 1124-hr 100-Year Rainfall=13.64" Printed 6/18/2014 HydroCAD® 10.00 s/n 06538 ©2013 HydroCAD Software Solutions LLC Page 50 Hydrograph for Link 5L: Outlet Time Inflow Elevation Primary Time Inflow Elevation Primary (hours) (cfs) (feet) (cfs) 'hours) (cfs) (feet) (cfs) 0.00 0.00 0.00 0.00 15.60 3.70 0.00 3.70 0.30 0.00 0.00 0.00 15.90 3.43 0.00 3.43 0.60 0.00 0.00 0.00 16.20 3.17 0.00 3.17 0.90 0.00 0.00 0.00 16.50 3.03 0.00 3.03 1.20 0.00 0.00 0.00 16.80 2.93 0.00 2.93 1.50 0.00 0.00 0.00 17.10 2.82 0.00 2.82 1.80 0.01 0.00 0.01 17.40 2.72 0.00 2.72 2.10 0.03 0.00 0.03 17.70 2.62 0.00 2.62 2.40 0.09 0.00 0.09 18.00 2.52 0.00 2.52 2.70 0.16 0.00 0.16 18.30 2.42 0.00 2.42 3.00 0.22 0.00 0.22 18.60 2.32 0.00 2.32 3.30 0.27 0.00 0.27 18.90 2.21 0.00 2.21 3.60 0.32 0.00 0.32 19.20 2.11 0.00 2.11 3.90 0.36 0.00 0.36 19.50 2.02 0.00 2.02 4.20 0.40 0.00 0.40 19.80 1.92 0.00 1.92 4.50 0.44 0.00 0.44 20.10 1.82 0.00 1.82 4.80 0.48 0.00 0.48 20.40 1.76 0.00 1.76 5.10 0.52 0.00 0.52 20.70 1.74 0.00 1.74 5.40 0.56 0.00 0.56 21.00 1.71 0.00 1.71 5.70 0.59 0.00 0.59 21.30 1.69 0.00 1.69 6.00 0.63 0.00 0.63 21.60 1.67 0.00 1.67 6.30 0.66 0.00 0.66 21.90 1.65 0.00 1.65 6.60 0.70 0.00 0.70 22.20 1.63 0.00 1.63 6.90 0.73 0.00 0.73 22.50 1.61 0.00 1.61 7.20 0.77 0.00 0.77 22.80 1.59 0.00 1.59 7.50 0.80 0.00 0.80 23.10 1.57 0.00 1.57 7.80 1.84 0.00 1.84 23.40 1.55 0.00 1.55 8.10 2.43 0.00 2.43 23.70 1.53 0.00 1.53 8.40 2.75 0.00 2.75 24.00 1.51 0.00 1.51 8.70 3.13 0.00 3.13 9.00 3.53 0.00 3.53 9.30 3.83 0.00 3.83 9.60 3.91 0.00 3.91 9.90 4.33 0.00 4.33 10.20 4.99 0.00 4.99 10.50 5.92 0.00 5.92 10.80 7.13 0.00 7.13 11.10 8.77 0.00 8.77 11.40 11.95 0.00 11.95 11.70 23.76 0.00 23.76 12.00 167.89 0.00 167.89 12.30 29.08 0.00 29.08 12.60 23.66 0.00 23.66 12.90 11.97 0.00 11.97 13.20 8.37 0.00 8.37 13.50 7.13 0.00 7.13 13.80 6.11 0.00 6.11 14.10 5.31 0.00 5.31 14.40 4.85 0.00 4.85 14.70 4.55 0.00 4.55 15.00 4.27 0.00 4.27 15.30 3.98 0.00 3.98 tf i 1 I I I I a: I i - I NP Engineering Dated: January 23, 2009 Revised: September 30, 2013 Revised: April 11, 2014 Three Notch'd Center-Auto Laundry Stormwater Management Calculations Table of Contents Stormwater Narrative II. Pre-Development Conditions III. Post-Development Conditions IV. Water Quality Analysis V. Water Quantity Analysis VI. Appendices A - Drainage Areas VII. Appendix B - Albemarle County Short Version BMP Computation Worksheet VIII. Appendix C - Copy of WPO 200500012 (Charlottesville Self Storage at Crozet) olivattalialt\ 4* P 1"469,,i O :u : W. 'A iv D.PERKINS 146 No.032304 ,� rr L R "P 4/4 1 �' .009610 NAT.t o�! rr •• NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 Three Notch'd Center- Auto Laundry Stormwater Management Calculations "� I.Stormwater Narrative The project site is within the Beaver Creek Reservoir watershed. The Three Notch'd Center site will use an existing offsite stormwater basin that was designed for the Charlottesville Self Storage Facility (SDP200400106 & WP0200500012) to manage the stormwater generated from the development of this site. The Charlottesville Self Storage at Crozet Stormwater Management Facility was designed to accomodate drainage from this site. This basin is .el currently used as an erosion control basin and will be converted to a permanent stormwater detention facility. The following calculations use the same assumptions used for the Charlottesville Self Storage facility as a basis of the design. The Charlottesville Self Storage facility design documents are attached in Appendix A for reference. •", PURPOSE: To determine that the design for the permanent stormwater facility on the Charlottesville Self Storage site (SDP200400106 & WPO200500012) can accommodate the increased stormwater generated with the development of the Three Notch'd Center site. The calculations are to verify the post- development runoff will not exceed the calculated pre-development runoff m based on a 10 year design storm. r. i. NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 ow Three Notch'd Center-Auto Laundry Stormwater Management Calculations II. Pre-Development Conditions: Charlottesville Self Storage Site The Charlottesville Self Storage at Crozet Stormwater Management Facility was designed to accomodate drainage from this site. The original calculations made the determination in their design stormwater management calculations that the runoff from two watersheds would be unchanged by development and compensated for the bypassed flow from one watershed by overdesigning the control of another. The allowable discharge from Drainage Shed B (compensating for bypassed Drainage Shed C): Q2-PRE = 20.4 cfs - 1.3 cfs = 19.1 cfs Q10-PRE = 27.1 cfs - 1.7 cfs = 25.4 cfs Three Notch'd Center Site Pre-development stormwater runoff for the entire site is as follows: 1) Tc = 5 minutes 2) Runoff Intensity a. 12 = 5.40 inches/hour b. 15 = 6.35 inches/hour c. ho = 7.10 inches/hour d. 11oo = 9.60 inches/hour 3) Weighted C Type C A CA Buildings 0.90 0.110 0.100 Open/Grass 0.30 1.570 0.471 Pavement/Gravel 0.90 0.639 0.575 Total 2.319 1.415 Weighted 0.494 „C„ 4) Flow: a. Q2 = CIA = (0.494)(5.40)(2.319) = 6.19 cfs b. Qs = CIA = (0.494)(6.35)(2.319) = 7.28 cfs c. Qio = CIA = (0.494)(7.10)(2.319) = 8.14 cfs d. Qio0 = CIA = (0.494)(9.60)(2.319) = 11.00 cfs It may be more appropriate to perform the analysis using the longest time of concentration for all watersheds, but to be consistent, the original methodology was used and the pre-development flow from Three Notch'd Center added, the allowable discharges are: QPRE(combined) = QCSS-PRE + QTNC-PRE Q2-PRE(combined) = 19.1 cfs + 6.19 cfs = 25.29 cfs Q10-PRE(combined) = 25.4 cfs + 8.14 cfs = 33.54 cfs •» NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 Three Notch'd Center-Auto Laundry Stormwater Management Calculations III. Post-Development Conditions: Post-development stormwater runoff for the entire site will be managed in the offsite stormwater detention basin located at the northwestern corner of the property. This is currently used as an erosion control basin for the Charlottesville Self Storage facility and will be used as an erosion control basin for this site, to be converted to a permanent stormwater facility as soon as areas are stabilized. Post development conditions for the site are as follows: Weighted C for Three Notch'd Center site Type C A CA Buildings 0.90 0.365 0.329 Open/Grass 0.30 0.605 0.182 Pavement/Gravel 0.90 1.350 1.215 Total 2.319 1.725 Weighted 0.744 "C,, .r The design basin and outlet structures are modeled here using the modified rational method and adding the post-development flow from the Three Notch'd Center and the post-development flow from the Charlottesville Self Storage facility (Drainage Shed B). C-factors, areas and times of concentration for the Charlottesville Self Storage at Crozet were all taken from approved design computations. ********************************* HYDRO **** ********************************* VERSION 2.2 **** Area Number C Area (ac) CA 1 0.700 7.090 4.963 Charlottesville Self Storage at Crozet 2 0.744 2.319 1.725 Three Notch'd Center Weighted Totals: 0.711 9.409 6.688 Time of concentration= 9 min Period Intensity Peak Flow (years) (in/hr) (cfs) 2 4.45 29.76 5 5.25 35.11 10 5.90 39.46 25 6.85 45.82 50 7.55 50.50 100 8.30 55.51 NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 Three Notch'd Center- Auto Laundry Stormwater Management Calculations BASIN HYDROGRAPH: Time of concentration = 9.0 min . Storm duration = 9.0 min Time Q2 Q5 Q10 Q25 Q50 Q100 ,w (min) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) 0.0 0.00 0.00 0.00 0.00 0.00 0.00 1.0 3.31 3.90 4.38 5.09 5.61 6.17 •.. 2.0 6.61 7.80 8.77 10.18 11.22 12.34 3.0 9.92 11.70 13.15 15.27 16.83 18.50 4.0 13.23 15.61 17.54 20.36 22.44 24.67 5.0 16.54 19.51 21.92 25.45 28.05 30.84 4r 6.0 19.84 23.41 26.31 30.54 33.66 37.01 7.0 23.15 27.31 30.69 35.63 39.28 43.18 8.0 26.46 31.21 35.08 40.72 44.89 49.35 9.0 29.76 35.11 39.46 45.82 50.50 55.51 om 10.0 27.78 32.78 36.84 42.77 47.14 51.82 11.0 25.80 30.44 34.21 39.72 43.78 48.13 12.0 23.82 28.11 31.58 36.67 40.42 44.43 13.0 21.84 25.77 28.96 33.62 37.06 40.74 ... 14.0 19.86 23.43 26.33 30.57 33.70 37.05 15.0 17.88 21.10 23.71 27.53 30.34 33.35 16.0 15.90 18.76 21.08 24.48 26.98 29.66 17.0 13.92 16.42 18.46 21.43 23.62 25.97 0.+ 18.0 11.94 14.09 15.83 18.38 20.26 22.27 19.0 9.96 11.75 13.21 15.33 16.90 18.58 20.0 7.98 9.42 10.58 12.28 13.54 14.88 21.0 6.00 7.08 7.96 9.24 10.18 11.19 v.. 22.0 4.02 4.74 5.33 6.19 6.82 7.50 23.0 2.04 2.41 2.70 3.14 3.46 3.80 24.0 0.06 0.07 0.08 0.09 0.10 0.11 r a• oar w. .. NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 Three Notch'd Center- Auto Laundry Stormwater Management Calculations BASIN GEOMETRY: Based on approved calculations for the Charlottesville Self Storage @ Crozet A Facility. Section Elevation Volume '•w' (ft) (cu ft) 1 646.00 0.00 2 648.00 10192.00 3 650.00 26177.00 "• 4 652.00 47734.00 Outlet Structures (n3.str) or (Types: 1:Weir; 2:Pipe; 3:Riser) Structure 1 Structure 2 Structure 3 1: Type 3: Riser 1: Weir 1: Weir Weir: 2: Elevation (ft) 0.00 649.91 650.25 3: Length (ft) 0.00 6.42 30.00 4: Coefficient 0.00 3.33 2.60 Riser: 5: Elevation (ft) 649.00 0.00 0.00 6: Inlet Area (sf) 7.07 0.00 0.00 "• 7: Inlet Perimeter (ft) 3.00 0.00 0.00 8: Orifice Elevation (ft) 0.00 0.00 0.00 9: Orifice Diameter (in) 0.00 0.00 0.00 10: Orifice Elevation (ft) 0.00 0.00 0.00 11: Orifice Diameter (in) 0.00 0.00 0.00 12: Orifice Elevation (ft) 0.00 0.00 0.00 13: Orifice Diameter (in) 0.00 0.00 0.00 Pipe: 14: Invert Elevation (ft) 645.50 0.00 0.00 "w" 15: Diameter (in) 24.00 0.00 0.00 16: Orifice Diameter (in) 24.00 0.00 0.00 17: Length (ft) 52.00 0.00 0.00 18: Manning's n 0.013 0.000 0.000 was 19: Slope (ft/ft) 0.010 0.000 0.000 20: Entrance Loss Coefficient 0.5 0.0 0.0 Surface: 21: Initial Elevation (ft) 649.00 aw ow mir v. vir r, NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 Three Notch'd Center- Auto Laundry Stormwater Management Calculations IV. Water Quality Analysis: Based on approved calculations for the Charlottesville Self Storage @ Crozet Facility, the water quality analysis for Drainage Shed B will be provided by extended detention. Based on the Albemarle County Short Version BMP Computation Worksheet (see Appendix B), the required removal rate for the Three Notch'd Center is . These removal rates will be obtained by the installation of Filterra boxes at the drop inlets as shown on the plans. Design by Filterra 1) Ches. Bay Protection Act spreadsheet (I THINK this is the Albemarle Co. required method) a. New development b. Average watershed % impervious: 16% (I THINK this is what Albemarle Co. requires) c. Average rainfall 43 inches per year (good for central VA-OK for Albemarle Co?) d. Pollutant target: Removal of all TP in excess of pre-development conditions 2) Treatment Train calculations allowed (NOTE: Some jurisdictions do NOT allow this!) 3) Filterra %TP allowance according to VA DCR Technical Bulletin #6 a. Allows up to 74%TP removal rate b. NOTE Albemarle Co. is probably at 65%TP for Filterra as a general rule. c. NOTE our TARP data submitted to VA DCR shows Filterra %TP performance at 73% 4) General SWM plan design a. 1.71 impervious acres providing post-development pollutant load .. b. Filterra units placed to treat appropriate drainage area c. Filterra units effluent and bypass flows to Extended Detention Pond d. ALL 1.71 imp. Acres drain to Extended Detention Pond for quantity control e. Extended Detention Pond %TP is 30%, irregardless of influent TP concentration CONCLUSIONS 1) SWM Plan a. ALL 1.71 impervious acres handled by Filterra b. EXAMPLE Filterra sizing would be (3) 6x4, (2) 6x6, (1) 10x6 and (1) 13x7 Filterra •• NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 r Three Notch'd Center- Auto Laundry Stormwater Management Calculations c. ALL Filterra effluent (and bypass) run to Ext Detention Pond d. Treatment Train is Filterra running to ED Pond 2) SWM Design Performance a` a. Filterra units remove 93% of the required TP b. Extended Detention Pond removes 11% of required TP c. Overall performance is 104% of total required TP e.. RECOMMENDATION: Install Filterra units to cover the entire 1.71 impervious acres. EXAMPLE Filterra coverage is (3) 6x4, (2) 6x6, (1) 10x6 and (1) 13x7. The Filterra units outfall and bypass to an ED Pond which is allowed 30%TP removal rate. Filterra is allowed at least 71% removal rate on TP. i. WI moo NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 Three Notch'd Center-Auto Laundry Stormwater Management Calculations V. Water Quantity Analysis: The difference between the pre-development stormwater runoff (Qlopre = 33.54 cfs) and the post-development stormwater runoff for the critical storm must be detained. The first step in confirming the size of the detention facility was estimating the critical storm for the site. This was done using the direct solution equations using the Modified Rational Method as on page 5-18 through 5-22 from the Virginia Stormwater Management Handbook, First Edition 1999, Volume II. The attached spreadsheet summarizes the critical storm calculations for this site: -VP 2 Year-Critical Storm 10 Year-Critical Storm 100 Year-Critical Storm 2-year critical storm duration 10-year critical storm duration 100-year critical storm duration C= 0.71 C= 0.71 C= 0.71 A= 9.41 acres A= 9.41 acres A= 9.41 acres tc= 9.00 min tc= 9.00 min tc= 9.00 min •� qo= 25.29 cfs qo= 33 54 cfs qo= 51.90 cfs a= 106.02 a= 161 60 a= 244.82 b= 15.51 b= 18.73 b= 20.81 Td= 11.76 Td= 13.86 Td= 13.42 2-year critical storm duration Intensity 10-year critical storm duration Intensity 100-year critical storm duration Intensity I= 3.89 I= 4.96 I= 7.15 2-year Peak Inflow for critical storm 10-year Peak Inflow for critical storm 100-year Peak Inflow for critical storm Q= 26.01 cfs Q= 33.17 cfs Q= 47.85 cfs 2-year Critical Storm Required Volume 10-year Critical Storm Required Volume 100-year Critical Storm Required Volume V= 2698.00 cf V= 4534.31 cf V= 3071.14 cf yr As per the spreadsheet, the critical storm has a duration of 14 minutes. This served as a starting point for routing the storm through the proposed basin. In entering the information in the routing program, storm durations of 9 min, 10 min, 15 min and 20 min. were entered. These printouts are attached in the routing portion. .4100 ore •1010 NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 Three Notch`d Center-Auto Laundry Stormwater Management Calculations NNIP ROUTING: The basin was originally modeled assuming the water quality volume was unavailable and storage below elevation 649.0' was taken, so that is also done here for consistency. The modeled basin had the riser with a 3' cutout at elevation 649.0 and assumed 3' was removed from the riser crest, which was modeled as a weir, so the same is done here. 2-Year, 9-Minute Storm ********************************* ROUT ***************************** mr. ********************************* VERSION 5.4 ***************************** Control: RW = Riser acting as a weir RO = Riser acting as an orifice PI = Horizontal pipe in inlet control PO = Horizontal pipe in outlet control Time Inflow Riser Weir Weir Total Elev Storage ... (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) (cu ft) 0.0 0.00 0.0 0.0 0.0 0.00 649.00 17,851.41 1.0 3.31 0.0 RW 0.0 0.0 0.01 649.01 17,941.59 2.0 6.61 0.1 RW 0.0 0.0 0.09 649.04 18,211.74 NW 3.0 9.92 0.3 RW 0.0 0.0 0.30 649.10 18, 657.93 4.0 13.23 0.7 RW 0.0 0.0 0.69 649.17 19,272.07 5.0 16.53 1.3 RW 0.0 0.0 1.31 649.26 20,042.31 ,,., 6.0 19.84 2.2 RW 0.0 0.0 2.19 649.36 20,953.60 7.0 23.15 3.4 RW 0.0 0.0 3.44 649.49 22,075.33 8.0 26.45 5.0 RW 0.0 0.0 4.99 649.63 23,311.79 9.0 29.76 6.8 RW 0.0 0.0 6.84 649.78 24, 645.15 ,r„ 10.0 27.78 8.7 RW 0.0 0.0 8.73 649.91 25,906.37 11.0 25.80 10.3 RW 0.8 0.0 11.14 650.02 26,921.15 12.0 23.82 11.6 RW 1.8 0.0 13.38 650.10 27,675.78 13.0 21.84 12.4 RW 2.6 0.0 15.07 650.16 28,192.88 ,.. 14.0 19.86 12.9 RW 3.1 0.0 15.92 650.18 28,440.04 15.0 17.88 13.1 RW 3.3 0.0 16.35 650.20 28,565.49 16.0 15.90 13.1 RW 3.3 0.0 16.47 650.20 28,597.75 17.0 13.92 13.0 RW 3.2 0.0 16.14 650.19 28,504.25 ,p. 18.0 11.94 12.6 RW 2.8 0.0 15.47 650.17 28,311.51 19.0 9.96 12.2 RW 2.4 0.0 14.56 650.14 28,039.49 20.0 7.98 11.6 RW 1.8 0.0 13.46 650.11 27,702.71 21.0 6.00 11.0 RW 1.3 0.0 12.26 650.06 27,311.24 .w 22.0 4.02 10.3 RW 0.8 0.0 11.00 650.02 26,871.34 23.0 2.04 9.5 RW 0.3 0.0 9.75 649.97 26,385.80 Maximum flow for 2 year, 9 minute storm is at 16 minutes and is less than the critical storm discharge .r of 16.63 cfs. yr . NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 Three Notch'd Center-Auto Laundry Stormwater Management Calculations 2-Year, 10-Minute Storm Time Inflow Riser Weir Weir Total Elev Storage (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) (cu ft) 0.0 0.00 0.0 0.0 0.0 0.00 649.00 17,851.41 2.0 6.24 0.1 RW 0.0 0.0 0.08 649.04 18,191.48 3.0 9.36 0.3 RW 0.0 0.0 0.27 649.09 18,612.72 0. 4.0 12.48 0.6 RW 0.0 0.0 0.63 649.16 19,192.82 5.0 15.61 1.2 RW 0.0 0.0 1.21 649.24 19, 920.95 6.0 18.73 2.0 RW 0.0 0.0 2.02 649.34 20,783.49 7.0 21.85 3.1 RW 0.0 0.0 3.07 649.46 21,758.12 +r 8.0 24.97 4.5 RW 0.0 0.0 4.50 649.59 22,936.58 9.0 28.09 6.2 RW 0.0 0.0 6.22 649.73 24,208.31 10.0 28.09 8.1 RW 0.0 0.0 8.05 649.87 25,467.35 11.0 26.22 9.7 RW 0.4 0.0 10.17 649.98 26,554.83 12.0 24.35 11.1 RW 1.4 0.0 12.51 650.07 27,393.65 •. 13.0 22.48 12.1 RW 2.3 0.0 14.40 650.14 27,992.37 14.0 20.61 12.6 RW 2.8 0.0 15.43 650.17 28,299.82 15.0 18.75 12.9 RW 3.1 0.0 16.06 650.19 28,480.78 00 16.0 16.88 13.1 RW 3.3 0.0 16.32 650.20 28,555.11 17.0 15.01 13.0 RW 3.2 0.0 16.24 650.19 28,532.54 18.0 13.14 12.8 RW 3.0 0.0 15.79 650.18 28,402.47 19.0 11.27 12.4 RW 2.6 0.0 15.05 650.16 28,187.17 0. 20.0 9.40 11.9 RW 2.2 0.0 14.11 650.13 27,903.24 21.0 7.53 11.4 RW 1.6 0.0 13.02 650.09 27,562.63 22.0 5.66 10.7 RW 1.1 0.0 11.85 650.05 27,173.46 23.0 3.79 10.0 RW 0.6 0.0 10.65 650.00 26,740.53 pm 24.0 1.92 9.3 RW 0.2 0.0 9.47 649.95 26,265.48 Maximum discharge for 2 year, 10 minute storm is at 16 minutes and is less than the critical storm discharge of 16.63 cfs. .. or oor ow .. NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 wag Three Notch'd Center-Auto Laundry Stormwater Management Calculations 2-Year, 15-Minute Storm Time Inflow Riser Weir Weir Total Elev Storage (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) (cu ft) .r 0.0 0.00 0.0 0.0 0.0 0.00 649.00 17,851.41 7.0 17.69 2.3 RW 0.0 0.0 2.28 649.37 21,039.76 8.0 20.21 3.3 RW 0.0 0.0 3.26 649.47 21,923.55 9.0 22.74 4.6 RW 0.0 0.0 4.56 649.59 22,978.53 AIN 10.0 22.74 6.0 RW 0.0 0.0 5.96 649.71 24,028.33 11.0 22.74 7.3 RW 0.0 0.0 7.35 649.81 24, 994.35 12.0 22.74 8.7 RW 0.0 0.0 8.68 649.91 25,878.72 .. 13.0 22.74 9.9 RW 0.5 0.0 10.47 650.00 26, 670.90 14.0 22.74 11.0 RW 1.3 0.0 12.38 650.07 27,351.16 15.0 22.74 12.0 RW 2.2 0.0 14.16 650.13 27,920.07 16.0 21.23 12.5 RW 2.7 0.0 15.29 650.16 28,257.15 .r 17.0 19.71 12.9 RW 3.1 0.0 16.05 650.19 28,478.26 18.0 18.20 13.1 RW 3.3 0.0 16.48 650.20 28, 601.60 19.0 16.69 13.2 RW 3.4 0.0 16.63 650.20 28,642.29 20.0 15.17 13.1 RW 3.3 0.0 16.48 650.20 28,600.61 VW* 21.0 13.66 12.9 RW 3.1 0.0 16.04 650.19 28,476.97 22.0 12.15 12.6 RW 2.8 0.0 15.39 650.17 28,288.38 23.0 10.64 12.2 RW 2.4 0.0 14.58 650.14 28,047.62 24.0 9.12 11.7 RW 1.9 0.0 13.66 650.11 27,763.99 ,,,,, 25.0 7.61 11.2 RW 1.5 0.0 12.66 650.08 27,444.03 26.0 6.10 10.6 RW 1.0 0.0 11.62 650.04 27,092.00 27.0 4.58 10.0 RW 0.6 0.0 10.57 650.00 26,710.16 28.0 3.07 9.3 RW 0.2 0.0 9.55 649.96 26,298.79 0, 29.0 1.56 8.6 RW 0.0 0.0 8.65 649.91 25,855.75 Critical storm is the 2 year, 15 minute storm. Maximum discharge (16.63 cfs)is @ 19 minutes and is .,• less than allowable pre-development discharge of 25.29 cfs. ... was •.. NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 alle Three Notch'd Center-Auto Laundry Stormwater Management Calculations mop 2-Year, 20-Minute Storm Time Inflow Riser Weir Weir Total Elev Storage (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) (cu ft) '~ 0.0 0.00 0.0 0.0 0.0 0.00 649.00 17,851.41 12.0 19.13 6.8 RW 0.0 0.0 6.83 649.78 24, 635.75 13.0 19.13 7.9 RW 0.0 0.0 7.87 649.85 25,343.23 14.0 19.13 8.9 RW 0.0 0.0 8.89 649.92 25,989.76 .. 15.0 19.13 9.8 RW 0.4 0.0 10.20 649.98 26,566.16 16.0 19.13 10.6 RW 1.0 0.0 11.54 650.04 27,062.58 17.0 19.13 11.1 RW 1.4 0.0 12.52 650.07 27,398.28 18.0 19.13 11.6 RW 1.8 0.0 13.42 650.10 27, 687.41 19.0 19.13 12.0 RW 2.2 0.0 14.21 650.13 27,935.22 20.0 19.13 12.4 RW 2.6 0.0 14.91 650.15 28,146.87 21.0 17.86 12.6 RW 2.8 0.0 15.43 650.17 28,299.92 22.0 16.58 12.8 RW 2.9 0.0 15.69 650.18 28,375.99 mw 123.0 15.31 12.8 RW 3.0 0.0 15.75 650.18 28,391.19 24.0 14.04 12.7 RW 2.9 0.0 15.52 650.17 28,326.65 25.0 12.76 12.4 RW 2.6 0.0 15.09 650.16 28,198.85 .,0 26.0 11.49 12.1 RW 2.3 0.0 14.49 650.14 28,020.46 27.0 10.22 11.8 RW 2.0 0.0 13.78 650.12 27,801.00 28.0 8.95 11.4 RW 1.6 0.0 12.98 650.09 27,547.42 29.0 7.67 10.9 RW 1.2 0.0 12.12 650.06 27,264.63 30.0 6.40 10.4 RW 0.8 0.0 11.23 650.03 26, 955.82 31.0 5.13 9.9 RW 0.5 0.0 10.34 649.99 26, 622.68 32.0 3.86 9.3 RW 0.2 0.0 9.47 649.95 26,265.36 33.0 2.58 8.7 RW 0.0 0.0 8.69 649.91 25,882.21 34.0 1.31 8.1 RW 0.0 0.0 8.06 649.87 25,467.83 .. Maximum discharge for 2 year, 20 minute storm is at 23 minutes and is less than the critical storm discharge of 16.63 cfs. ... a 0. rr Ow NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 .. Three Notch'd Center-Auto Laundry Stormwater Management Calculations 10-YEAR STORM _w 10-Year, 9-Minute Storm (Emergency Spillway @ 650.25) Time Inflow Riser Weir Weir Total Elev Storage ,r. (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) (cu ft) 0.0 0.00 0.0 0.0 0.0 0.00 649.00 17,851.41 1.0 4.38 0.0 RW 0.0 0.0 0.02 649.01 17,971.00 .w 2.0 8.77 0.1 RW 0.0 0.0 0.14 649.06 18,329.23 3.0 13.15 0.5 RW 0.0 0.0 0.45 649.13 18,920.03 4.0 17.54 1.0 RW 0.0 0.0 1.05 649.22 19,730.77 5.0 21.92 2.0 RW 0.0 0.0 1.98 649.34 20,743.11 Oil 6.0 26.31 3.4 RW 0.0 0.0 3.39 649.49 22,030.28 7.0 30.69 5.2 RW 0.0 0.0 5.22 649.65 23,483.75 8.0 35.07 7.5 RW 0.0 0.0 7.47 649.82 25,078.47 9.0 39.46 10.1 RW 0.6 0.0 10.75 650.01 26,777.49 +r 10.0 36.83 12.6 RW 2.8 0.0 15.39 650.17 28,287.50 11.0 34.21 14.5 RW 4.8 0.4 19.76 650.28 29,377.94 12.0 31.58 15.7 RW 6.2 2.4 24.32 650.35 30,032.38 m.• 13.0 28.96 16.1 RW 6.8 3.4 26.29 650.37 30,276.68 14.0 26.33 16.2 RW 6.9 3.7 26.76 650.38 30,331.95 15.0 23.71 16.0 RW 6.7 3.2 25.91 650.37 30,230.60 16.0 21.08 15.6 RW 6.2 2.4 24.26 650.35 30,024.95 ®,. 17.0 18.46 15.2 RW 5.6 1.5 22.29 650.32 29,761.06 18.0 15.83 14.6 RW 5.0 0.6 20.25 650.29 29,457.33 19.0 13.21 14.0 RW 4.3 0.0 18.37 650.25 29,117.26 20.0 10.58 13.4 RW 3.6 0.0 16.94 650.21 28,730.80 ,.., 21.0 7.95 12.6 RW 2.8 0.0 15.34 650.17 28,271.50 22.0 5.33 11.7 RW 1.9 0.0 13.61 650.11 27,749.01 23.0 2.70 10.7 RW 1.1 0.0 11.84 650.05 27,169.67 .. Maximum discharge for 10 year, 9 minute storm is at 14 minutes and is less than the critical storm discharge of 27.84 cfs. dip w.. NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 .. Three Notch'd Center-Auto Laundry Stormwater Management Calculations 10-Year, 10-Minute Storm (Emergency Spillway @ 650.25) Time Inflow Riser Weir Weir Total Elev Storage (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) (cu ft) yr 0.0 0.00 0.0 0.0 0.0 0.00 649.00 17,851.41 2.0 8.32 0.1 RW 0.0 0.0 0.13 649.05 18,304.92 3.0 12.48 0.4 RW 0.0 0.0 0.42 649.12 18,865.82 .r 4.0 16.65 1.0 RW 0.0 0.0 0.97 649.21 19, 636.00 5.0 20.81 1.8 RW 0.0 0.0 1.83 649.32 20,598.53 6.0 24.97 3.1 RW 0.0 0.0 3.14 649.46 21,823.56 7.0 29.13 4.9 RW 0.0 0.0 4.86 649.62 23,208.09 .. 8.0 33.29 7.0 RW 0.0 0.0 6.96 649.79 24,728.54 9.0 37.45 9.4 RW 0.3 0.0 9.69 649.96 26,359.41 10.0 37.45 11.9 RW 2.2 0.0 14.09 650.13 27,898.89 11.0 34.96 14.0 RW 4.3 0.0 18.31 650.25 29,102.86 wig 32.47 15.4 RW 5.9 1.9 23.20 650.33 29,886.28 13.0 29.98 16.0 RW 6.6 3.2 25.80 650.37 30,216.48 14.0 27.49 16.2 RW 6.9 3.7 26.80 650.38 30,336.61 15.0 24.99 16.1 RW 6.8 3.5 26.52 650.38 30,304.15 WWI 16.0 22.50 15.9 RW 6.5 2.9 25.19 650.36 30,142.14 17.0 20.01 15.4 RW 6.0 2.0 23.39 650.34 29,911.59 18.0 17.52 15.0 RW 5.4 1.1 21.44 650.31 29, 639.03 19.0 15.03 14.4 RW 4.7 0.3 19.50 650.28 29,333.47 ms 20.0 12.53 13.8 RW 4.1 0.0 17.89 650.24 28,993.12 21.0 10.04 13.1 RW 3.3 0.0 16.47 650.20 28,598.72 22.0 7.55 12.3 RW 2.5 0.0 14.89 650.15 28,138.75 23.0 5.06 11.5 RW 1.7 0.0 13.21 650.10 27, 622.26 . 24.0 2.57 10.5 RW 1.0 0.0 11.51 650.04 27,054.07 Maximum discharge for 10 year, 10 minute storm is at 14 minutes and is less than the critical storm .. discharge of 27.84 cfs. ... a .. S W- NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 S Three Notch'd Center-Auto Laundry Stormwater Management Calculations A` 10-Year, 15-Minute Storm (Emergency Spillway @ 650.25) Time Inflow Riser Weir Weir Total Elev Storage (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) (cu ft) .. 0.0 0.00 0.0 0.0 0.0 0.00 649.00 17,851.41 7.0 24.45 3.7 RW 0.0 0.0 3.71 649.52 22,303.66 8.0 27.94 5.4 RW 0.0 0.0 5.38 649.66 23,603.97 m. 9.0 31.43 7.4 RW 0.0 0.0 7.36 649.82 25,004.85 10.0 31.43 9.5 RW 0.3 0.0 9.75 649.97 26,384.14 11.0 31.43 11.4 RW 1.7 0.0 13.10 650.09 27,588.33 12.0 31.43 13.1 RW 3.3 0.0 16.44 650.20 28,590.32 13.0 31.43 14.5 RW 4.9 0.5 19.88 650.28 29,396.76 14.0 31.43 15.4 RW 5.9 1.9 23.14 650.33 29,877.27 15.0 31.43 16.0 RW 6.6 3.2 25.82 650.37 30,218.97 16.0 29.34 16.3 RW 7.1 4.0 27.39 650.39 30,406.11 17.0 27.25 16.4 RW 7.2 4.2 27.84 650.39 30,459.15 AP 18.0 25.16 16.3 RW 7.0 3.8 27.03 650.38 30,363.74 19.0 23.07 15.9 RW 6.6 3.1 25.61 650.37 30,193.99 20.0 20.98 15.6 RW 6.1 2.3 23.95 650.34 29,983.96 21.0 18.89 15.1 RW 5.6 1.4 22.20 650.32 29,747.98 22.0 16.79 14.7 RW 5.1 0.7 20.46 650.29 29,490.72 23.0 14.70 14.2 RW 4.5 0.1 18.83 650.26 29,211.24 24.0 12.61 13.7 RW 3.9 0.0 17.56 650.23 28,902.91 my, 10.52 13.0 RW 3.2 0.0 16.28 650.19 28,544.38 26.0 8.43 12.3 RW 2.5 0.0 14.88 650.15 28,136.17 27.0 6.34 11.6 RW 1.8 0.0 13.41 650.10 27, 684.93 28.0 4.25 10.8 RW 1.1 0.0 11.91 650.05 27,194.31 •,,, 29.0 2.15 9.9 RW 0.5 0.0 10.45 650.00 26, 665.20 Critical storm is the 10 year, 15 minute storm. Maximum discharge (27.84 cfs)is @ 17 minutes and is .0 less than allowable pre-development discharge of 33.54 cfs. .0 .0 ww a M. NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 Three Notch'd Center-Auto Laundry Stormwater Management Calculations 10-Year, 20-Minute Storm (Emergency Spillway @ 650.25) Time Inflow Riser Weir Weir Total Elev Storage (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) (cu ft) 0.0 0.00 0.0 0.0 0.0 0.00 649.00 17,851.41 12.0 27.09 15.2 RW 5.6 1.4 22.21 650.32 29,749.76 13.0 27.09 15.5 RW 6.0 2.1 23.69 650.34 29, 950.99 14.0 27.09 15.8 RW 6.4 2.7 24.78 650.36 30,090.45 r. 15.0 27.09 15.9 RW 6.6 3.0 25.54 650.37 30,185.08 16.0 27.09 16.0 RW 6.7 3.3 26.06 650.37 30,248.42 17.0 27.09 16.1 RW 6.8 3.5 26.41 650.38 30,290.45 18.0 27.09 16.2 RW 6.9 3.6 26.64 650.38 30,318.18 19.0 27.09 16.2 RW 6.9 3.7 26.79 650.38 30,336.41 20.0 27.09 16.2 RW 6.9 3.7 26.89 650.38 30,348.36 21.0 25.28 16.2 RW 6.8 3.6 26.55 650.38 30,306.96 00. 22.0 23.48 15.9 RW 6.6 3.0 25.50 650.36 30,180.67 23.0 21.68 15.6 RW 6.2 2.4 24.14 650.35 30,009.60 24.0 19.88 15.3 RW 5.7 1.6 22.66 650.33 29,811.89 25.0 18.08 14.9 RW 5.3 1.0 21.14 650.30 29,594.84 „® 26.0 16.27 14.5 RW 4.8 0.4 19.66 650.28 29,360.07 27.0 14.47 14.0 RW 4.3 0.0 18.32 650.25 29,105.21 28.0 12.67 13.5 RW 3.8 0.0 17.27 650.22 28,821.81 29.0 10.87 13.0 RW 3.1 0.0 16.10 650.19 28,492.68 y 30.0 9.06 12.3 RW 2.5 0.0 14.84 650.15 28,124.57 31.0 7.26 11.6 RW 1.9 0.0 13.53 650.11 27,722.55 32.0 5.46 10.9 RW 1.3 0.0 12.19 650.06 27,289.46 33.0 3.66 10.2 RW 0.7 0.0 10.88 650.01 26,826.13 .0 34.0 1.86 9.4 RW 0.2 0.0 9.62 649.96 26,331.31 Maximum discharge for 10 year, 20 minute storm is at 20 minutes and is less than the critical storm .. discharge of 27.84 cfs. moll .. WNW WM 'WY WV WNW WO NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 Three Notch'd Center-Auto Laundry Stormwater Management Calculations am 100-Year, 15-Minute Storm (Emergency Spillway @ 650.25) Time Inflow Riser Weir Weir Total Elev Storage (min) (cfs) (cfs) (cfs) (cfs) (cfs) (ft) (cu ft) MIN 0.0 0.00 0.0 0.0 0.0 0.00 649.00 17,851.41 7.0 35.37 6.5 RW 0.0 0.0 6.46 649.75 24,384.06 8.0 40.43 9.2 RW 0.1 0.0 9.31 649.94 26,192.38 9.0 45.48 12.2 RW 2.4 0.0 14.62 650.14 28,059.92 10.0 45.48 15.1 RW 5.5 1.3 21.99 650.32 29,719.08 11.0 45.48 17.2 RW 8.1 6.1 31.40 650.43 30,852.47 12.0 45.48 18.2 RW 9.5 9.3 37.01 650.49 31,424.61 13.0 45.48 18.9 RW 10.4 11.4 40.59 650.53 31,765.69 14.0 45.48 19.2 RW 10.9 12.6 42.71 650.55 31, 961.81 15.0 45.48 19.4 RW 11.2 13.3 43.93 650.56 32,072.39 .10 16.0 42.45 19.4 RW 11.2 13.4 43.95 650.56 32,074.12 17.0 39.43 19.1 RW 10.7 12.3 42.10 650.54 31,906.03 18.0 36.40 18.7 RW 10.1 10.8 39.58 650.52 31,671.32 19.0 33.38 18.2 RW 9.5 9.2 36.83 650.49 31,406.68 ... 20.0 30.35 17.7 RW 8.8 7.6 34.01 650.46 31,124.69 21.0 27.32 17.1 RW 8.0 6.0 31.18 650.43 30,829.03 22.0 24.30 16.5 RW 7.3 4.5 28.37 650.40 30,519.80 23.0 21.27 16.0 RW 6.6 3.1 25.62 650.37 30,195.31 r 24.0 18.25 15.3 RW 5.8 1.8 22.95 650.33 29,852.42 25.0 15.22 14.7 RW 5.1 0.7 20.43 650.29 29,486.02 26.0 12.19 14.0 RW 4.3 0.0 18.24 650.25 29,087.39 27.0 9.17 13.2 RW 3.4 0.0 16.60 650.20 28,636.36 ... 28.0 6.14 12.3 RW 2.5 0.0 14.76 650.15 28, 100.42 29.0 3.12 11.3 RW 1.5 0.0 12.80 650.08 27,490.93 Maximum elevation for 100 year, 15 minute storm (critical storm) is at 16 minutes and the maximum ... elevation is 650.56.The top of the berm is at an elevation of 652.36', so there is 1.8 feet of freeboard. .. SUMMARY: The 15 minute storms were found to be the critical storms for both the two ® and ten year events. Both storms are well below the allowable pre- development discharges and so the basin has adequate capacity, as originally designed, to handle stormwater runoff generated from the Three ." Notch'd Center site. In addition, the basin will accommodate the 100 year storm event as well, with 1 .8' of freeboard to the designed top of berm. .. .•• NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 mm Three Notch'd Center- Auto Laundry Stormwater Management Calculations VI. Appendix A NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 ,.r o0 Uj W ~ m 0 z <N .Y a W (I) a" O Q tii Z �'a4 6" LL — Q Q Z U O Q I— II II .11111 Cl2 j ;,Z J - ''0 1 r j �' I '✓ a oil U c2S ? q5.d0,,, 7-' - / I "1-0 p_ ' ' � rn Liwo/ \ ' eso_ °�QR-O �4 \'. a' ' r3 d Cep , ' -:-;----""'-,-1,t; O �,I L, h ,Q F1 ar .: r o 0 11 Z ' " > 0� N I, i �}' as I \ 655. �� ` w v) ,..1), I �, ■1 > I JQ O �� , I w� _ i fI ' ' ILi _ &). w , , V )�\ :•i ,� 1, �>: a ..' .I � L I ' ' ,.,e. , Q � %= ... ,. , , „ , , „,, ,,,, , ,, . _ , ,, . 2. ,55.- A;toW ;e "ter > ,/// \ j W >-- '\ c / of -I � (` `� \ �� '.0 /. ,. \ % <''''' © /_ a /'-'6-<,---- / ,�,' zs��.GS i -y ii c I h. ! o2S \ � Q NiJ �. I � -e t u. 1:- ■ v �' � vl1` VA .�Q �/ /, m •-5-10 \ L.-1-11-1-1;nz° +ray- Vl',AAV' �'V;��, 1 !. \ ._ I 1 A < \' A fir"� sZwy, \\ \ rnr - /,' .I \ snit _1 `-,,` '1\ i \\ \i v1.\i\,, P'NPann'� r1ASS \ s.:___„_,,,\) -\ �a� e q• w �\ A • \ \ \r«} \ -\ a\ ' 1\ ° `` b \R � R Q.- .e � - y , 's \ „ WW , ; - \ V\\ N `p \ F`-" s',0 �s ,fit =���;�� =: I �,� �A\ , "\ 1 \'\.\ \ \ ' P„'-,— \ ... :\• - a.E cS -__,\ `\ _ _ �S' _y 'i.-' . Three Notch'd Center- Auto Laundry Stormwater Management Calculations ... VII. Appendix B MOO Short Version EIMP Computations For Worksheets 2-6 Abernarre Gaunt),W Mar Protection Ordnance:Modified Simile Method Plan: n o m l i d d e d C a n I p t . .., , _ . W M a r,F i r a p o r c e t s Area; P k xle -... pietism:1r tip_ „,, Dear 174422-06 Project Dakota)Area Designation DA i I amyl poldont moon In Founds, L.(110:9Rdt2 1 1 0(A)2,72 Ro man mot=Odd* fly.0.05 4.0.0000) Pi end sexon con, ,0.0 I wort Inpondoueosso WO P wood priddIalkol,43•In Albania* A wird amain dm ea subplot*loop ma, A: L32 C Oudot ourAntilitn,cagier pprn west dloophona 1 iodor spied to RR V noyArad IndInent"duns In cy,0.5*orw rpm me-AM4330003112Y2, AR OWN mcdrod nomad, 14pcid-1 x L1pro) % tomcod adriono/,14110014pood 111100,M001 Cow cPMMIRIVItwah",.!!!i•t I.squniste war 'Au,* oablold C17142"lint lan011 !Idll '4,4**# "4"1"17; '- •”•'.-- '- : ,.... _ ..._... .... , o o o 0 — Cdrownwo L., Widiti r,o, .. sablinei -'!";t Yildi! fla 0 0 ar21 mica 0 0 0 . , , _ ,.„.„ „ 0 0 0 0 0 0„,..„„.. 0 ,„O. „., 9 0 . ,„.., O 0 0 0 Pirliirc Las I 2 3 4 1 2 3 4 2791540 27015A9 was.114 0 5576604 .... 0 x 0.70- 0 *070– 0 0 0 0 , ,0 0 0 . . 0 '0 0 _______,,..„,___„,„,., ,,„„,, AIM „........,..„o. „ „.,..... 0, ,,..,., o Apices o 1E993 Acisiiikii‘i poem 1' Arai . Ara' yards=I catorlod le 0070720 x cos- 5330631 24101 4 x 0 CS- 1062112 Ado*aop lend Moe x 0.25- 0 x 0/6- 0 Aso 0 0 Imponioni Ciiiii— ' 29% 7$16 VT 1Pga) "0000 .m. ,..., 11173 1106„ Now.0od11$1110111(For DovoIoposd AMA.existing impervious cow€o 2111 4 C , f I(pre)• 6011) Up'.) Mooed ' all ,,t611 'And Typo 4119(3,:,:i,`:611/15 0.39, 563 1043: 4410 i '42%Dor dopwoal Ann ,;,-; 1211" ,6= 11/1 .'IPA 060 2.7$' 622 2.46 47%rkindog Waxer Wiii1diodt——, MI= - '''''''',i....1'''''44,, ' 'AM,',:,7:,4111,11' '""Is 020 3.10' 690, PAO, 471‘Mir Riind land- 9101bwf•Jr,,PMr-alkrOerr"114,1144,10.608.9 iFfPfiwionl,F,P',404'?,,Prfi. , ,, „ „ ,______,,,,,.„ „,„,., .... "4rViiir190111":T7111119 ale, __,S.53,;, ,_10.43, ._5.41 i 92%Doodoponont Ada , " ,Ilkillf00110,,., MI(7_ 6..ti ,,, ps; -5.22 2.17 .., 1 4010••••,,,, 11/11 ,,:,,c;,,„r4 ise 2iii.3-5:913,,,, siC.m.,115*.bitiii2irroilixiiill ,_7 Node hisnod Pap70 not.ie Feb less GEO ... ..... -... NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 AMP Three Notch'd Center-Auto Laundry Stormwater Management Calculations VII. Appendix C a a a a a a s .• NP ENGINEERING 680 IVY FARM DRIVE • CHARLOTTESVILLE, VA 22901 Phone: 434.531.7387 n.. -STORMWATER MANAGEMENT DESIGN, AND EROSION & — SEDIMENT CONTROL CALCULATIONS - FOR CHARLOTTESVILLE SELF STORAGE AT CROZET ALBEMARLE COUNTY, VIRGINIA Prepared by: gum 41111111111.1111.1.1 ENGINEERS SURVEYORS PLANNERS ASSOCIATES 147 Milt Ridge Road 1402 Greenbrier Place ".. L ynchburg,VA24502 Charlottesville,VA,22901. Phone:434-582-6175 Phone:434-984-27(X) www.wwassociatesnet a March 21, 2005 Project Number: 204135.01 . LV1111VYta1G1 vaal L11auva1b WV VW[114 V.4VTLJJ.V1 are aar Table of Contents Chapter Page I. Stormwater Narrative 2 II. Pre-developed Conditions 4 III. Post-developed Conditions 5 IV. Water Quality Analysis 6 V. Water Quantity Analysis 7 Appendices Figure 1 (Drainage Areas and Time of Concentration) A are Hydraflow Hydrographs Water Quantity Routing Output B Albemarle County Short Version BMP Computation Worksheets 2-6 C SWM Inlet Computations and Drainage Maps .D Erosion and Sediment Control Computations ..E a a a a a a r a 1 ar "' I. Stormwater Narrative The project site is within the Beaver Creek Reservoir watershed. Stormwater management will be provided onsite in accordance with all federal, state and local requirements. Surface runoff within the project site is directed to two drainage ways (unnamed tributaries to Beaver Creek). Drainage shed A is comprised of approximately 1.71 acres onsite and surface drainage is directed north to the natural drainage way along the northern property line, and then east AIN offsite. The exisiting conditions in shed A consist of an existing parking lot that will be redeveloped with a new self storage facility with travel ways. There will be no increase in impervious area within drainage shed A, therefore, no quantity controls will be provided. Stormwater management quality controls (BMP) in accordance with Albemarle County requirements for drinking water watersheds will be provided by a bio- ,r retention facility located to the north of new storage building G. The bio-retention facility will provide 50 percent removal of the target pollutant phosphorous exceeding the required 15 percent removal. The facility will be 15 feet wide and 194 feet long equipped with a 25-foot grassed buffer strip to pre-treat overland sheet flow directed into the facility. The concentrated flow from the closed conduit storm drain system within shed A is directed into a VDOT Class I dry rip-rap apron prior to entering the bio- retention facility to retard discharge velocity and dissipate energy. The facility incorporates a 10-foot wide by 15-foot rip-rap emergency outfall apron with the invert set at elevation 643.50 to provide a maximum ponded depth of one foot. The bio-retention facility is designed with a bio-filter consisting of Luck bio-filter mix or tested approved equal with the underdrain and D.I. with 12"HPDE outfall. The bio-retention area will be equipped with vegetative plantings in accordance with WR-14. The 12-inch HPDE bio- filter outfall is equipped with a 10-foot by 10-foot VDOT Class I dry rip-rap outfall. Sufficient rip-rap aprons are included below both the emergency outfall and the bio-filter outfall to dissipate energy and render outfall velocities non-erosive prior to discharge into the natural drainage ways. Drainage shed B is comprised of 7.09 acres, of which 3.66 acres are onsite, and 3.43 acres are offsite. The existing conditions in shed B consist of an existing parking lot and open space. The onsite area will be redeveloped with new self storage buildings, along with travel ways and parking areas. Approximately 0.40 acres of additional impervious surface will be generated in shed B. Surface runoff in shed B will be directed to a bisecting natural drainage way that collects and conveys surface runoff southeast and eventually offsite. A combination surface facility will provide both water quality control and extended detention. Storage for water quantity will be provided to attenuate the 2- year and 10-year post-development events. Utilizing the modified direct method, the allowable release rate for the post-developed 2-year storm is 21.8 cfs, and 28.5 cfs for the 10-year storm. Routed release rates were 8.33 cfs for the 2-year storm, and 14.19 cfs for the 10-year storm. Extended detention volume will be provided for twice the water quality volume, as determined by capturing the first V2 inch of post-developed impervious surface in drainage shed B. The facility is designed with a multi-stage outfall structure containing a 3' weir notch to control the 2-year storm event. The facility outfall will be 2 atormwater ivtanagement uaicutations w wPS.INu. .4l141.3 3.U1 AIM WOO provided with VDOT Class I dry rip-rap to retard pipe exit velocity by dissipating energy and rendering the outfall velocity non-erosive prior to entering the natural drainage way. AIM Drainage shed C is comprised of 0.50 acres onsite. The existing surface conditions consist of an asphalt driveway and open space. This area will be redeveloped with travel ways,parking lots,new self-storage buildings and an office that incorporates an employee residential apartment. This area drains by overland sheet flow to the analysis point(at the Facility B outfall). ISM Drainage shed D is comprised of 2.64 acres onsite. This area consists of undeveloped open space and will remain undeveloped open space. Drainage occurs via overland sheet flow to analysis point B (downstream of the SWM/BMP detention facility). Natural drainage sheds have been honored with this plan and outfalls have been rendered il., adequate and in compliance with MS-19. In shed A there is no increase in runoff and water quality control has been provided in a manner which exceeds the requirements for drinking water watersheds. In shed B, water quality control has been provided to attenuate post development runoff rates to that less than the pre-developed rate, and water quantity control has been provided in a manner which exceeds the requirement for drinking water watersheds. This project(Charlottesville Self Storage at Crozet) is in compliance with MS-19 in that stormwater management (SWM) quantity control has been provided onsite,which attenuates the post-developed 2-year and 10-year surface runoff rate to that below the pre-developed 2-year and 10-year surface runoff generated by the site. (See SWM/BMP narrative.) ANN WSW 3 II. Pre-Developed Conditions Drainage Shed A Total Area= 1.71 acres (all onsite) Impervious= 1.51 acres C=0.9 Grassed=0.2 acres C=0.3 Cpre = (1.51ac)(0.9)+(0.2ac)(0.3) — 0.82 1.71ac Drainage Shed B Total Area= 7.09 acres (3.66 acres onsite, 3.43 acres offsite) Impervious: C= 0.9 ,.� 1.90 acres (onsite) 2.38 acres (offsite) Grassed: C=0.3 ,., 1.76 acres (onsite) 1.05 acres (offsite) Cpre= (4.28ac)(0.9)+(2.81ac)(0.3) __0.66 7.09ac Drainage Shed C Total Area=0.50 acres (all onsite) Impervious=0.19 acres C=0.9 Grassed=0.31 acres C = 0.3 Cpre= (0.19ac)(0.9)+(0.31ac)(0.3) = 0.53 0.50ac Drainage Shed D Total Area=2.64 acres (all onsite) Grassed=2.64 acres C =0.3 4 . LV1111WALC11VA kulag C111C111 VYlll.11l'Q 11V 11D W VV 111'V.L.V7IJJ.V1 awl III. Post-Developed Conditions ,.. Drainage Shed A Total Area= 1.71 acres (all onsite) Impervious= 1.51 acres C=0.9 �• Grassed=0.2 acres C=0.3 Cpost = (1.51ac)(0.9)+(0.2ac)(0.3) =0 82 p ost 1.71ac Drainage Shed B Total Area= 7.09 acres (3.66 acres onsite, 3.43 acres offsite) Impervious: C=0.9 ... 2.30 acres (onsite) 2.38 acres (offsite) Grassed: C=0.3 1.36 acres (onsite) 1.05 acres (offsite) Cpost = (4.68ac)(0.9)+(2.41ac)(0.3) = 0.70 7.09ac Drainage Shed C Total Area= 0.50 acres (all onsite) •• Impervious=0.32 acres C=0.9 Grassed=0.18 acres C=0.3 w. Cpost= (0.32ac)(0.9)+(0.18ac)(0.3) = 0.68 0.50ac S Drainage Shed D Total Area=2.64 acres (all onsite) ... Grassed=2.64 acres C = 0.3 S s 5 J►V►►►►W Q►GL ivtan Q�{..nnL.nL va►<.4►61►V►►D ♦. VT Li.A U.L.VTSJ✓.0 L IV. Water Quality Analysis Drainage Shed A • Criteria: Redevelopment/Drinking Water Watershed • % Impervious Pre-Development=89% • % Impervious Post-Development=89% • %Removal Required= 15% (Per Albemarle County Short Version BMP .•. Computation Worksheet 2-6; please see Appendix C) • Provide bio-retention facility for the first flush WQV (first 0.5"rainfall) • %Removal Provided=50% -■ • Water Quality Volume= (0.5"/12"/1 ft.)(43,560 sf/ac.)(1.51 impervious ac.) = 2,740 c.f. • Provide 2740 c.f. @ 1.0 ft. maximum depth �- • Bio-Filter Dimensions: Length= 194 ft. Width= 15 ft. Depth= 1.0 ft. Total Volume=2,910 c.f. Drainage Shed B • Criteria: Redevelopment/Drinking Water Watershed • %Removal Required=21% (Per Albemarle County Short Version BMP Computation Worksheet 2-6; please see Appendix C) • %Removal Provided=30% • Provide Extended Detention with 2(WQV) • Water Quality Volume=(2)(0.5"/12"/ 1 ft.)(43,560 sf./ac.)(4.68 impervious ac.) = 17,000 c.f. Drainage Shed C • Criteria: New Development/Drinking Water Watershed • %Removal Required=0% (Per Albemarle County Short Version BMP Computation Worksheet 2-6; please see Appendix C) Drainage Shed D • Criteria: New Development/Drinking Water Watershed • %Removal Required=0% (Per Albemarle County Short Version BMP Computation Worksheet 2-6;please see Appendix C) 6 ..swaaaa yr na..a......i..�......... ....a.,..... .....o •• •-•••• .., AIN V1 V. Water Quantity Analysis ,,. Strategy There was no increase in impervious area between pre- and post-development in Drainage Shed A and D, therefore SWM is not required. A SWM facility named Facility B will be provided for the increase in impervious area in Drainage Shed B (3.66 acres onsite and 3.43 acres offsite). Since Drainage Shed C bypasses Facility B, the SWM facility design will use a lower allowable release rate to compensate. Time of Concentration (Please reference for Appendix A for T,flow paths) Drainage Shed B Pre-development(two parts): 1) Seelye Method for Overland Flow (A ->B) To=0.2250.42S-°.19C-1.0 L=200ft S =0.05 C=0.67 TC1= 5.49 min 2) Kirpich Method for Shallow Concentrated Flow (B C-+ Z) To=0.000948H-0.3811.13 H=32ft L=681 ft To=4.0min tc= TC1 + Tc2=9.49 min (Pre-Developed) Post-Developed(three parts): 1) Seelye Method for Overland Flow (A ->B) TC1=0.2250.a2S-o.19C-1.0 L=200 ft S = 0.05 C=0.70 TC1= 5.26 min 2) Kirpich Method for Shallow Concentrated Flow (B -> C->D->E) TC2= 0.009481-fo.38L1.13 H=23 ft ,., L =440ft TC2=2.8min 3) Conduit Flow (E-+Z) TC3 V V=4 fps or 240 ft/min JLVi111WaLC1 1Yia uagc111C11L kaalL ILLIALIV11S W W A 1 V V.L.V71.J:1.V1 L =270 ft(closed conduit) TC3= 1.1 min tc= TCr + TC2+ To =9.16 min (Post-Developed) Drainage Shed C Pre-developed: Seelye Method for Overland Flow (A B) To=10.2251.°42 m L= 175 ft S =0.02 C=0.53 TO=6.94 min Post-developed: Seelye Method for Overland Flow (A -->B) TC1=0.2250.42S-o.19C-l.o L= 175 ft S =0.02 C=0.68 TC1= 5.41 min Intensity(VSMH Appendix 4D-Albemarle County IDF) Drainage Shed B 2 yr(tc=9.49 min): I2=4.3 in/hr 10 yr (tc=9.49 min): I10= 5.7 in/hr 100 yr (tc=9.49 min): Imo==9.1 in/hr Drainage Shed C 2 yr(tc=6.94 min): 12=4.8 in/hr 10 yr (tc=6.94 min): I10=6.4 in/hr 100 yr(tc=6.94 min): 1100= 8.8 in/hr Rational Method Q= CIA(Allowable Discharge) Drainage Shed B 2 yr: Q2= (0.67)(4.3 in/hr)(7.09 ac.) =20.4 cfs 10 yr: Qio=(0.67)(5.7 in/hr)( 7.09 ac.)=27.1 cfs 100 yr:Q100=(0.67)(9.1 in/hr)( 7.09 ac.) =43.2 cfs ... Drainage Shed C 2 yr: Q2=(0.53)(4.8 in/hr)(0.50 ac.) = 1.3 cfs 10 yr: Qio=(0.53)(6.4 in/hr)(0.50 ac.)= 1.7 cfs �. 100 yr:Qioo= (0.53)(8.8 in/hr)( 0.50 ac.) =2.3 cfs 8 J LUI111Wi11CI iviaiiagc111C111'..a1(.:ULaLLLUllS W VW IN U. GV1.1.10 V1 arr Compensation for Bypassed Flow from Drainage Shed C 2 yr: Q2 =20.4 cfs- 1.3 cfs = 19.1 cfs 10 yr: Qio=27.1 cfs- 1.7 cfs=25.4 cfs 100 yr:Qloo=43.2 cfs-2.3 cfs =40.9 cfs Modified Rational Direct Solution (VSMH p. 5-23) 1) Define 2-year critical storm duration. T 2CAa(b-t, /4) b d2 _- q 0 "e C=0.70 A= 7.09 ac t�=9.2 min q02= 19.1 cfs a2= 106.02 �• b2= 15.51 2(0.70)(7.09)(106.02)(15.51-9) 4 Td2 =1 -15.51 =11.5 min 19.1 2. Solve for the 2-yr critical storm intensity, I2. _ a _ 106.02 _3.9in/hr I2 b+Td2 15.51+11.5 3. Determine 2-yr peak inflow. Qi2 = Cl2A =(0.70)(3.9in/hr)(7.O9ac)hr)(7.09ac)=19.5cfs 4. Determine the 2 yr required storage volume. ..' V 2 = Q + Qi2tc - go2Td2 _ 3go2tc 60 ,z T d2 4 2 4 Qi2 = 19.5 cfs - C =0.70 A=7.09 ac Td2= 11.5 min t,=9.2 min q02= 19.1 cfs ... V2 = (19.5)(11.5)+ (19.)(9.2) (19.1)(11. 5) (3)(19.41)(9.2) 60 4 V2 = 1,633 cf 9 JlVL111W illC!ltliillil�'G111G111 Villl.11l[1LLV11.1 W VV t .AV V.LIP?1 J.V1 AMA "" 5. Determine 10-year Tao C =0.70 A=7.09 ac to=9.2 min golo=25.4 cfs a10= 161.60 b10 = 18.73 T 11(0.70)(7.09)(161.60)(18.73—9.2)(2) _18.73 =13.5 min d10 = 25.4 6. Solve for I10 I = a,o = 161.60 =5.0in/hr to b,o +Td,o 18.73+13.5 min 7. Solve for Qrio Q llo=CI10A=(0.70)(5.0 in/hr)(7.09ac) =24.9 cfs 8. Solve for V10 Qnoto — go10Td10 3golotc Yio =[Qii0Tdio + 4 2 — 4 60 Qii0=24.9cfs C =0.70 A=7.09ac ,.. Tdl0= 13.5 min t� =9.2 min goio=9.4 cfs r. (13.5)(9.2) _ (9.4)(13.5) _ (3)(9.4)(9.2) Y,o =[(24.9)(13.5min)+ 4 2 4 60 V10=2,788 cf a Check Critical Storm Duration for Maximum Volume 1. Try Td2=5 min a 2. Solve for the 2-yr critical storm intensity, L. I — a _ 106.02 =5.2in/hr .. 2 b+Td2 15.51+5 ar 10 atormwater management' aicuiauuns w wn 1■40.LAPPIJJ.V.L vow aro 3. Determine 2-yr peak inflow. Q12 = Cl2 A =(0.70)(5.2in/hr)(7.09ac) =25.7 cfs ,r. 4. Determine the 2 yr required storage volume. V2 =[Qi2Td2 + Qt2tc g02Td2 _ 3go2tc 150 4 2 4 Qi2 =25.7 cfs C =0.70 A=7.09 ac Td2 = 5 min �.. tc= 9.2 min q02= 19.1 cfs V 2 (25.7)(5)+ (25.7)(9.2) _ (19.1)(5) _ (3)(19.1)(9.2) 60 4 2 4 k2 =464cf 1. Try Td2= 15 min 2. Solve for the 2-yr critical storm intensity, I2. a 106.02 1.2 _ = _Z b+Td2 15.51+15 3.Sin/hr 3. Determine 2-yr peak inflow. Qi2 = Cl2 A=(0.70)(3.5in/hr)(7.09ac) =17.2cfs 4. Determine[Q,271,2 the 2 yr required storage volume. V2 = Q,2tc _ go2Td2 3g02to 160 4 2 4 Qi2 = 17.2cfs C =0.70 A=7.09 ac Td2 = 15 min tc=9.2 min qo2= 19.1 cfs V2 = (25.7)(5)+ (25.7)(9.2) _ (19.1)(5) _ (3)(190(9.2) 60 4 2 x— V2= 1,399 cf 11 Mormwater management a.aicuiauons w wn r.u. Lv41J0.1.1i air .. 1. Try Tdlo= 5 min 2. Solve for I10 I _ a10 _ 161.60 = 6.8in/hr to — b10 +Tdlo 18.73+5min 3. Solve for Q;io a Q;lo=CI10A= (0.70)(6.8 in/hr)(7.09ac) = 33.8 cfs 4. Solve for V10 vio = QnoTd10 + Q10tc _ g010Td10 _ 3golotc 60 a 4 2 4 Q;lo=33.8 cfs C=0.70 A=7.09ac Td10= 5min t�=9.2 min g0io=9r.4 cfs V10 =[(33.8)(5 min)+ (33.x(9.2) (9.4)(5) _ (3)(9.4)(9.2) 60 V10 =478 cf a 1. Try Tdlo= 15 min ar 2. Solve for I10 /10 a10 = 161.60 =4.8in/hr to — b10 +Tdlo 18.73+15min �. 3. Solve for Q1io a Quo=CIIoA=(0.70)(4.8 in/hr)(7.09ac) =23.8 cfs 4. Solve for V10 a. 710 =[Q no"d10 + Qrloto _ goloTdlo _ 3goloto 60 4 2 4 (No=23.8 cfs '— C=0.70 A=7.09 ac Tdlo= 15 min a 12 JlUII11Wil1CI ivies agc111C111 1.i11l;U1i111V11, W WLI 1V V. LAPIIJJ.U1 rift t°=9.2 min g0io=9.4 cfs o [ 23.815min)+ (23.84(9.2) _ (9.4)(15) — (3)(9.44)(9.2) 60 Vio=2,736 cf Water Quality Orifice Sizing Average Head,h= 1.5 ft Target Drawdown Time, t= 12 hrs (43,200 sec.) Gravity Constant, g= 32.174 Water Quality Volume= 17,000 c.f. Flow Rate, Q= 17,000 c.f./43,200 sec. =0.4 cfs d =[4 = 4 0.4 =0.35ft or 4.2 inches 0.6ir(gh)05_ 0.67r(32.174*1.5)05- Use a 4-inch orifice to obtain the drawdown time. Hydraflow Hydragraphs Routing Inflow hydragraphs were generated by the rational method using the critical storm durations for the 2-year(12 minutes) and 10-year storm(14 minutes) events. Hydrographs for the 25-year event(used to set the invert of the emergency spillway) and the 100-year event were generated using the rational method and the 10-year storm event critical duration. Using the 10-year critical duration(found by the Modified Rational Method) for the 25-year and 100-year routing was found to be more conservative than using the time of concentration found by the Seelye and Kirpich methods (reference pgs. 7 and 8). The hydrographs were routed through Facility B as follows. First, the water quality volume (17,000 c.f.) and elevation(elev. 649.00)were established. This volume was considered unavailable (or full) during routing. The 2-year event was routed through a 3' weir notch. The 10-year and 25-year events were then routed through the multi-stage ,® riser and the 25-year WSE established the emergency spillway invert. Finally, the 100- year event was routed through the multi-stage riser and emergency spillway. INN 13 vwaaaavraa.a aua.u..��aaa.ua vua..aawuvua •• ••l■J 1 •• uv-ra..a.vi r Facility B Routing Summary 2-Year Storm: Q2 = 8.55 cfs Time to Peak Inflow(Critical Storm Duration) = 12 min Time to Peak Outflow= 18 min Peak Elevation= 649.90 Maximum Storage=25,312 cf 10-Year Storm: Qio= 14.31 cfs Time to Peak Inflow(Critical Storm Duration)= 14 min Time to Peak Outflow=20 min Peak Elevation=650.13 ,,,, Maximum Storage=27,522 cf 100-Year Storm: Qioo=25.48 cfs Time to Peak Inflow(Critical Storm Duration)= 14 min Time to Peak Outflow= 18 min ,.. Peak Elevation=650.36 Maximum Storage=29,854 cf .... The post-development discharges for the 2-year and 10-year storms are less than the pre-development discharges,therefore Facility B meets requirements. Q2post (8.55 cfs) <Q2pre(19.1 cfs) Qlopost(14.31 cfs) < Qiopre (25.4 cfs) Additionally, Facility B will safely pass the 100-year storm with a maximum elevation of 650.36 and two feet of freeboard (top of bank= 652.36). a.. ar. a .a ar �. 14 lydrograph Summary Report Page 1 a.. Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 18.36 1 12 13,216 Crit Time 2 Reservoir 8.55 1 18 13,216 1 649.90 25,312 Facility B a a a a a a a r a a aaa a a a Proj. file: CSS-2yr.gpw Return Period: 2 yr Run date: 03-18-2005 Hydraflow Hydrographs by Intelisolve Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 Facility B Hydrograph type = Reservoir Peak discharge = 8.55 cfs Storm frequency = 2 yrs Time interval = 1 min . Inflow hyd. No. = 1 Reservoir name = Facility B Max. Elevation = 649.90 ft Max. Storage = 25,312 cuft Storage Indication method used. Outflow hydrograph volume=13,216 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.05 4.59 649.05 2.04 0.15 0.15 0.07 6.12 649.08 2.04 0.26 0.26 0.08 7.65 649.13 2.04 0.46 0.46 a- 0.10 9.18 649.18 2.04 0.77 0.77 0.12 10.71 649.24 2.04 1.19 1.19 0.13 12.24 649.31 2.08 1.72 1.72 0.15 13.77 649.38 2.46 2.38 2.38 . 0.17 15.30 649.46 3.18 3.17 3.17 0.18 16.83 649.55 4.18 4.07 4.07 0.20 18.36 << 649.64 5.24 5.10 5.10 ... 0.22 16.83 649.72 6.14 6.10 6.10 0.23 15.30 649.78 7.03 6.95 6.95 0.25 13.77 649.83 7.68 7.62 7.62 0.27 12.24 649.87 8.14 8.10 8.11 - 0.28 10.71 649.89 8.43 8.41 8.41 0.30 9.18 649.90 << 8.56 8.55 8.55 << 0.32 7.65 649.90 8.55 8.54 8.54 0.33 6.12 649.89 8.41 8.39 8.39 0.35 4.59 649.87 8.15 8.11 8.11 0.37 3.06 649.84 7.78 7.73 7.73 0.38 1.53 649.81 7.32 7.24 ----- 7.24 0.40 0.00 649.76 6.75 6.68 ----- 6.68 0.42 0.00 649.72 6.15 6.11 6.11 0.43 0.00 649.68 5.67 5.61 ----- 5.61 0.45 0.00 649.64 5.30 ---- 5.17 ----- 5.17 a« 0.47 0.00 649.61 4.96 4.76 ---- 4.76 0.48 0.00 649.58 4.57 4.40 ----- 4.40 0.50 0.00 649.55 4.19 ---- 4.08 4.08 - 0.52 0.00 649.52 3.83 3.78 3.78 0.53 0.00 649.50 3.51 3.51 3.51 0.55 0.00 649.47 3.28 3.27 3.27 0.57 0.00 649.45 3.07 ----- ----- 3.06 3.06 0.58 0.00 649.43 2.87 2.85 2.85 0.60 0.00 649.41 2.68 2.66 ----- ---- 2.66 0.62 0.00 649.40 2.53 ----- ---- 2.49 2.49 .. 0.63 0.00 649.38 2.44 2.35 2.35 0.65 0.00 649.36 2.36 2.21 ---- 2.21 0.67 0.00 649.35 2.29 2.08 ---- 2.08 "- Continues on next page... Facility B Page 2 "` Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow 'i. (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.68 0.00 649.34 2.22 1.96 1.96 0.70 0.00 649.32 2.15 1.84 1.84 0.72 0.00 649.31 2.09 1.73 1.73 0.73 0.00 649.30 2.04 1.63 1.63 0.75 0.00 649.29 2.04 1.55 1.55 .. 0.77 0.00 649.28 2.04 1.47 1.47 0.78 0.00 649.27 2.04 1.40 1.40 0.80 0.00 649.26 2.04 1.33 1.33 0.82 0.00 649.25 2.04 1.27 1.26 .. 0.83 0.00 649.24 2.04 1.20 1.20 0.85 0.00 649.23 2.04 1.14 1.14 0.87 0.00 649.23 2.04 1.09 1.09 .. 0.88 0.00 649.22 2.04 1.03 1.03 0.90 0.00 649.21 2.04 0.98 0.98 0.92 0.00 649.21 2.04 0.93 0.93 0.93 0.00 649.20 2.04 0.89 0.89 .0 0.95 0.00 649.19 2.04 0.85 0.85 0.97 0.00 649.19 2.04 0.82 0.82 0.98 0.00 649.18 2.04 0.79 0.79 . 1.00 0.00 649.18 2.04 ----- 0.76 0.76 1.02 0.00 649.17 2.04 ---- 0.73 0.73 1.03 0.00 649.17 2.04 0.70 0.70 1.05 0.00 649.16 2.04 0.67 0.67 .. 1.07 0.00 649.16 2.04 0.65 0.65 1.08 0.00 649.15 2.04 0.62 0.62 1.10 0.00 649.15 2.04 0.60 0.60 1.12 0.00 649.14 2.04 0.57 0.57 .. 1.13 0.00 649.14 2.04 0.55 0.55 1.15 0.00 649.14 2.04 0.53 0.53 1.17 0.00 649.13 2.04 0.51 ----- 0.51 •• 1.18 0.00 649.13 2.04 0.49 0.49 1.20 0.00 649.13 2.04 0.47 0.47 1.22 0.00 649.12 2.04 0.45 0.45 1.23 0.00 649.12 2.04 0.44 0.44 "" 1.25 0.00 649.12 2.04 0.42 ---- 0.42 1.27 0.00 649.11 2.04 ----- 0.40 0.40 1.28 0.00 649.11 2.04 0.39 0.39 - 1.30 0.00 649.11 2.04 0.37 0.37 1.32 0.00 649.11 2.04 0.36 0.36 1.33 0.00 649.10 2.04 ---- 0.34 0.34 1.35 0.00 649.10 2.04 ----- 0.33 0.33 "' 1.37 0.00 649.10 2.04 0.32 0.32 1.38 0.00 649.10 2.04 ---- 0.31 0.31 1.40 0.00 649.10 2.04 0.30 ---- 0.30 1.42 0.00 649.09 2.04 ---- 0.30 0.30 1.43 0.00 649.09 2.04 0.29 0.29 1.45 0.00 649.09 2.04 0.28 ---- 0.28 1.47 0.00 649.09 2.04 --- ---- 0.28 0.28 1.48 0.00 649.09 2.04 0.27 0.27 1.50 0.00 649.08 2.04 ---- 0.27 0.27 1.52 0.00 649.08 2.04 0.26 ---- 0.26 "" Continues on next page... Facility B Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow ow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.53 0.00 649.08 2.04 0.26 0.26 a• 1.55 0.00 649.08 2.04 0.25 0.25 1.57 0.00 649.08 2.04 0.24 0.24 1.58 0.00 649.08 2.04 0.24 0.24 1.60 0.00 649.07 2.04 0.23 0.23 - 1.62 0.00 649.07 2.04 0.23 0.23 1.63 0.00 649.07 2.04 0.22 0.22 1.65 0.00 649.07 2.04 0.22 0.22 1.67 0.00 649.07 2.04 0.21 0.21 we 1.68 0.00 649.07 2.04 0.21 0.21 1.70 0.00 649.07 2.04 ---- 0.21 0.21 1.72 0.00 649.06 2.04 0.20 0.20 .. 1.73 0.00 649.06 2.04 0.20 0.20 1.75 0.00 649.06 2.04 0.19 0.19 1.77 0.00 649.06 2.04 0.19 0.19 1.78 0.00 649.06 2.04 0.18 ---- 0.18 "' 1.80 0.00 649.06 2.04 0.18 0.18 1.82 0.00 649.06 2.04 0.18 0.18 1.83 0.00 649.05 2.04 0.17 0.17 1.85 0.00 649.05 2.04 0.17 0.17 1.87 0.00 649.05 2.04 0.17 0.17 1.88 0.00 649.05 2.04 0.16 0.16 1.90 0.00 649.05 2.04 0.16 0.16 1.92 0.00 649.05 2.04 0.16 0.16 1.93 0.00 649.05 2.04 0.15 0.15 1.95 0.00 649.05 2.04 0.15 0.15 1.97 0.00 649.05 2.04 0.15 0.15 1.98 0.00 649.05 2.04 0.14 0.14 2.00 0.00 649.04 2.04 0.14 0.14 2.02 0.00 649.04 2.04 0.14 0.14 a. 2.03 0.00 649.04 2.04 0.13 0.13 2.05 0.00 649.04 2.04 ----- 0.13 ---- 0.13 2.07 0.00 649.04 2.04 0.13 ----- 0.13 2.08 0.00 649.04 2.04 0.13 0.13 . 2.10 0.00 649.04 2.04 0.12 0.12 2.12 0.00 649.04 2.04 0.12 0.12 2.13 0.00 649.04 2.04 0.12 0.12 2.15 0.00 649.04 2.04 0.11 0.11 2.17 0.00 649.04 2.04 0.11 ---- ---- 0.11 2.18 0.00 649.03 2.04 0.11 0.11 2.20 0.00 649.03 2.04 0.11 0.11 . 2.22 0.00 649.03 2.04 0.11 0.11 2.23 0.00 649.03 2.04 ---- ----- 0.10 0.10 2.25 0.00 649.03 2.04 0.10 0.10 ,� 2.27 0.00 649.03 2.04 0.10 0.10 2.28 0.00 649.03 2.04 0.10 0.10 2.30 0.00 649.03 2.04 0.09 ---- 0.09 2.32 0.00 649.03 2.04 0.09 ---- 0.09 2.33 0.00 649.03 2.04 0.09 0.09 2.35 0.00 649.03 2.04 0.09 0.09 2.37 0.00 649.03 2.04 0.09 ----- 0.09 we Continues on next page... a Reservoir Report Page 1 Reservoir No. 1 - Facility B Hydraflow Hydrographs by Intelisolve 4111111 Pond Data Pond storage is based on known values Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cult) Total storage(cuft) " 0.00 646.00 00 0 0 1.00 647.00 00 0 4,435 2.00 648.00 00 0 10,192 3.00 649.00 00 0 17,397 " 4.00 650.00 00 0 26,177 5.00 651.00 00 0 36,360 6.00 652.00 00 0 47,734 �• Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] ..,• Rise in = 24.0 0.0 0.0 0.0 Crest Len ft = 3.00 0.00 0.00 0.00 Span in = 24.0 0.0 0.0 0.0 Crest El.ft = 649.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert El.ft = 645.50 0.00 0.00 0.00 Weir Type = Rect --- - -- " Length ft = 52.0 0.0 0.0 0.0 Multi-Stage = Yes No No No Slope% = 1.00 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 a Orif.Coeff. = 0.80 0.60 0.00 0.00 Multi-Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. VIM Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs ,,,,, 0.00 0 646.00 0.00 --- --- --- 0.00 -- -- -- --- 0.00 1.00 4,435 647.00 2.04 --- --- --- 0.00 --- -- -- --- 0.00 2.00 10,192 648.00 2.04 -- --- -- 0.00 - -- - -- 0.00 3.00 17,397 649.00 2.04 -- --- --- 0.00 --- - --- -- 0.00 4.00 26,177 650.00 10.00 -- -- --- 9.99 -- -- --- --- 9.99 "" 5.00 36,360 651.00 27.06 -- --- -- 27.06 --- --- --- --- 27.06 6.00 47,734 652.00 35.41 --- --- --- 35.41 --- --- -- -- 35.41 a a " a a as a Hyd. No. 2 - Reservoir - 2 Yr - Qp = 8.55 cfs - Facility B 20 15 C.) a 10 5 0 0.0 0.3 0.6 0.9 1 .2 1.5 1 .8 2.0 2.3 2.6 2.9 Time (hrs) / Hyd. 1 / Hyd. 2 ■rr a lydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 23.72 1 14 19,925 Crit Time �„ 2 Reservoir 14.31 1 20 19,925 1 650.13 27,522 Facility B MOP IMP rr 4111. MIN ,e. IMO 4111 ae� a a Proj. file: CSS-10_25_100 yr.gpw Return Period: 10 yr Run date: 03-18-2005 Hydraflow Hydrographs by Intelisolve Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 .4. Facility B Hydrograph type = Reservoir Peak discharge = 14.31 cfs Storm frequency = 10 yrs Time interval = 1 min - Inflow hyd. No. = 1 Reservoir name = Facility B Max. Elevation = 650.13 ft Max. Storage = 27,522 cuft Storage Indication method used. Outflow hydrograph volume=19,925 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.05 5.08 649.05 2.04 0.16 0.16 0.07 6.78 649.09 2.04 0.28 0.28 0.08 8.47 649.14 2.04 0.54 0.54 31111 0.10 10.17 649.20 2.04 0.88 0.88 0.12 11.86 649.27 2.04 1.38 ----- 1.38 0.13 13.55 649.34 2.24 2.00 2.00 0.15 15.25 649.42 2.77 2.76 2.76 0.17 16.94 649.51 3.68 3.65 3.65 0.18 18.64 649.60 4.90 4.69 4.69 0.20 20.33 649.70 5.89 5.86 5.86 .. 0.22 22.03 649.80 7.25 7.17 7.17 0.23 23.72 << 649.90 8.60 8.58 0.02 8.60 0.25 22.03 649.99 9.93 9.92 0.55 10.47 0.27 20.33 650.05 10.83 10.82 1.22 12.04 0.28 18.64 650.09 11.45 11.44 1.71 13.15 0.30 16.94 650.12 11.85 11.84 2.08 13.92 0.32 15.25 650.13 12.04 12.03 2.26 14.29 .. 0.33 13.55 650.13 << 12.05 12.04 2.27 14.31 << 0.35 11.86 650.12 11.91 11.90 2.14 14.04 0.37 10.17 650.11 11.65 11.64 1.88 13.52 0.38 8.47 650.08 11.29 11.28 1.58 12.87 - 0.40 6.78 650.06 10.86 ---- 10.84 1.24 ---- 12.09 0.42 5.08 650.02 10.34 10.33 0.84 11.17 0.43 3.39 649.98 9.73 9.72 0.47 10.19 - 0.45 1.69 649.93 9.02 9.01 0.19 ---- 9.19 0.47 0.00 649.88 8.27 8.24 8.24 0.48 0.00 649.83 7.56 7.49 ---- 7.49 0.50 0.00 649.78 6.91 6.84 6.84 0.52 0.00 649.73 6.30 6.26 6.26 0.53 0.00 649.69 5.78 5.73 5.73 0.55 0.00 649.65 5.40 ---- 5.28 5.28 0.57 0.00 649.62 5.05 4.86 4.86 0.58 0.00 649.59 4.68 ---- 4.49 ----- 4.49 0.60 0.00 649.56 4.29 4.16 4.16 0.62 0.00 649.53 3.92 3.86 3.86 ... 0.63 0.00 649.50 3.59 3.57 ---- 3.57 0.65 0.00 649.48 3.34 3.33 3.33 0.67 0.00 649.46 3.12 3.11 3.11 Continues on next page... Facility B Page 2 "' Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow we (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.68 0.00 649.44 2.92 2.91 2.91 0.70 0.00 649.42 2.73 2.71 2.71 m. 0.72 0.00 649.40 2.55 2.53 2.53 0.73 0.00 649.38 2.46 2.38 2.38 0.75 0.00 649.37 2.38 2.24 2.24 ino 0.77 0.00 649.35 2.31 2.11 2.11 0.78 0.00 649.34 2.23 1.99 1.99 0.80 0.00 649.33 2.17 1.87 1.87 0.82 0.00 649.31 2.10 1.76 1.76 '. 0.83 0.00 649.30 2.04 ----- 1.66 1.66 0.85 0.00 649.29 2.04 1.57 1.57 0.87 0.00 649.28 2.04 1.49 1.49 *M, 0.88 0.00 649.27 2.04 1.42 1.42 0.90 0.00 649.26 2.04 1.35 1.35 0.92 0.00 649.25 2.04 1.28 1.28 0.93 0.00 649.24 2.04 1.22 1.22 . 0.95 0.00 649.24 2.04 1.16 1.16 0.97 0.00 649.23 2.04 1.10 1.10 0.98 0.00 649.22 2.04 1.04 1.04 1.00 0.00 649.21 2.04 0.99 0.99 1.02 0.00 649.21 2.04 0.94 0.94 1.03 0.00 649.20 2.04 0.90 0.90 1.05 0.00 649.19 2.04 0.86 0.86 -u 1.07 0.00 649.19 2.04 0.83 0.83 1.08 0.00 649.18 2.04 0.80 0.80 1.10 0.00 649.18 2.04 0.76 0.76 1.12 0.00 649.17 2.04 0.74 0.74 "` 1.13 0.00 649.17 2.04 0.71 0.71 1.15 0.00 649.16 2.04 0.68 0.68 1.17 0.00 649.16 2.04 0.65 0.65 a. 1.18 0.00 649.15 2.04 ---- 0.63 0.63 1.20 0.00 649.15 2.04 0.60 0.60 1.22 0.00 649.15 2.04 0.58 0.58 1.23 0.00 649.14 2.04 0.56 0.56 ea 1.25 0.00 649.14 2.04 ----- 0.54 0.54 1.27 0.00 649.13 2.04 0.52 0.52 1.28 0.00 649.13 2.04 ---- 0.50 ---- 0.50 1.30 0.00 649.13 2.04 0.48 0.48 1.32 0.00 649.12 2.04 0.46 0.46 1.33 0.00 649.12 2.04 0.44 0.44 1.35 0.00 649.12 2.04 0.42 ---- ---- 0.42 1.37 0.00 649.12 2.04 ---- 0.41 0.41 1.38 0.00 649.11 2.04 0.39 0.39 1.40 0.00 649.11 2.04 ----- 0.38 0.38 1.42 0.00 649.11 2.04 0.36 0.36 1.43 0.00 649.11 2.04 ---- 0.35 0.35 1.45 0.00 649.10 2.04 0.33 ---- 0.33 1.47 0.00 649.10 2.04 0.32 0.32 - 1.48 0.00 649.10 2.04 0.31 0.31 1.50 0.00 649.10 2.04 0.31 ----- 0.31 1.52 0.00 649.09 2.04 0.30 0.30 Continues on next page... 0. Facility B Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow AN (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.53 0.00 649.09 2.04 0.29 0.29 1.55 0.00 649.09 2.04 0.29 0.29 1.57 0.00 649.09 2.04 0.28 0.28 1.58 0.00 649.09 2.04 0.27 0.27 1.60 0.00 649.08 2.04 0.27 0.27 1.62 0.00 649.08 2.04 0.26 0.26 1.63 0.00 649.08 2.04 0.26 0.26 1.65 0.00 649.08 2.04 0.25 0.25 1.67 0.00 649.08 2.04 0.25 0.25 '� 1.68 0.00 649.08 2.04 0.24 0.24 1.70 0.00 649.07 2.04 0.24 0.24 1.72 0.00 649.07 2.04 0.23 0.23 Air 1.73 0.00 649.07 2.04 0.23 ---- 0.23 1.75 0.00 649.07 2.04 0.22 0.22 1.77 0.00 649.07 2.04 0.22 0.22 1.78 0.00 649.07 2.04 0.21 0.21 1.80 0.00 649.07 2.04 ---- 0.21 0.21 1.82 0.00 649.06 2.04 0.20 0.20 1.83 0.00 649.06 2.04 0.20 0.20 1.85 0.00 649.06 2.04 0.19 0.19 1.87 0.00 649.06 2.04 0.19 0.19 1.88 0.00 649.06 2.04 0.19 ---- 0.19 1.90 0.00 649.06 2.04 0.18 0.18 .. 1.92 0.00 649.06 2.04 0.18 0.18 1.93 0.00 649.06 2.04 0.17 0.17 1.95 0.00 649.05 2.04 0.17 0.17 1.97 0.00 649.05 2.04 ---- 0.17 0.17 'i'' 1.98 0.00 649.05 2.04 0.16 0.16 2.00 0.00 649.05 2.04 0.16 ---- 0.16 2.02 0.00 649.05 2.04 0.16 0.16 it• 2.03 0.00 649.05 2.04 0.15 0.15 2.05 0.00 649.05 2.04 0.15 ---- 0.15 2.07 0.00 649.05 2.04 0.15 ----- 0.15 2.08 0.00 649.05 2.04 0.14 0.14 ...End a a a ., a a WO Reservoir Report Page 1 "® Reservoir No. 1 - Facility B Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known values Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) Aso 0.00 646.00 00 0 0 1.00 647.00 00 0 4,435 2.00 648.00 00 0 10,192 3.00 649.00 00 0 17,397 4.00 650.00 00 0 26,177 5.00 651.00 00 0 36,360 6.00 652.00 00 0 47,734 Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] .. Rise in = 24.0 0.0 0.0 0.0 Crest Len ft = 3.00 6.42 30.00 0.00 Span in = 24.0 0.0 0.0 0.0 Crest El.ft = 649.00 649.91 650.25 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 2.60 0.00 Invert El.ft = 645.50 0.00 0.00 0.00 Weir Type = Rect Riser Broad -- Length ft = 52.0 0.0 0.0 0.0 Multi-Stage = Yes No No No Slope% = 1.00 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 ,i, Orif.Coeff. = 0.80 0.60 0.00 0.00 Multi-Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under inlet and outlet control. io- Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs r 0.00 0 646.00 0.00 - --- --- 0.00 0.00 0.00 --- --- 0.00 1.00 4,435 647.00 2.04 - -- -- 0.00 0.00 0.00 -- --- 0.00 2.00 10,192 648.00 2.04 - --- -- 0.00 0.00 0.00 --- -- 0.00 3.00 17,397 649.00 2.04 -- --- -- 0.00 0.00 0.00 --- -- 0.00 4.00 26,177 650.00 10.00 -- --- --- 9.99 0.58 0.00 -- -- 10.57 411' 5.00 36,360 651.00 27.06 - --- --- 27.06 24.33 50.66 -- -- 102.06 6.00 47,734 652.00 35.41 -- --- --- 35.41 64.60 180.57 -- -- 280.58 iselr f 3 GINV !r HISII Hyd. No. 2 - Reservoir - 10 Yr - Qp = 14.31 cfs - Facility B 25 20 - y 15 4- 10 S.. 5 0 0.0 0.3 0.5 0.8 1.1 1.3 1.6 1.8 2.1 2.4 2.6 Time (hrs) / Hyd. 1 / Hyd. 2 lydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) a 1 Rational 27.82 1 14 23,367 -- — Crit Time �„ 2 Reservoir 18.18 1 19 23,367 1 650.24 28,607 Facility B arr. ar ar ara. aaY a ar a .aa a�a a a Proj. file: CSS-10_25_100 yr.gpw Return Period: 25 yr Run date: 03-18-2005 Hydraflow Hydrographs by Intelisolve Hydrograph Report Page 1 $.0 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 .. Facility B Hydrograph type = Reservoir Peak discharge = 18.18 cfs Storm frequency = 25 yrs Time interval = 1 min Inflow hyd. No. = 1 Reservoir name = Facility B Max. Elevation = 650.24 ft Max. Storage = 28,607 cuft Storage Indication method used. Outflow hydrograph volume=23,367 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.05 5.96 649.06 2.04 0.19 ----- 0.19 0.07 7.95 649.11 2.04 0.35 0.35 0.08 9.93 649.16 2.04 0.68 0.68 .., 0.10 11.92 649.23 2.04 1.13 1.13 0.12 13.91 649.31 2.09 1.73 1.73 0.13 15.90 649.40 2.53 2.50 2.50 0.15 17.88 649.49 3.46 3.45 3.45 0.17 19.87 649.59 4.78 4.57 4.57 0.18 21.86 649.70 5.88 5.86 5.86 0.20 23.84 649.81 7.39 7.31 7.31 «. 0.22 25.83 649.93 8.92 8.91 0.15 9.05 0.23 27.82 << 650.03 10.52 10.51 0.98 11.48 0.25 25.83 650.12 11.81 11.80 2.04 13.84 0.27 23.84 650.18 12.75 12.75 2.97 15.72 . 0.28 21.86 650.21 13.37 13.37 3.61 0.12 17.10 0.30 19.87 650.23 13.70 13.70 3.97 0.30 17.97 0.32 17.88 650.24 13.78 13.78 4.06 0.34 18.18 << 40. 0.33 15.90 650.23 13.67 13.67 3.93 0.28 17.88 0.35 13.91 650.22 13.41 13.41 3.65 0.14 17.19 0.37 11.92 650.19 13.04 13.03 3.24 16.28 0.38 9.93 650.17 12.58 12.57 2.79 15.36 . 0.40 7.95 650.13 12.02 12.02 2.25 ---- 14.26 0.42 5.96 650.09 11.40 11.39 1.66 13.05 0.43 3.97 650.05 10.72 10.71 1.14 11.85 v.. 0.45 1.99 650.00 9.98 9.97 0.57 10.53 0.47 0.00 649.94 9.09 9.07 0.22 ---- 9.29 0.48 0.00 649.88 8.25 8.22 8.22 0.50 0.00 649.82 7.55 7.48 ---- ----- 7.48 +- 0.52 0.00 649.77 6.89 6.82 6.82 0.53 0.00 649.73 6.29 ---- 6.24 6.24 0.55 0.00 649.69 5.77 5.72 5.72 0.57 0.00 649.65 5.39 ---- ---- 5.27 ----- 5.27 . 0.58 0.00 649.62 5.04 4.85 4.85 0.60 0.00 649.59 4.67 4.48 4.48 0.62 0.00 649.56 4.28 4.15 4.15 l,.. 0.63 0.00 649.53 3.91 3.85 ---- ---- 3.85 0.65 0.00 649.50 3.58 3.57 ---- 3.57 0.67 0.00 649.48 3.33 3.33 3.33 ""' Continues on next page... . a Facility B Page 2 "" Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow °• (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.68 0.00 649.46 3.12 3.11 3.11 *MI 0.70 0.00 649.44 2.91 2.90 ---- 2.90 0.72 0.00 649.42 2.72 2.71 2.71 0.73 0.00 649.40 2.55 2.53 2.53 0.75 0.00 649.38 2.46 2.38 2.38 .■ 0.77 0.00 649.37 2.38 2.24 2.24 0.78 0.00 649.35 2.30 2.11 2.11 0.80 0.00 649.34 2.23 1.98 1.98 0.82 0.00 649.33 2.17 1.87 1.87 0.83 0.00 649.31 2.10 1.76 1.76 0.85 0.00 649.30 2.04 1.65 1.66 0.87 0.00 649.29 2.04 1.57 1.57 .. 0.88 0.00 649.28 2.04 1.49 1.49 0.90 0.00 649.27 2.04 1.42 1.42 0.92 0.00 649.26 2.04 1.35 1.35 0.93 0.00 649.25 2.04 1.28 1.28 0.95 0.00 649.24 2.04 1.22 1.22 0.97 0.00 649.24 2.04 1.16 1.16 0.98 0.00 649.23 2.04 1.10 1.10 1.00 0.00 649.22 2.04 1.04 1.04 i" 1.02 0.00 649.21 2.04 0.99 0.99 1.03 0.00 649.21 2.04 0.94 ----- 0.94 1.05 0.00 649.20 2.04 0.90 0.90 +► 1.07 0.00 649.19 2.04 0.86 0.86 1.08 0.00 649.19 2.04 0.83 0.83 1.10 0.00 649.18 2.04 0.79 0.79 1.12 0.00 649.18 2.04 0.76 0.76 1.13 0.00 649.17 2.04 0.73 0.73 1.15 0.00 649.17 2.04 0.71 0.71 1.17 0.00 649.16 2.04 0.68 0.68 1.18 0.00 649.16 2.04 ---- 0.65 0.65 1.20 0.00 649.15 2.04 0.63 0.63 1.22 0.00 649.15 2.04 0.60 0.60 1.23 0.00 649.15 2.04 0.58 ---- 0.58 a 1.25 0.00 649.14 2.04 0.56 0.56 1.27 0.00 649.14 2.04 0.54 0.54 1.28 0.00 649.13 2.04 0.51 0.51 a 1.30 0.00 649.13 2.04 ---- 0.50 ---- 0.49 1.32 0.00 649.13 2.04 0.48 0.48 1.33 0.00 649.12 2.04 ---- 0.46 0.46 1.35 0.00 649.12 2.04 0.44 0.44 . 1.37 0.00 649.12 2.04 0.42 0.42 1.38 0.00 649.12 2.04 ---- 0.41 0.41 1.40 0.00 649.11 2.04 0.39 ---- 0.39 1.42 0.00 649.11 2.04 0.38 ----- 0.38 1.43 0.00 649.11 2.04 0.36 0.36 1.45 0.00 649.11 2.04 0.35 ---- 0.35 1.47 0.00 649.10 2.04 0.33 0.33 a 1.48 0.00 649.10 2.04 0.32 0.32 1.50 0.00 649.10 2.04 0.31 ---- 0.31 1.52 0.00 649.10 2.04 0.30 0.30 Continues on next page... Facility B Page 3 "" Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow . (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.53 0.00 649.09 2.04 0.30 0.30 ,,. 1.55 0.00 649.09 2.04 0.29 0.29 1.57 0.00 649.09 2.04 0.29 0.29 1.58 0.00 649.09 2.04 0.28 0.28 1.60 0.00 649.09 2.04 0.27 0.27 . 1.62 0.00 649.08 2.04 0.27 0.27 1.63 0.00 649.08 2.04 0.26 0.26 1.65 0.00 649.08 2.04 0.26 0.26 1.67 0.00 649.08 2.04 0.25 0.25 " 1.68 0.00 649.08 2.04 0.25 0.25 1.70 0.00 649.08 2.04 ----- 0.24 0.24 1.72 0.00 649.07 2.04 0.24 ---- 0.24 -0.. 1.73 0.00 649.07 2.04 0.23 0.23 1.75 0.00 649.07 2.04 0.23 0.23 1.77 0.00 649.07 2.04 0.22 0.22 1.78 0.00 649.07 2.04 ---- 0.22 0.22 1.80 0.00 649.07 2.04 0.21 0.21 1.82 0.00 649.07 2.04 0.21 0.21 1.83 0.00 649.06 2.04 0.20 0.20 . 1.85 0.00 649.06 2.04 0.20 0.20 1.87 0.00 649.06 2.04 0.19 0.19 1.88 0.00 649.06 2.04 0.19 0.19 1.90 0.00 649.06 2.04 0.19 0.19 ...End a a a a a Sr Reservoir Report Page 1 .111* Reservoir No. 1 - Facility B Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known values Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) Amp 0.00 646.00 00 0 0 1.00 647.00 00 0 4,435 2.00 648.00 00 0 10,192 3.00 649.00 00 0 17,397 NOW 4.00 650.00 00 0 26,177 5.00 651.00 00 0 36,360 6.00 652.00 00 0 47,734 +" Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] S.. Rise in = 24.0 0.0 0.0 0.0 Crest Len ft = 3.00 6.42 30.00 0.00 Span in = 24.0 0.0 0.0 0.0 Crest El.ft = 649.00 649.91 650.25 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 2.60 0.00 Invert El.ft = 645.50 0.00 0.00 0.00 Weir Type = Rect Riser Broad --- '"' Length ft = 52.0 0.0 0.0 0.0 Multi-Stage = Yes No No No Slope% = 1.00 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 art Orif.Coeff. = 0.80 0.60 0.00 0.00 Multi-Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under Inlet and outlet control. ,Y. Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs .... 0.00 0 646.00 0.00 -- -- --- 0.00 0.00 0.00 --- --- 0.00 1.00 4,435 647.00 2.04 --- --- -- 0.00 0.00 0.00 --- --- 0.00 2.00 10,192 648.00 2.04 -- --- -- 0.00 0.00 0.00 -- --- 0.00 3.00 17,397 649.00 2.04 --- -- --- 0.00 0.00 0.00 --- --- 0.00 4.00 26,177 650.00 10.00 --- --- -- 9.99 0.58 0.00 - --- 10.57 •" 5.00 36,360 651.00 27.06 --- -- -- 27.06 24.33 50.66 -- --- 102.06 6.00 47,734 652.00 35.41 --- --- --- 35.41 64.60 180.57 - --- 280.58 Sill 9.. ... ... a W. IMO r wlr Hyd. No. 2 - Reservoir - 25 Yr - Qp = 18.18 cfs - Facility B 30 25 -. 20 a 15 10 5 0 0.0 0.2 0.5 0.7 1.0 1.2 1 .5 1.7 2.0 2.2 2.5 Time (hrs) / Hyd. 1 / Hyd. 2 a- a a lydrograph Summary Report Page l Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 34.26 1 14 28,782 --- -- Crit Time w, 2 Reservoir 25.48 1 18 28,782 1 650.36 29,854 Facility B AIM AMP ONO w VOW AWIr r VIM Proj. file: CSS-10_25_100 yr.gpw Return Period: 100 yr Run date: 03-18-2005 NMI Hydraflow Hydrographs by Intelisolve Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 2 ... Facility B Hydrograph type = Reservoir Peak discharge = 25.48 cfs Storm frequency = 100 yrs Time interval = 1 min , Inflow hyd. No. = 1 Reservoir name = Facility B Max. Elevation = 650.36 ft Max. Storage = 29,854 cuft Storage Indication method used. Outflow hydrograph volume=28,782 cuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.07 9.79 649.13 2.04 0.49 0.49 0.08 12.24 649.20 2.04 0.89 0.89 0.10 14.68 649.28 2.04 1.52 ---- ---- 1.52 "' 0.12 17.13 649.38 2.44 2.34 2.34 0.13 19.58 649.49 3.39 3.38 ----- 3.38 0.15 22.03 649.60 4.86 4.64 4.64 0.17 24.47 649.72 6.17 ---- 6.14 6.14 0.18 26.92 649.85 7.89 7.84 7.84 0.20 29.37 649.98 9.72 9.71 0.47 10.18 0.22 31.82 650.09 11.46 11.45 1.71 ---- 13.16 ®• 0.23 34.26 << 650.20 13.17 13.17 3.38 0.02 16.56 0.25 31.82 650.29 14.61 14.60 4.98 0.77 20.35 0.27 29.37 650.34 15.47 15.47 6.02 2.27 23.76 0.28 26.92 650.36 15.84 15.84 6.47 3.04 25.35 "..` 0.30 24.47 650.36 << 15.87 15.87 6.50 3.10 25.48 << 0.32 22.03 650.35 15.68 15.68 6.28 2.71 24.67 0.33 19.58 650.33 15.36 15.36 5.88 2.03 23.27 0.35 17.13 650.31 14.95 14.95 5.38 1.16 21.48 0.37 14.68 650.28 14.47 14.46 4.82 0.69 19.98 0.38 12.24 650.25 13.90 13.89 4.19 0.40 18.48 0.40 9.79 650.21 13.24 13.24 3.46 0.06 16.76 - 0.42 7.34 650.16 12.54 12.53 2.75 15.29 0.43 4.89 650.11 11.75 11.74 1.98 13.72 0.45 2.45 650.06 10.90 10.89 1.28 12.17 ..., 0.47 0.00 650.00 9.98 9.97 0.57 10.54 0.48 0.00 649.93 9.00 8.99 0.18 9.17 0.50 0.00 649.87 8.18 8.14 8.14 0.52 0.00 649.82 7.48 7.41 ---- 7.41 0.53 0.00 649.77 6.83 6.77 6.77 0.55 0.00 649.73 6.23 6.19 6.19 0.57 0.00 649.69 5.73 5.68 5.68 0.58 0.00 649.65 5.35 5.23 5.23 .. 0.60 0.00 649.61 5.01 4.81 4.81 0.62 0.00 649.58 4.63 4.45 ---- 4.45 0.63 0.00 649.55 4.24 4.12 4.12 ... 0.65 0.00 649.53 3.88 3.82 ----- 3.82 0.67 0.00 649.50 3.55 3.54 3.54 0.68 0.00 649.48 3.31 3.31 3.31 Continues on next page... Facility B Page 2 ... Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow .. (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.70 0.00 649.46 3.10 3.09 3.09 0.72 0.00 649.44 2.90 2.88 2.88 0.73 0.00 649.42 2.71 2.69 2.69 0.75 0.00 649.40 2.54 2.51 2.51 0.77 0.00 649.38 2.45 2.37 2.37 ... 0.78 0.00 649.37 2.37 2.23 2.23 0.80 0.00 649.35 2.30 ---- 2.10 2.10 0.82 0.00 649.34 2.23 1.97 1.97 0.83 0.00 649.32 2.16 1.86 1.86 ~• 0.85 0.00 649.31 2.10 1.75 1.75 0.87 0.00 649.30 2.04 1.65 1.65 0.88 0.00 649.29 2.04 1.56 1.56 .. 0.90 0.00 649.28 2.04 1.49 1.49 0.92 0.00 649.27 2.04 1.41 1.41 0.93 0.00 649.26 2.04 1.34 1.34 0.95 0.00 649.25 2.04 1.27 1.27 0.97 0.00 649.24 2.04 1.21 1.21 0.98 0.00 649.23 2.04 1.15 1.15 1.00 0.00 649.23 2.04 1.09 1.09 ,, 1.02 0.00 649.22 2.04 1.04 1.04 1.03 0.00 649.21 2.04 0.99 0.99 1.05 0.00 649.21 2.04 0.94 0.94 1.07 0.00 649.20 2.04 0.89 0.89 ... 1.08 0.00 649.19 2.04 0.86 0.86 1.10 0.00 649.19 2.04 0.82 0.82 1.12 0.00 649.18 2.04 0.79 0.79 1.13 0.00 649.18 2.04 0.76 0.76 .. 1.15 0.00 649.17 2.04 0.73 0.73 1.17 0.00 649.17 2.04 0.70 0.70 1.18 0.00 649.16 2.04 0.68 0.68 •. 1.20 0.00 649.16 2.04 0.65 ----- 0.65 1.22 0.00 649.15 2.04 0.62 --- 0.62 1.23 0.00 649.15 2.04 0.60 ---- 0.60 1.25 0.00 649.15 2.04 0.58 0.58 . 1.27 0.00 649.14 2.04 0.56 0.56 1.28 0.00 649.14 2.04 0.53 0.53 1.30 0.00 649.13 2.04 0.51 0.51 1.32 0.00 649.13 2.04 0.49 0.49 1.33 0.00 649.13 2.04 0.47 ---- 0.47 1.35 0.00 649.12 2.04 0.46 0.46 1.37 0.00 649.12 2.04 0.44 0.44 . 1.38 0.00 649.12 2.04 0.42 0.42 1.40 0.00 649.12 2.04 0.40 0.40 1.42 0.00 649.11 2.04 0.39 0.39 1.43 0.00 649.11 2.04 0.37 0.37 1.45 0.00 649.11 2.04 ---- 0.36 ---- 0.36 1.47 0.00 649.11 2.04 0.35 0.35 1.48 0.00 649.10 2.04 0.33 0.33 1.50 0.00 649.10 2.04 0.32 0.32 1.52 0.00 649.10 2.04 0.31 ---- 0.31 1.53 0.00 649.10 2.04 0.30 ---- 0.30 . Continues on next page... Facility B Page 3 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 1.55 0.00 649.09 2.04 0.30 0.30 1.57 0.00 649.09 2.04 0.29 0.29 1.58 0.00 649.09 2.04 0.29 0.29 1.60 0.00 649.09 2.04 0.28 0.28 1.62 0.00 649.09 2.04 0.27 0.27 1.63 0.00 649.08 2.04 0.27 0.27 1.65 0.00 649.08 2.04 0.26 0.26 1.67 0.00 649.08 2.04 0.26 0.26 ...End a sir a w a a oitliP Reservoir Report Page 1 .... Reservoir No. 1 - Facility B Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known values Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) •r. 0.00 646.00 00 0 0 1.00 647.00 00 0 4,435 2.00 648.00 00 0 10,192 3.00 649.00 00 0 17,397 "•' 4.00 650.00 00 0 26,177 5.00 651.00 00 0 36,360 6.00 652.00 00 0 47,734 "" Culvert/Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 24.0 0.0 0.0 0.0 Crest Len ft = 3.00 6.42 30.00 0.00 Span in = 24.0 0.0 0.0 0.0 Crest El.ft = 649.00 649.91 650.25 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 2.60 0.00 Invert El.ft = 645.50 0.00 0.00 0.00 Weir Type = Rect Riser Broad --- ....• Length ft = 52.0 0.0 0.0 0.0 Multi-Stage = Yes No No No Slope% = 1.00 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif.Coeff. = 0.80 0.60 0.00 0.00 awati Multi-Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev.= 0.00 ft Note:All outflows have been analyzed under Inlet and outlet control. was Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs ..r 0.00 0 646.00 0.00 --- --- --- 0.00 0.00 0.00 -- --- 0.00 1.00 4,435 647.00 2.04 -- --- -- 0.00 0.00 0.00 -- -- 0.00 2.00 10,192 648.00 2.04 -- --- --- 0.00 0.00 0.00 - -- 0.00 3.00 17,397 649.00 2.04 -- --- --- 0.00 0.00 0.00 -- -- 0.00 4.00 26,177 650.00 10.00 -- --- --- 9.99 0.58 0.00 - -- 10.57 . 5.00 5.00 36,360 651.00 27.06 -- -- --- 27.06 24.33 50.66 - --- 102.06 6.00 47,734 652.00 35.41 -- --- --- 35.41 64.60 180.57 -- --- 280.58 mini S MO AMIII ... .w aw w aar Hyd. No. 2 - Reservoir - 100 Yr - Qp = 25.48 cfs - Facility B 40 ar 30 4- V a 20 -- 10 a.. 0 0.0 0.2 0.4 0.7 0.9 1.1 1.3 1.6 1.8 2.0 2.2 Time (hrs) / Hyd. 1 / Hyd. 2 a.. .... Short Version BMP Computations For Worksheets 2-6 Albemarle County Water Protection Ordinance: Modified Simple Method - Plan : Charlottesville Self Storage at Crozet Water Resources Area: Beaver Creek Watershed Preparer:.__ Eric F.Anderson Date: 14-Mar-05 WM Project Drainage Area Designation Drainage Shed"A" =0 L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(0 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, , A= ; 1.71 ; 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 i pre-development 'Area i post-development Area 1- Roads Length Width subtotal ! Length Width subtotal ; . : ! 1 0 0 a: _. 0,• o: , I . i . 01 0: Os Driveways Length Width no. subtotal : !Length Width no. subtotal_o I ! ,and walks 0 - 0, 0 0: I .. : 0!: .0 - - 0 0; _ , _ __ _ ! .... 0 0; - 0: 0' IMP , , , ;Parking Lots Area 1 Area 2 Area 3 Area 4 ; , ,Area 1 Area 2 Area 3 Area 4 65,776: . : . . 65,776 65,776 : ! : ; , 65,776 , , Gravel areas Area 1 Area 2 ;subtotal ' 1 !Area 1 Area 2 !subtotal ; 1 -; s ! 0 0: 0'x 0.70= 0; 0: 0; 0;x 0.70= , 0' 'Structures Area no. subtotal : Area no. subtotal s I ; 0-; 0; 01 ` Oi ; i, -0: 0 0 , , - 0 0, 0 ,. , - -; ; 1 0 0L,__„. 0! OS , - : Actively-grazed pasture& Area _ ' Area i ;yards and cultivated turf ' 8 712x 0 08= _ , . : 696.96; ; 8,712'x 0.08= 696.96s . - - - : Active cropland Area Area i . s I. 0'x 0.25= 0 : 0;x 0.25= i Oi - - 1- . . ,. Other Impervious Areas Area 1 Area 2 Area 3 s Area 1 Area 2 Area 3 s ! 0' :- 0; 0- . Oi Impervious Cover F 89% ..., I(pre) l(post) Ity;(post) V ___;_i s 0.85 ! 102.6 ' New Development(For Development Areas,existing impervious cover<r-20%) C 1 f ; I(pre)* ; Rv(pre) L(pre) i L(post) RR ; %RR I Area Type ? _. . _ .. 0.io 1.00 = 20°A>: 0.85 8.96 ; 8.96 0.00 ; 0% Development Area ; ; - 0.35 ; 1.00 ; 0%. 0.85 4.48 ; 4.48 0.00 k OW Drinking Water Watersheds 1 4811- ; : - ! 0.40 - 1.00 1%; 0.85 5 12 : 5 1i 0.00 I -- - OV Other Rural Land . 1 - . : *min.values ...... Redevelopment(For Development Areas,existing_impervious cover>20%)_; ; C ; f ; I(pr,e) RvApre); i Lim) ! 1(post) ; RR %RR Area Type . . .. 0.70 I 0.90 1 20%! 0.85 ; 8.96 i 8.96 ! 0.66 10% Development Area _s. 0.35 ; 0.85 ; 0%; 0.85 ; 4.48 4.48 ; 0.67 I _ 15% Drinking Water Watersheds .... : 0.40 : 0.85 - 1%: 0.85 - 5.12 s 5.12 s 0.77 .: 15% Other Rural Land rev.30_May.7007 MK 4. Short Version BMP Computations For Worksheets 2-6 Albemarle County Water Protection Ordinance: Modified Simple Method " Plan : Charlottesville Self Storage at Crozet Water Resources Area: Beaver Creek Watershed Pre parer: - ;Eric F.Anderson Date: 14-Mar-05 WO. Project Drainage Area Designation Drainage Shed"B" WOOD 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 I percent imperviousness WOOD P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, 1 A= 7.0.9 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(l)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 pre-development = --.__- _---_ `Area- ,Post-development :Area- .. Roads Len_gth Width subtotal i Length Width subtotal ; 0 01 0i 0; 0,, 0; 0' i 'Driveways Length Width no subtotal ! Length Width no. subtotal and walks ; 0 - _ 0 - 0. 0, 0; 0 0'" Di 0 0 Parking Lots Area 1 Area 2 Area 3 Area 4 ; Area 1 Area 2 Area 3 Area 4 ' 82,764,0 103,6731 186 437 100,188' 103,673' : 203,8611 Gravel areas Area 1 Area 2 ;subtotal ; Area 1 Area 2 ;subtotal : i wall 0.- 0 05x0.70= 0; 0 0 0;x0.70= ? 0; Structures Area no. subtotal Area no. subtotal 0' 0; 0 0. 0, 0 i `." 0 - 0: 0' 0 --- -_-_. 01 0' Actively-grazed pasture& Area A rea i I yards and cultivated turf ' "122,404 x 0.08= 9792.32: - `. 104,980:1x 0.08= 8398.4+ Active crop land Area Area �" OxO.25= 0: Ox0.25= 0 :Other Impervious Areas A_ rea 1 Area 2 Area 3 I Area 1 A rea 2 Area 3 , 0 0`' 0 0; Impervious Cover 64% 69%I. WOOD ; [(pre) I(post) Rv(post)L.__V .l _ 0.67 327.61 New Development(For Development Areas,existing impervious cover<=20%) C f-___.-I(pre)* Rv(pre) i L(pre) ;" L(_post) RR %RR ! Area Type 0.7. 0 1.00 2.0% 0.62 27.07 i 29.10 ! 2.03 7% Development Area 0.35 1.00 0% 0.62 �„ 13.53 14.55 ; 1.02 ; 7%, Drinking Water Watersheds 0.40 1.00 ; 1% 0.62 ; 15.47 16.63 ; 1.16 : 7%� Other Rural Land *min.values ,... Redevelopment(For Development Areas,existing impervious cover>20%) I(pre)* ! Rv(pre) ' L(pre) I L(post)1 RR %RR ; Area Type ! 0.70 ' 0.90 I 20%I 0.62 ' 27.07 ! 29.10 I 4.74 ` 16% Development Area 0.35 : 0.85 0%; 0.62 , 13.53 i 14.55 3.05' _ 21%_ Drinking Water Watersheds o" 0.40 i 0.85 ' 1%; 0.62 : 15.47 i 16.631 3.48 21%o' Other Rural Land rev..30_May 2007 JMK. Short Version BMP Computations For Worksheets 2-6 Albemarle County Water Protection Ordinance: Modified Simple Method '~ Plan : Charlottesville Self Storage at Crozet Water Resources Area: Beaver Creek Watershed Preparer: Eric F.Anderson Date: 14-Mar-05 Project Drainage Area Designation Drainage Shed"C" '°" 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 I percent imperviousness OW P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, ' A= 0.50.�1 C pollutant concentration,mg/I or ppm target phosphorus f factor applied to RR WO 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 over Computation(values in feet&square feet) Item - _ .-- ,-. _ _ _ - i pre-development 'Area post-development Area y ,,,,, !Roads Length Width subtotal Length Width subtotal 1 0 0: 0 - 0. 0 0 MIN 0± 0 01 Driveways Length Width no - subtotal ; ;Length Width no subtotal :and walks : 0, " -0 - 0 01 Or - 0 - 0 0 0 0; ; : . , 0; 0: - - . -' ' 0! Parking Lots Area 1 - Area 2 Area 3 Area 4 Area 1 Area 2 Area 3 Area 4 01 g - ' 8,276.0' 8,2761_ 13,939 13 939 Gravel areas Area 1 Area 2 subtotal ; 'Area 1 Area 2 subtotal a ...mg ] , 0 - 0. 01x0.70= ; 0 0 0 0x0.70= Oj Structures Area- no. subtotal ' 1 Area no. subtotal 0 0' 0; 01 I 0 0 0' 0 0" �i I ' - 0; 0, 01 01 - - 0i 0I Actively-grazed pasture& Area ; Area , j yards and cultivated turf 1-3,504_,x 0.08= _ y 1080, ^"7,841'x 0.08 _.' 627 `Active crop land Area _ Area "" 0',x0.25= 0; 0:x0.25= 0; Other Impervious Areas Area 1 Area 2 Area 3 l Area 1 Area 2 Area 3 Impervious Cover _ 43% 67%; "" _ (p re) l(post) Rv(post) . V_ -j 0.65 1 22.5 '; '� New Development for Development Areas,existing impervious cover<=20%1 -._._._...- C i f ; I(pre)* 1 Rv(pre) i L(pre) 1 L(post) ' R R %RR 1 Area_Type _ 0/0 : - 1.00 : 20%, 0A4 , 1.34 I 2.00 ' 0.66 , 33% Development Area 1 .. 0.35 ; 1.00 I 0%; 0.44 i 0.67 ; . 1.00 ; 0.33 33%; Drinking Water Watersheds 1 1 0.40 1 1.00 1% 0.44 ! 0.77 j 1.14 0.38 33/o Other Rural Land , *min.values -IN Redevelopment(For Development Areas,existing impervious cover>20%) C . f i I(Pre) 1 Rv(pre) ' L(Pre)' L(Post) 1 RR- ' %RR { Area TYPe_-_.. . ! 0.70 : 0.90: 20% 0.44 s 1.34 % 2.00 ; 0.79E 40% Development Area ! 0.35 0.85 i O% 0.44 ; 0.67 1.00 ; 0.43 43%; Drinking Water Watersheds ; "' ; 0.40 0.85 • 1%: 0.44 . 0.77 1.14 1 0.49 : 43%. Other Rural Land rev..3OMay.9002 MK WOW Short Version BMP Computations For Worksheets 2-6 Albemarle County Water Protection Ordinance: Modified Simple Method "� Plan : Charlottesville Self Storage at Crozet Water Resources Area: Beaver Creek Watershed Preparers Eric F.Anderson Date: 14-Mar-05 Project Drainage Area Designation Drainage Shed"D° "' 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 1 percent imperviousness . P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, i A- 2.64 ` 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) AIM Impervious_Cover Computation(values in feet&square feet) - Item Pre develo p ment _ Area post-development !Area Roads Length Width subtotal ' Length Width subtotal 0 0- 0, 0? ! 0. 0 0 0 0' i .. 0: 0 01 Driveways Length Width no. subtotal , 'Length Width no. subtotal ' 1 and walks ' 0 • ,0 0, 0 - - - 0 i 0.: 0: 0; 0 0; r • Parking Lots Area 1 Area 2 Area 3 Area 4 Area 1 Area 2 Area 3 Area 4 - - 0 - 01 !Gravel areas Area 1 Area 2 !subtotal , j ;A rea 1 Area 2 :subtotal j•• 0: - 0• O x 0.70= 0' 0' 0' 0'x 0.70= 0 Structures Area no. subtotal 1 Area- no. subt_o tal ! 0-: 0 0' 0 i , 0 0- 0; - 0 0' ' 01 r.. 0. = 0 ol 0 0 0' Actively-grazed pasture& Area Area i yards and_cultivated-turf _ -' 114,998;x 0.08= I 9200; _ 114,998'x 0.08= ! 9200, Active crop land Area 0'x 0.25 I 0 Area - ax 0.25= 0; Othe Impeous Areas Area 1 Area 2 Area 3 i r rvi i Area 1 Area 2 Area 3 ' 0 - F 0 0 0 .._ �._ _._ --.- ._.-<_ :tea.-. - -_-_. _-"_ - __-._��._ --_�_-_ < _ _ .• i Impervious Cover _ 8% 8%- 411. I(Pre) l(Post) Rv(post)i- _ V -' �� 0.12 ! -i-4-.i New Development(For Development Areas,existing Impervious cover<=20%) I C f ; I(pre)_* Rv(Pre) __L(pre) L(post) ' RR %RR ' Area Type .,. 1 0.70 , 1.00 20% 0231 3 73 ; 1.98 1_75 -89%I Development Area ,,, 0.35 _ 1.00 0%- •0.12 0.99 ; 0.99 , 0.00 .;` 0% Drinking Water Watersheds_ _ 0.40 • 1.00 ; _ 1%, 0,12 ■ 1.13 1 1.13 0.00 . TO%o Other Rural Land *min.values .M Redevelopment- (For Development Areas,existing impervious cover>20%) __ _ C f ! * r) I L(pre) ' L(post) ; RR ! °/o_RR I Area Type 0.70 : 0.90 ' 20%, 0.23 I 3.73 1 1.98 ! -1.38 , -70%; Development Area , 0.35 0.85 0%' 0.12 0.99 0.99 j - 0.15 15%, Drinking Water Watersheds ii "" 0.40 ; 0.85 : 1%' 0.12 ; 1.13 1.13 1 0.17 15%. Other Rural Land rev.3_0_May 2002 MK IMF PAW E E E E E E E E E ) 3 7 7 c 7 7 7 3 Aga CJ) N V) Cl) Cl) Cl) Cl) Cl) N Cl) Cl) r W w C C C C C C C C C W �o ? ZH o: - Z z QQ am) G) 0) N d C 1. 4) G Z•Gv0.i U W C C C C C C C C C °; ,r ,�1IIII O o o o o o o o o o cc ig 0 0 0 0 0 0 0 0 0 w a a w m a "' >- (91.-36 111:1H1 0 0 to n a o co co o co Z ZL-36)131NI31VHJ`P o 0 0 0 0 0 0 0 o z O a Cl) J sr. l'" 416ua1 paalnbe I `(u)d1 o W Q J Z 0 0 Q (l�) 6eS c�peaadS 1 � o "'• M ° ° , o v 0 CI co ° CO N d Er a N z C (l1 O) 0 N o in to to in to oet O Cl 0 0 0 0 0 0 0 0 it O adoiS SSOa W 3'lWAd XS o 0 0 0 0 0 0 0 o •81111111 Cr O w O (4/10 a tor E edolS•6uo1 aal}nJ S o O ' V s O MO as D lb LLn a rn 01 01 c``! o . °-; in H }r ( ) 1� }ln N 0 e) r M 0 N r O U .1IP CD in Q C O a L to N w (SP)nano-�(aae3 p ca O Y N 0 *n *r a a ... O 15 OS ir�0 (s13)�I3NI b t'nn a LO aCl M N 0 ,°-. 3 A R 0 N 0 tt . cn O N O E 0° ° z L 0 �, N (a4/UI)I °0 00 00 00 °0 00 00, °o, 0 0 N W v ec v v v v v Cr Cr J r Z d 3 cc: rN- Cr too 00 O 9. 0 `''' d N o 6 .- 0 0 0 0 0 0 +.• O 0 r-. v 0 o0o a°, CO 0)), o°), 011 a°I CD 0 0 0 0 0 0 0 0 0 .r 0) i.... O o c (-ay)eaad abeulaJQ CO 7 u o o 01 Cl CO N fit) 0 •- 0 .- 0 0 0 0 .4- r a) d' O a) N UOilelS d WIN • C r 0 z (•il)4l6ual leoagl 1 1. co U U "' U •a 3dA1131N1 11 r r n r r 7 7 .. 0 Z ❑ ❑ ❑ 0 ❑ ❑ ❑ ❑ 0 5 C.) L-) '054 L. 1 - r- N N C4 Cl CJ Cl M Cl M IMP AM Chapter 9—Storm Drains Appendix 9C-13 Performance Curve DI-1 in a Sump 1 a. G ----_____ I ■■■11111 ' IIIV I ■II, ! I IIIIIIIIIIIIIIII — 44 A.-A)./ A.. % iii C N!I I i� �. �+. / O%I����I I 411 1 — . flI .. l7 OPEN AREA =2.33 E T2 PERIMETER = 9.00 FT 0.. 1 1 5 10 50 100 %4/ % tovafl R a -v-, DISCHARGE .( CFS ) /./, AS 64G-07 - v. /71 v.p7 ' &, /. 5--% S oRvto ass/ ,., Source: VDOT .r. 1 of 1 VDOT Drainage Manual a Chapter 9-Storm Drains a Appendix 9C-14 Performance Curve 13I-7 in a Sump 10.0 NMI MN UM MI NUM 1 r1rr1 E 111111111.11•111111111111111111112 r�rr MIN 11111111111111111111111111111111111111111111111111111111WAIIIIIIIIW 11111111111111111111111111111111111111 111111117111111111111111W MI MI 5.0 mormusr 111111 FAI 1111111 I/1 1-0 a. NM MN Mal 111111■11111=1111111Li ■rwII FA=AIII L.0 MIN MI IIIIIII 111111•11111■111v11111111111111•11111110T.MINN it MI NIN Mi al 1.MI PiniiiiME 11M111111111111 511i1 NIl mon mall• 1111 III *PEN AREA = 6.0 FTz PERIMETER = 12.8 FT 0. 1. �. _- , _ - A_ _. �.. 1 5 10 50 100 DISCHARGE CFS mons Q_ 4115- GP1S Db"Pert".1 GAL a 0.36 � L ni-PR slow = a/ / 7 3% sId sActlip 6.33 ' Source: VDOT .� 1 of I VDOT Drainage Manual t:a N c4 N t? a N C7 tor z N N N N M !4 Z F r r a h a 2 r 2 u N O N 0 0 0 N ` —Ch � (NI 'C t0 n tM O pi Z' moo 11rZ _Z f-a- OOa tm 8 2, 2 l'8 O l Q LL N-• O CD CD tri N CD h (N t CD 0 0 0 tO 0 CD CO 0 a rn :2%00 0 0 0 0 0 0 0 aar b W Oa < O .4- 04 ‘00„ r, Oi LLH H v m r r Oi .,- N ' 0 0 CO cl to co of to to W LL LL m N N O V O Y N C') of tam N A- N O O N O •- O CD tja LL LL ."..ID in 0 t0 o CD N - Oi • w UN. mtga cc! mrnrn Sao ar h 116c-3E0 66 rrrm brim x O N 0 0 ,a U Z 0 0 0 0 0 0 0 O O O N e `G O C G 6 G O C O WY N ° D 0 ? a..0 r N N N N AMP Z w • w (S.o o 0 0 0 0 0 0 0 I.11 2 a F LL 4 0 O O C O O O O C 0 O P. a _00 8880 000 z U 00•Yf U D N O O m V W 0^ 38 N V N 5— rn0 CO OOi N O a S taD m S S m t8' m S iW/1 J W O Ej C`1 Y N} y cci N N r � S S a 5••tND S 00 m m t00 Ia0 • ° :‘04 CD pa a r O r O m O O O j U a r r Ch b C . JJ� Z n m O CD m CO LL m t0 b m 0; m 6 0 = —00 0000 0 0 0 CD Z r t.5 C In N n an N N N CO moo a O a N O A Z O 5 8 b CD n `O m 0 C 2 O 2 � C G r N N O W Z 6 AIM OO ` o vmo iD t°nm o c o 0 0 0 0 0 LLLL11 7 Q- 2 2 n w °m °m t°p a°D g °o °° p° O LL U ci a OC O CO I� E Oa Ot E 0 2 U`-' G C O 6 a 6 6 O O fWW Q 0 Q O G O 6 0 0 WC U 4 •= N t7 q V N to V N M N N 0 COa K U r d ^ N N N N eS Wawa Erosion& Sediment Control Narrative WWA No.204135.01 A Temporary Sediment Trap has been shown on the North end of the site. This trap will serve the rear portion(1.08 acres) of the site until it is fully stabilized. Upon complete stabilization, the trap will be removed and the biofilter installed. The trap requirements -' for wet/dry storage are shown on the E&S plans. A Temporary Sediment Basin will be utilized on the South end of the site near Route "' 240. This basin will be converted to a Stormwater Management Basin once the site is fully stabilized. The opening for the dewatering orifice will be sealed and the principal spillway 3' weir notch cut for use in the SWM basin. Critical elevations for the water surface elevations are shown on detail sheet C-11A, Sheet 13A of 16. Calculations for the Temporary Sediment Basin have been performed using the design data sheet from the Virginia Erosion and Sediment Control Handbook. The calculations follow this narrative. a a a a a a a a a a r 1992 3.14 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (with or without an emergency spillway) Project Charlottesville Self Storage at Crozet Basin # 1 Location Albemarle County, Virginia Total area draining to basin: 7,09 acres. a Basin Volume Design ••� Wet Storage: 1. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). a 67 cu. yds. x 7.09 acres = 475 cu. yds. 2. Available basin volume = 475 cu. yds. at elevation 648.37 (From storage - elevation curve) 3. Excavate 475 cu. yds. to obtain required volume*. * Elevation corresponding to required volume = invert of the dewatering orifice. 4. Available volume before cleanout required. 33 cu. yds. x 7.09 acres = 234 cu. yds. r 5. Elevation corresponding to cleanout level = 647.33 (From Storage - Elevation Curve) 6. Distance from invert of the dewatering orifice to cleanout level = 1.04 ft. .., (Min. = 1.0 ft.) Dry Storage: 7. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x 7.09 acres = 475 cu. yds. a III - 112 1992 3.14 8. Total available basin volume at crest of riser* = 950 cu. yds. at elevation 649.94 . (From Storage - Elevation Curve) * Minimum = 134 cu. yds./acre of total drainage area. 9. Diameter of dewatering orifice = 5 in. ,,. 10. Diameter of flexible tubing = 7 in, (diameter of dewatering orifice plus 2 inches). Preliminary Design Elevations -. 11. Crest of Riser = 649.94 Top of Dam = 652.35 Design High Water = 650.12 Upstream Toe of Darn = 646.00 Basin Shape 12. Length of Flow L = Effective Width We 60/110 = 0.55 If > 2, baffles are not required If < 2, baffles are required N/A-Waived Runoff 13. Q2 = 20.4 cfs (From Chapter 5) 610 =27.1 14. Q25 _ 31.4 cfs (From Chapter 5) Principal Spillway Design 15. With emergency spillway, required spillway capacity Qp = Q2 = 20.4 cfs. (riser and barrel) Without emergency spillway, required spillway capacity Qp = Q25 = N/A cfs. (riser and barrel) .. III - 113 1992 3.14 16. With emergency spillway: Assumed available head (h) = 0.3 ft. (Using Q2) h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation Without emergency spillway: Assumed available head (h) = N/A ft. (Using 025) h = Design High Water Elevation - Crest of Riser Elevation 17. Riser diameter (Dr) = 36 in. Actual head (h) = 0.8 ft. (From Plate 3.14-8.) Note: Avoid orifice flow conditions. 18. Barrel length (I) = 52 ft. Head (H) on barrel through embankment = 5.74 ft. (From Plate 3.14-7). 19. Barrel diameter = 24 in. (From Plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]). 20. Trash rack and anti-vortex device Diameter = 54 inches. Height = 17 inches. (From Table 3.14-D). Emergency Spillway Design 21. Required spillway capacity Qe = Q2.5 - Qp = 11 cfs. 22. Bottom width (b) = 30 ft.; the slope of the exit channel (s) = ., 0.07 ft./foot; and the minimum length of the exit channel (x) = 45 ft. (From Table 3.14-C). -- III - 114 1992 3.14 Anti-Seep Collar Design 23. Depth of water at principal spillway crest (Y) = 3.94 ft. Slope of upstream face of embankment (Z) = 4.5:1. Slope of principal spillway barrel (Sb) = 2.5 % Length of barrel in saturated zone (L5) = 50 ft. 24. Number of collars required = N/A dimensions = N/A-Waived (from Plate 3.14-12). ... Final Design Elevations 25. Top of Dam = 652.35 Design High Water = 650.12 Emergency Spillway Crest = 650.24 Principal Spillway Crest = 649.94 Dewatering Orifice Invert = 648.37 Cleanout Elevation = 647.33 Elevation of Upstream Toe of Dam or Excavated Bottom of "Wet Storage Area" (if excavation was performed) = 646.00 ... III - 115 „” 56A2'-' 62 , ��t� \ 6 .2,9`3 �� EP l 11 ljt, VI 40' d9 \ °' 5682_ 63rn �� �� ' ��0 coN) 8 �• '' i�A Gy�� �j ��'S�'C„v�id(��� t IC ;95 (` `. :4.'?\ 0 644 ft .//1)'� o rn' p \nDinDi �,t r �" LC` 636„. f Oho OeA c . - . ,`�/ V+ -- ._¢;„, p% • i .w7� of � ( 'a cn ,� N%� ll, _ 1.\ s o\ \""*"...."//, o 5 co, rts1 ii 3 N N D ` p0 a 9 ! �a 0 ' w fi L . D ‘2, ------ 'at' ir„, 4.1 il, rp Q'- ie vrn ' t'q \ '','_ g ; ____ ,„,,,......impirj , ...,0i4c. „,;,... cL .. .:.....,,,,,,,:,,,,,.... 14.0 gg t1.00-r : 1yy 1 ��►.. !1 11(s \ \� r d�5 f I ./ c o f ill 11 ft (18 \I ''' (4 I ....1, • ;'14%1%, ar.-- -)11hh. I&)) w '- II 3/4 'G'Iorr 0, f ///Attdi IQ 4 co n z 1 o # - a) ., o\ 01 ..e> / -: In J:g.,6--......-s-7--(% :. <//1\a, )1"" er) c 71. A o oj'o 11:''...9' rn w \(11\ f w ro l I9p .,. r 6i i is ," a t) 1A ----\\62'6. 7 te'. � ��' �� � '� � � � t 0 .---- C.- r 672 ft . m �Na' % T' \ V,,.8,)'. ,,,\'``',‘ ,\_\ 'trii w (....1 (i V; �...M1 11 g gm8 1 y Q EF O 7 0 7'...; 4. y z 3 m O o to m N 411%llo,OW i 54. bcfS411Y8. Sloe Pro/0104,P SWM fa cl qcraS 3.9I5 arms(gip( 0 -Ptellift.0 o2. q c s ( Jws e an. ;654"s (av ietu446Prii Cortieri),_ , cc, .rdit3 eAts Pe - Mr!! "1"/. st9 7„ `-lrav "yip o rt t4$:it� /2* 03 uC/ ,¢,.s (it'S 437 2357 513,2 a ax riAds 4,'02 j W6 5/ tai =� C ■ = �D Prit EMT' ReakAacien Roat 740-1? revitvg 74 11) 4,64 e sta reh se. , 73 �►I�- 7t 02 etato to e aviis W64er atetkii Ci,2Cr exx nr ?r1 : a►� RentWveti fat : S ckdelaruvri si70 Ike ntsv (u sin 661 e Poeta Peleniter0 2 x' Awl - 4`/+2 -{s' vtts). (43, 0 : Z0,376 3,(o 4 a 't-, 2n4 rviauc Cove? = ?/ r Pdip"t,° gams f,;�ri / Jots' d, 7d° g fir- 7491 ergs r� tiiv e -cx�th',1 owlet, vas i s strey no# C.Gtbth en 4 cte re SAW ?tis n is fr Gte...ko s $ B-� Three Notched Road 2 year Type 1124-hr Rainfall=3.70" Prepared by{enter your company name here} Printed 10/24/2013 HydroCAD® 10.00 sin 08123 ©2013 HydroCAD Software Solutions LLC Summary for Pond 1P: (Pond) Inflow Area = 8.000 ac, 72.00% Impervious, Inflow Depth > 2.29" Inflow = 34.27 cfs @ 11.95 hrs, Volume= 1.525 af Outflow = 19.61 cfs @ 12.04 hrs, Volume= 1.090 af, Atten= 43%, Lag= 5.4 min Primary = 19.61 cfs @ 12.04 hrs, Volume= 1.090 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 650.30' @ 12.04 hrs Surf.Area= 0.000 ac Storage= 0.674 af Plug-Flow detention time= 113.3 min calculated for 1.086 of(71% of inflow) Center-of-Mass det. time= 49.7 min ( 817.8 - 768.1 ) Volume Invert Avail.Storage Storage Description #1 646.00' 1.096 af Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 646.00 0.000 648.00 0.234 650.00 0.600 652.00 1.096 Device Routing Invert Outlet Devices #1 Primary 645.50' 24.0" Round Culvert(RCP Round 24") L= 60.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/Outlet Invert= 645.50'/644.00' S= 0.0250 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight& clean, Flow Area= 3.14 sf #2 Device 1 649.00' Custom Weir/Orifice, Cv= 3.33(C=4.16) Head (feet) 0.00 1.50 Width (feet) 3.00 3.00 #3 Device 1 649.91' 36.0"Vert. Orifice(top of riser C= 0.600 Primary OutFlow Max=19.36 cfs @ 12.04 hrs HW=650.29' (Free Discharge) L =Culvert(RCP Round 24") (Passes 19.36 cfs of 29.44 cfs potential flow) 2=Custom Weir/Orifice (Weir Controls 18.27 cfs @ 4.73 fps) 3=Orifice(top of riser (Orifice Controls 1.09 cfs @ 2.10 fps) Three Notched Road 2 year Type 1124-hr Rainfall=3.70" " Prepared by {enter your company name here} Printed 10/24/2013 HydroCAD® 10.00 s/n 08123 ©2013 HydroCAD Software Solutions LLC Pond 1P: (Pond) Hydrograph - ■Inflow 38:" I } ®Primary 361 Inflow Area=8.000 ac 34 32 1 Peak--Elev=G5G.3 30� 0, •3 28 ara S�' �7 ge=0.f 74 a# ��I,310 4 26- 24a 22, - - - - 179.61 cfs 20-J 0 181�" u. 14= 12_ 10 8� 4 2 0 r," 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) S.0-4:0 - )r . t Three Notched Road 10 year Type 1124-hr Rainfall=5.60" Prepared by {enter your company name here) Printed 10/24/2013 HydroCAD® 10.00 s/n 08123 ©2013 HydroCAD Software Solutions LLC Summary for Pond 1P: (Pond) [82] Warning: Early inflow requires earlier time span [95] Warning: Outlet Device#2 rise exceeded Inflow Area = 8.000 ac, 72.00% Impervious, Inflow Depth > 3.98" Inflow = 57.46 cfs @ 11.95 hrs, Volume= 2.651 af Outflow = 33.28 cfs @ 12.04 hrs, Volume= 2.211 af, Atten= 42%, Lag= 5.1 min Primary = 33.28 cfs @ 12.04 hrs, Volume= 2.211 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 651.34' @ 12.04 hrs Surf.Area= 0.000 ac Storage= 0.932 af Plug-Flow detention time= 89.0 min calculated for 2.210 af(83% of inflow) Center-of-Mass det. time= 39.9 min ( 795.3- 755.4 ) Volume Invert Avail.Storage Storage Description #1 646.00' 1.096 af Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 646.00 0.000 648.00 0.234 650.00 0.600 652.00 1.096 Device Routing Invert Outlet Devices #1 Primary 645.50' 24.0" Round Culvert(RCP_Round 24") L= 60.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 645.50' /644.00' S= 0.0250 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Device 1 649.00' Custom Weir/Orifice, Cv= 3.33 (C=4.16) Head (feet) 0.00 1.50 Width (feet) 3.00 3.00 #3 Device 1 649.91' 36.0"Vert. Orifice (top of riser C= 0.600 Primary OutFlow Max=33.18 cfs @ 12.04 hrs HW=651.31' (Free Discharge) t1=Culvert(RCP_Round 24") (Inlet Controls 33.18 cfs @ 10.56 fps) -2=Custom Weir/Orifice (Passes < 34.76 cfs potential flow) 3=Orifice(top of riser (Passes < 13.06 cfs potential flow) Three Notched Road 10 year Type 1124-hr Rainfall=5.60" Prepared by {enter your company name here} Printed 10/24/2013 HydroCAD® 10.00 s/n 08123 ©2013 HydroCAD Software Solutions LLC Pond 1P: (Pond) Hydrograph / ©Inflow i5746cfs ©Primary 60= inflow Area=8.000 ac 55: :` 50= Peak EIev=651 .34' Stora w7 a=0.932 of (..4Q 5gg .J 9 40- Q 35- - 33.2;cfs '* 0 30- u_ 25- 15- 10 �r / p, # fir / ��rsd i�l�'..I, .rii�'. ... ®rf'.a�". I/f+1,, .X11,/.lid../irF/"il,P.r,, ., ° -/� /'r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) sw Three Notched Road 100 year Type 1124-hr Rainfall=9.10" Prepared by {enter your company name here} Printed 10/24/2013 HydroCAD® 10.00 s/n 08123 ©2013 HydroCAD Software Solutions LLC Summary for Pond 1P: (Pond) [82] Warning: Early inflow requires earlier time span [93] Warning: Storage range exceeded by 38.24' [95] Warning: Outlet Device#2 rise exceeded [88] Warning: Qout>Qin may require Finer Routing>1 Inflow Area = 8.000 ac, 72.00% Impervious, Inflow Depth > 7.16" Inflow = 99.66 cfs @ 11.95 hrs, Volume= 4.775 af Outflow = 102.14 cfs @ 11.97 hrs, Volume= 4.329 af, Atten= 0%, Lag= 0.9 min Primary = 102.14 cfs @ 11.97 hrs, Volume= 4.329 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 690.24' @ 11.96 hrs Surf.Area= 0.000 ac Storage= 1.096 af Plug-Flow detention time= 66.5 min calculated for 4.314 af(90% of inflow) Center-of-Mass det. time= 33.8 min ( 778.0- 744.3) Volume Invert Avail.Storage Storage Description #1 646.00' 1.096 af Custom Stage Data Listed below Elevation Cum.Store (feet) (acre-feet) 646.00 0.000 648.00 0.234 650.00 0.600 652.00 1.096 Device Routing Invert Outlet Devices #1 Primary 645.50' 24.0" Round Culvert(RCP_Round 24") L= 60.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet/ Outlet Invert= 645.50' /644.00' S= 0.0250 '1' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Device 1 649.00' Custom Weir/Orifice, Cv=3.33 (C=4.16) Head (feet) 0.00 1.50 Width (feet) 3.00 3.00 #3 Device 1 649.91' 36.0"Vert. Orifice(top of riser C= 0.600 Primary OutFlow Max=93.82 cfs @ 11.97 hrs HW=684.97' (Free Discharge) t1=Culvert(RCP_Round 24") (Inlet Controls 93.82 cfs @ 29.86 fps) r-2=Custom Weir/Orifice (Passes < 166.74 cfs potential flow) 3=Orifice (top of riser (Passes < 197.17 cfs potential flow) Three Notched Road 100 year Type 1124-hr Rainfall=9.10" Prepared by{enter your company name here} Printed 10/24/2013 HydroCAD® 10.00 s/n 08123 ©2013 HydroCAD Software Solutions LLC Pond 1P: (Pond) Hydrograph 0 Inflow O Primary ry 110- ••-- fs 105 ' : Inflow Area=8.000 ac 100 , 95 Peak Elev=690.24' 90� tj 85 /i� .1 43 80: Storage=,1 .096 of ( )r�`) 77 75 70 H 65 60 55 0 u. 50; 45 40- 35 1 ? 30 " yam 25 Sri 20, .r., A pe /s r 5_ ,, . . ,rm ,if *lfei...rifiers�Are- .er.�.r. ..f..ri,r r 0' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I, J>e 1/4ft r, -',/7 r, I w -,,— •.0".4.'"! ' -4..- - '. -- 'OV ,4,-'-,,-- .., , ' Y 4 . . 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(170/ e v 4-eat htif 1.4 J Short Version BMP Computations Albemarle County Water Protection Ordinance: Modified Simple Method Plan: Three Notch'd Road Pre Water Resources Area: Development Area Preparer: Date: 22-Oct-13 Project Drainage Area Designation DA#B Pre(with proposed shopping center) 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 I percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, A= 7.02 C pollutant concentration,mg/I or ppm target phosphorus f factor applied to RR ✓ 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 pre-development Area post-development Area Roads Length Width subtotal Length Width subtotal o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Driveways Length Width no. subtotal Length Width no. subtotal and walks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 186437 0 190894 Parking Lots 1 2 3 4 1 2 3 4 0 0 0 0 Gravel areas Area Area x0.70= 0 x0.70= 0 Structures Area no. subtotal Area no. subtotal O 0 0 0 1 0 O 0 0 0 0 0 O 0 0 0 0 58201 Actively-grazed pasture& Area Area yards and cultivated turf 122404 x 0.08= 9792.32 99683 x 0.08= 7974.64 Active crop land Area Area x0.25= 0 x0.25= 0 Other Impervious Areas 0 0 Impervious Cover 64% 84% l(pre) l(post) Rv(post) V 0.81 396.7 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% 0.63 27.04 34.76 7.72 22% Development Area 0.35 1.00 0% 0.63 13.52 17.38 3.86 22% Drinking Water Watersheds 0.40 1.00 1% 0.63 15.45 19.86 4.41 22% Other Rural Land *min.values 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% 0.63 27.04 34.76 10.42 30% Development Area 0.35 0.85 0% 0.63 13.52 17.38 5.89 34% Drinking Water Watersheds 0.40 0.85 1% 0.63 15.45 19.86 6.73 34% Other Rural Land Short Version BMP Computations Albemarle County Water Protection Ordinance: Modified Simple Method Plan: Three Notch'd Road Pre Water Resources Area: Development Area Preparer: Date: 22-Oct-13 Project Drainage Area Designation DA#B Pre(with future assumptions) 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 1 percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, A= 7.02 C pollutant concentration,mg/I or ppm target phosphorus f factor applied to RR ✓ 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 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 0 0 Driveways Length Width no. subtotal Length Width no. subtotal and walks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 186437 0 159005 Parking Lots 1 2 3 4 1 2 3 4 0 0 0 0 Gravel areas Area Area x0.70= 0 x0.70= 0 Structures Area no. subtotal Area no. subtotal 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 54733 Actively-grazed pasture& Area Area yards and cultivated turf 122404 x 0.08= 9792.32 92052 x 0.08= 7364.16 Active crop land Area Area x0.25= 0 x0.25= 0 Other Impervious Areas 0 0 Impervious Cover 64% 72% l(pre) l(post) Rv(post) V 0.70 341.2 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% 0.63 27.04 30.20 3.15 10% Development Area 0.35 1.00 0% 0.63 13.52 15.10 1.58 10% Drinking Water Watersheds 0.40 1.00 1% 0.63 15.45 17.26 1.80 10% Other Rural Land min.values 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% 0.63 27.04 30.20 5.86 19% Development Area 0.35 0.85 0% 0.63 13.52 15.10 3.61 24% Drinking Water Watersheds 0.40 0.85 1% 0.63 15.45 17.26 4.12 24% Other Rural Land