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HomeMy WebLinkAboutWPO201400065 Calculations 2014-08-04Virginia Runoff Reduction Method ReDevelopment Worksheet - v2.8 - June 2014 Weighted CN 1 -year storm Adjusted CN To be used w/ DRAFT 2013 BMP Standards and Specifications 10 -year storm Adjusted CN Target Rainfall Event (in) % of Total 3.00 3.60 Site Data D.A. A CN 74 70 71 72 D.A. B CN 82 72 74 76 Project Name: Our Lady of Angels Monastery 82 77 78 79 D.A. D CN Date: October 6, 2014 #N /A #N /A #N /A D.A. E CN 0 #N /A #N /A #N /A J Q04 2 Q ' 0.4 0 data input cells a0 W LL Z cc O u_ ^J calculation cells constant values v W W W co _ N C ~ i 0 M Q 0) � CV) 0 ) W Total Disturbed Acreage O 2 _ a Post - ReDevelopment Project & Land Cover Information 2.00 Constants REVISIONS WPO/VRRM Comments 9 -30 -2014 DATE Annual Rainfall (inches) 43 SCALE Target Rainfall Event inches 1.00 CONTOUR INTERVAL N/A Phosphorus EMC (mg /L) Target Phosphorus Target Load (lb /acre /yr) 0.26 Nitro en EMC m /L 1.86 0.41 r Z >- P1 0.90 W �G W :1 � v Pre - ReDevelopment Land Cover (acres) Q z C � GOC Q z • soils B Soils C Soils D Soils Totals W �Q Forest /Open Space (acres) -- undisturbed, protected forest /open space or reforested land Managed Turf (acres) -- disturbed, graded for yards or other turf to be mowed /managed Impervious Cover (acres) 0.00 0.00 0.00 0.00 0.00 5 G �( 0.00 0.35 1.39 0.10 1.84 0.00 0.06 0.10 0.00 0.16 G Total 2.00 Post - ReDevelopment Land Cover (acres) • soils B Soils C Soils D Soils Totals Forest /Open Space (acres) -- undisturbed, protected forest /open space or reforested land 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres) -- disturbed, graded for yards or other turf to be mowed /managed 0.00 0.30 1.22 0.10 1.62 Impervious Cover (acres) 0.00 0.11 0.27 0.00 0.38 Total 2.00 Area Check Okay Okay Okay Okay Rv Coefficients 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 Listed Adjusted' Land Cover Summary Land Cover Summary Pre - ReDevelopment 0.00 0.00 Post - ReDevelopment Post - ReDevelopment New Impervious Forest/Open Space Cover acres 0.00 Forest /Open Space Cover (acres) 0.00 Composite Rv forest 0.00 Composite Rv(forest) 0.00 % Forest 0% 0% % Forest 0% Managed Turf Cover acres 1.84 1.62 Managed Turf Cover (acres) 1.62 Comp osite Rv turf 0.22 0.22 Composite Rv(turf) 0.22 % Managed Turf 92% 91% % Managed Turf 91% Impervious Cover acres 0.16 0.16 ReDev. Impervious Cover (acres) 0.16 New Impervious Cover (acres) 0.22 Rv(impervious) 0.95 0.95 Rv(impervious) 0.95 Rv(impervious) 0.95 % Impervious 8% 9% % Impervious 9% % Impervious 100% Total Site Area acres 2.00 1.78 Total ReDev. Site Area (acres) 1.78 Total New Dev. Site Area (acres) 0.22 Site Rv 0.28 0.28 ReDev. Site Rv 0.28 New Dev. Site Rv 0.95 Pre - Development Treatment Volume (acre -ft) 0.0461 0.0421 Post - ReDevelopment Treatment Volume (acre -ft) 0.0421 Post - Development Treatment Volume (acre -ft) 0.0174 Pre - Development Treatment Volume (cubic feet) 2,007 1,835 Post - ReDevelopment Treatment Volume (cubic feet) 1,835 Post - Development Treatment Volume (cubic feet) 759 Pre - Development Load (TP) (lb /yr) 1.26 1.151 Post - ReDevelopment Load (TP) (lb /yr) 1.15 Post - Development Load (TP) (lb /yr) 0.48 'Adjusted Land Cover Summary reflects the pre redevelopment land cover minus the pervious land cover (forest /open space or managed turf) acreage proposed for new impervious cover. The adjusted total acreage is consistent with the Post Redevelopment acreage (minus the acreage of new impervious cover). The load reduction requriement for the new impervious cover to meet the new development load limit is computed in Column I. Maximum % Reduction Required Below Pre - ReDevelopment Load 20% TP Load Reduction Required for Redeveloped Area (lb /yr) 0.23 TP Load Reduction Required for New Impervious Area (lb /yr) 0.39 Total Load Reduction Required (lb /yr) 0.62 Pre - Development Load (TN) (lb /yr) 9.02 Post - Development Load (TN) (lb /yr 11.66 Channel and Flood Protection O LA our lady of angels Type// 24 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HydroCAD® 10.00 s/n 08126 © 2013 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 3S: Pre Developed Drainage Detention Computations are based on Offsite Contributing and Onsite Disturbed Areas. Pre -Dev. Analysis is established from similar contributing Watershed to same point of Analysis. Runoff = 0.64 cfs @ 12.03 hrs, Volume= 0.042 af, Depth> 0.25" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -Year Rainfall= 2.57" Area (ac) CN Description 1.840 61 Pasture /grassland /range, Good, HSG B 0.160 98 Roofs, HSG B 2.000 64 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 7.9 450 0.1100 0.95 Lag /CN Method, Subcatchment 3S: Pre Developed Drainage Hydrograph 0.7-:- - - - -- -- -, - - -- 0.64 cfs -Runoff 0.65 - - - -I- ---=--- - - - - -- i 0.6-- - -, -- -; - -- - -; - -- Rum' 0.55 -- - - - - -- - -- - -Type 1124' =hr 0.5 - -- -- 1 -Year Rainfall =2.57" 0.45 - Runoff Area= i00&ac i I I I I I I Runoff Vblume =0.042 of 3 0.35 -------- -I - - -- ---- -I - - -- --- -' - - -- -,- - - - - - I I Runoff Depth >0.25" I I LL - - - -I- - - - L - - - - L - - - L - - - - L -------- -------- -- - - L Flow Llength= 4',50' 0.25-_ - - -- - -- - - - -- --- -I - - -- - -- --- -I - - -- - -- - - - - -I I I - - Mope = 011100 '/'- - - -- - -- 0.2 r--- t---- r--- �---- r--- -I - - -- r ---- I - - - -�- r -- r---- r- - - -r -- `Tc=7.9-min- I 0.15 - -i -- -- - r - - - -i - -- - -- r--- -I - - -- - r - - - -I -- I i I I I I I i I i I I I I � -- - I - - - � ----0.1 --- - h- 64 -- I 0.05 -- L - - - -' - - -- ____ 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Virginia Runoff Reduction Method ReDevelopment Worksheet - v2.8 - June 2014 Site Data Summary Total Rainfall = 43 inches Site Land Cover Summary Weighted CN 1 -year storm Adjusted CN 2 -year storm Adjusted CN 10 -year storm Adjusted CN Target Rainfall Event (in) % of Total 3.00 3.60 5.50 D.A. A CN 74 70 71 72 D.A. B CN 82 72 74 76 D.A. C CN 82 77 78 79 D.A. D CN 0 #N /A #N /A #N /A D.A. E CN 0 #N /A #N /A #N /A O LA our lady of angels Type// 24 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HydroCAD® 10.00 s/n 08126 © 2013 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 3S: Pre Developed Drainage Detention Computations are based on Offsite Contributing and Onsite Disturbed Areas. Pre -Dev. Analysis is established from similar contributing Watershed to same point of Analysis. Runoff = 0.64 cfs @ 12.03 hrs, Volume= 0.042 af, Depth> 0.25" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -Year Rainfall= 2.57" Area (ac) CN Description 1.840 61 Pasture /grassland /range, Good, HSG B 0.160 98 Roofs, HSG B 2.000 64 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 7.9 450 0.1100 0.95 Lag /CN Method, Subcatchment 3S: Pre Developed Drainage Hydrograph 0.7-:- - - - -- -- -, - - -- 0.64 cfs -Runoff 0.65 - - - -I- ---=--- - - - - -- i 0.6-- - -, -- -; - -- - -; - -- Rum' 0.55 -- - - - - -- - -- - -Type 1124' =hr 0.5 - -- -- 1 -Year Rainfall =2.57" 0.45 - Runoff Area= i00&ac i I I I I I I Runoff Vblume =0.042 of 3 0.35 -------- -I - - -- ---- -I - - -- --- -' - - -- -,- - - - - - I I Runoff Depth >0.25" I I LL - - - -I- - - - L - - - - L - - - L - - - - L -------- -------- -- - - L Flow Llength= 4',50' 0.25-_ - - -- - -- - - - -- --- -I - - -- - -- --- -I - - -- - -- - - - - -I I I - - Mope = 011100 '/'- - - -- - -- 0.2 r--- t---- r--- �---- r--- -I - - -- r ---- I - - - -�- r -- r---- r- - - -r -- `Tc=7.9-min- I 0.15 - -i -- -- - r - - - -i - -- - -- r--- -I - - -- - r - - - -I -- I i I I I I I i I i I I I I � -- - I - - - � ----0.1 --- - h- 64 -- I 0.05 -- L - - - -' - - -- ____ 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Virginia Runoff Reduction Method ReDevelopment Worksheet - v2.8 - June 2014 Site Data Summary Total Rainfall = 43 inches Site Land Cover Summary Site Rv 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 0.30 1.22 0.10 1.62 81.00 Impervious (acres) 0.00 0.11 0.27 0.00 0.38 19.00 cfs 0.000 of Secondary =0.00 cfs 0.000 of Outflow =0.00 2.00 1 00. 00 Site Rv 0.36 Post Development Treatment Volume (ft') 2593 Post Development TP Load (lb /yr) 1.63 Post Development TN Load (lb /yr) 11.66 Total TP Load Reduction Required (lb /yr) 0.62 Total Runoff Volume Reduction (ft3) 941 Total TP Load Reduction Achieved (lb /yr) 1 Total TN Load Reduction Achieved (lb /yr) 4.65 Adjusted Post Development TP Load (lb /yr) 0.95 Remaining Phosphorous Load Reduction (Lb /yr) Required 0.00 Drainage Area Summary Drainage Area Compliance 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) 0.33 0.08 0.14 0.00 0.00 0.55 Impervious (acres) 0.081 0.111 0.131 0.001 0.001 0.32 cfs 0.000 of Secondary =0.00 cfs 0.000 of Outflow =0.00 0.87 Drainage Area Compliance Summary Drainage Area A Summary Land Cover Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Red. (lb /yr) 0.21 0.251 0.221 0.001 0.001 0.68 TN Load Red. (lb /yr) 1.39 1.821 1.441 0001 0.001 4.65 Drainage Area A Summary Land Cover Summary 1 0.411 BMP Selections Practice 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 0.20 0.00 0.13 0.33 80.49 Impervious (acres) 0.00 0.08 0.00 0.00 0.08 19.51 1 0.411 BMP Selections Practice Credit Area (acres) Downstream Practice 7.a. Infiltration #1 (Spec #8) Impervious: 0.08 None Turf (Pervious): 0.33 0.00 Total Impervious Cover Treated (acres) 0.08 Total Turf Area Treated (acres) 0.33 Total TP Load Reduction Achieved in D.A. A (lb /yr) 0.21 Total TN Load Reduction Achieved in D.A. A (lb /yr) 1.39 Drainage Area B Summary Land Cover Summary 1 0.191 BMP Selections Practice 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 42.11 Impervious (acres) 0.00 0.09 0.00 0.02 0.11 57.89 1 0.191 BMP Selections Practice Credit Area (acres) Downstream Practice 7.b. Infiltration #2 (Spec #8) Impervious: 0.11 Total TN Load Reduction Achieved in D.A. A (lb /yr) Turf (Pervious): 0.08 0.00 Total Impervious Cover Treated (acres) 0.11 Total Turf Area Treated (acres) 0.08 Total TP Load Reduction Achieved in D.A. A (lb /yr) 0.25 Total TN Load Reduction Achieved in D.A. A (lb /yr) 1.82 Drainage Area C Summary Land Cover Summary BMP Selections Practice 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 0.07 0.07 0.00 0.14 51.85 Impervious (acres) 1 0.001 0.051 0.081 0.001 0.131 48.15 BMP Selections Practice Credit Area (acres) Downstream Practice 7.a. Infiltration #1 (Spec #8) Impervious: 0.13 Total TN Load Reduction Achieved in D.A. A (lb /yr) Turf (Pervious): 0.14 . = 0.62 x Q Pre -Dev. Total Impervious Cover Treated (acres) 0.13 Total Turf Area Treated (acres) 0.14 Total TP Load Reduction Achieved in D.A. A (lb /yr) 0.22 Total TN Load Reduction Achieved in D.A. A (lb /yr) 1.44 1 0.271 CONNECTED ROOF DRAIN INFILTRATION #1, SPEC #8 5:1 Max. Top of Stone 6-12• Below Grade 2 Min. Dimensions Vary(See Below) 30 D ravel D �hram FILTER E. w/Underlyfngg F.F. DER W PVC Insp. Port w/ Pavement 1' Depth, #57 Stone (Top) Removable Cap (P Grade `/(Location & Quantity Vary) II1 III II III III_III -T III III III -II �w - III -I 1- \:--Z/ III LI I III - - -I 11=1 12' Min. Cover _ _ -�- I -- 1= 1=1 1I- Connect to PP - -Seeizln Roof/Foundation FILTER -�- 1 I Below where applicable FABRIC -1 I I -I DINE C - - -- - -- - -, - - - -- - -- 1= I- Em III11111111�1111 #38TONE In8•IIIIi11II; Washed Aggregate' 6' Stand Filter Bottom * Additional Stone DI hra shall be located at the upper grade directly above the Infiltration ration area when area slopes exceed 5:1 ** PIT DIMENSIONS MAY VARY AS DICTATED BY SITE CONDITIONS InfiRratlon Area Dimensions: PIT #1, 20'x40hc4' -W, 40% Voids, 3,733 cf Total, 138 cy Stone PIT #2, 15'x40'xW -8•, 40% Voids, 2,800 of Total, 104 cy Stone PIT #3, 10'x90'x4', 40% Voids, 3,600 cf Total, 133 cy Stone * ** Measured Infiltration Rates Exceeded 4 Inches/Hour, UnderDrain not required * * ** < 20,000 Treatment Area, no Pre - Treatment Cells Required ASSUMES A 40% STONE VOID RATIO, DESIGN 3 PITS Q 10,133 cf Storage Vol. Bottom of Infiltration Pits shall be saenerally flat. Storasae Prov. = 4,053, Reo'd =3.989 14S 012S, 15S Post Devel ped Po t Developed Post Devel ed Treatment Dr Wage Tr tment Drainage Treatment Dra age 11P 13P 12P Infiltrati n Pit #1 Infiltration Pit #3 Infiltration t #2 16S Post Developed Unattentuated 13R Sheetflow Combined Site Route * Va. RRM, Tv = 2,593 c.f., which includes Rv= 941 cf Storage Downstream Channel Protection Conditions Criteria: 1 year 24 Hour Storm Event(SCS Method) Infiltration: Measured Infiltration Rates Exceed 4" per Hour Allowable QPost Dev. = I.F. x (Q Pre -Dev. x Rv Pre -Dev P Rv Developed I.F. = 0.80 for Sites > 1 Acre Rv Pre -Dev. - 0.28 inches Rv Post Dev. 0.36 inches Allowable Q Post Dev. = 0.80 x (Q Pre -Dev. x 0.28)/0.36 Allowable Q Dev. . = 0.62 x Q Pre -Dev. Allowable Q Post Dev. = 0.62 x 0.64 cfs Allowable Q Post Dev. = 0.40 cfs Allowable Q Post Dev. = 0.40 cfs, where Q Post Dev. = 0.30 cfs Req'd 1 year Runoff Pits are Runoff Reduction Volume Reduction Volume = Adequate credited w/ BMP's = 956 c.f. O LA our lady of angels Type// 24 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HydroCAD® 10.00 s/n 08126 © 2013 HydroCAD Software Solutions LLC Paae 3 Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchmerl Pre Developed Drainage Runoff Area =2.000 ac Runoff Depth >0.25" Flow Length =450' Slope= 0.1100 '/' Tc =7.9 min CN =64 Runoff =0.64 cfs 0.042 of Subcatchment 12S: Post Developed Treatment Drainage Subcatchment 14S: Post Developed Treatment Drainage Subcatchment 15S: Post Developed Treatment Drainage Runoff Area =0.410 ac Runoff Depth >0.36" Tc =7.9 min CN =68 Runoff =0.23 cfs 0.012 of Runoff Area =0.190 ac Runoff Depth >0.96" Tc =7.9 min CN =82 Runoff =0.33 cfs 0.015 of Runoff Area =0.270 ac Runoff Depth >0.80" Tc =7.9 min CN =79 Runoff =0.39 cfs 0.018 of Subcatchment16S: Post Developed Unattentuated Sheetflow Runoff Area =1.130 ac Runoff Depth >0.23" Tc =7.9 min CN =63 Runoff =0.30 cfs 0.021 of Reach 13R: Combined Site Route Avg. Flow Depth =0.04' Max Vet =9.92 fps Inflow =0.30 cfs 0.021 of n =0.040 L =50.0' S= 13.6600 T Capacity= 272.22 cfs Outflow =0.30 cfs 0.021 of Pond 11 P: Infiltration Pit #1 Peak EIev= 777.50' Storage =541 cf Inflow =0.23 cfs 0.012 of Primary =0.00 cfs 0.000 of Secondary =0.00 cfs 0.000 of Outflow =0.00 cfs 0.000 of Pond 12P: Infiltration Pit #2 Peak EIev= 770.75' Storage =660 cf Inflow =0.33 cfs 0.015 of Primary =0.00 cfs 0.000 of Secondary =0.00 cfs 0.000 of Outflow =0.00 cfs 0.000 of Pond 13P: Infiltration Pit #3 Peak Elev= 773.45' Storage =784 cf Inflow =0.39 cfs 0.018 of Primary =0.00 cfs 0.000 of Secondary =0.00 cfs 0.000 of Outflow =0.00 cfs 0.000 of Total Runoff Area = 4.000 ac Runoff Volume = 0.109 of Average Runoff Depth = 0.33" O LA our lady of angels Type// 24 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HydroCAD® 10.00 s/n 08126 © 2013 HydroCAD Software Solutions LLC Page 10 Reach 13R: Combined Site Route Hydrograph 0.3 - 0.30 cfs - - -- - InflO.0.32- ------ r--- - - - - -- L -- - -' - -- -1 - -- - Outflow 028 - - LI- nflow- Area =2.000 -ac ' � � � � I I I I 0.26 --------------- - - - -- -------- -- ---- �--tnflovfiu= 0.30 -4�fS 0.24 - -II- ---------- - - - - -' --- -' - - -- - - - -I-------------- - - - - - - -'- T I i i T 0.22- --- r'---- t-------- ----- r--- -I - - -- ---- I--------- 'rOutflQw =0-- 10 -Ofs I I I I I 0.2 1- - - - - - - - - - - - - Avg. - F low- Depth =0:64' w 0.18 - - -- - - -- - - -- -- - - -Mak Vel =9:92- --------+------- s -- 0.16 - -- -- - - - - -- - - -- ------ - - - - -- 0 1 I I I_ I I I I I " 0.14 -- - - - - -- --- -I - - -- - - - -I --- -I - - -- --------------- - - - - -I - - n 0.040 �>yT of 0.12 -- - - JI � ---- II - ---- - - � - I I ---I ---- ,I ---- r I - - -- � r'- - - L=50.0 1 - 0.1 1 -- - L- - - -I --- 3 660® 1 T- ' 0.08 ---- -I - - --T ------- - - - - -i ---- i - - -- - ----- - - - - -i --- -I - - -- T ---- I -- - - - apacaty =272 22 -dfs - 0.04 ----'---- L-------- I----------- - - - - - -- -- !---- - ---------------- -I - - -- Christopher C. Mulligan Lic. No. 4, 0 ad 031672 acv 0.02 r - - - -r- - 7- r- -- r---- r--- r- - - -r -- r- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 o�k�ssIONAL S� Time (hours) / FILE NUMBER 7090 SHEET 5 of 5 ' 0 v a w h--^ CC 2 W O U W O5 J 2(0 No Q U� N z @ O W 'O grz 0 �z Q. 0 Z 0 > W� yy d8 Q UQOW (0 J Q04 2 Q ' 0.4 0 co U rn N a0 W LL Z cc O u_ ^J � 03, v W W W co _ N C ~ i 0 M Q 0) � CV) 0 ) W I--I O 2 _ a REVISIONS WPO/VRRM Comments 9 -30 -2014 DATE August 28, 2014 SCALE AS SHOWN CONTOUR INTERVAL N/A r Z >- W W W �G W :1 � v Wz Q z C � GOC Q z Z Z � g0 W W �Q Q VJ It1 W W J � L m r J a 5 G �( ®z O Qz_ V♦ G FILE NUMBER 7090 SHEET 5 of 5 our lady of angels Type// 24 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HydroCAD® 10.00 s/n 08126 @2013 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Pre Developed Drainage Detention Computations are based on Offsite Contributing and Onsite Disturbed Areas. Pre -Dev. Analysis is established from similar contributing Watershed to same point of Analysis. Runoff = 0.64 cfs @ 12.03 hrs, Volume= 0.042 af, Depth> 0.25' Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -Year Rainfall= 2.57" Area (ac) CN Description 1.840 61 Pasture /grassland /range, Good, HSG B 0.160 98 Roofs, HSG B 2.000 64 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 7.9 450 0.1100 0.95 Lag /CN Method, 15S 12S Post Devet Treatment D 11P Infiltration Pit #3 16S Post Developed Unattentuated Sheetflow 3S Developed Drainage S4 Reach on Link 14S Post Devel ped Treatment Dr 'Wage 12P Infiltrati n Pit #1 Infiltration 't #2 13R Combined Site Route 12S Po t Developed Tr tment Drainage 11P Infiltrati n Pit #1 Infiltration 't #2 13R Combined Site Route OLA our lady of angels Prepared by Hewlett- Packard Company Printed 10/7/2014 HydroCADO 10.00 s/n 08126 © 2013 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment- numbers) 0.220 61 50 -75% Grass cover, Fair, HSG B (14S, 15S) 1.070 61 >75% Grass cover, Good, HSG C (16S) 0.330 61 Herbaceous Plantings, Good, HSG C (12S) 1.840 61 Pasture /grassland /range, Good, HSG B (3S) 0.380 98 Pavement/Roofs, HSG B (12S, 14S, 15S, 16S) 0.160 98 Roofs, HSG B (3S) 4.000 66 TOTAL AREA WIN our lady of angels Type 1124 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HvdroCAD® 10.00 s/n 08126 @2013 HvdroCAD Software Solutions LLC Paae 3 Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS, Weighted -CN Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment3S: Pre Developed Drainage Runoff Area =2.000 ac Runoff Depth >0.25" Flow Length =450' Slope = 0.1100 T Tc =7.9 min CN =64 Runoff =0.64 cfs 0.042 of Subcatchment 12S: Post Developed Treatment Drainage Subcatchment 14S: Post Developed Treatment Drainage Subcatchment 15S: Post Developed Treatment Drainage Runoff Area =0.410 ac Runoff Depth >0.36" Tc =7.9 min CN =68 Runoff =0.23 cfs 0.012 of Runoff Area =0.190 ac Runoff Depth >0.96" Tc =7.9 min CN =82 Runoff =0.33 cfs 0.015 of Runoff Area =0.270 ac Runoff Depth >0.80" Tc =7.9 min CN =79 Runoff =0.39 cfs 0.018 of Subcatchment 16S: Post Developed Unattentuated Sheetf low Runoff Area =1.130 ac Runoff Depth >0.23" Tc =7.9 min CN =63 Runoff =0.30 cfs 0.021 of Reach 13R: Combined Site Route Avg. Flow Depth =0.04' Max Vet =9.92 fps Inflow =0.30 cfs 0.021 of n =0.040 L =50.0' S=13.6600'/' Capacity= 272.22 cfs Outflow =0.30 cfs 0.021 of Pond 11 P: Infiltration Pit #1 Peak EIev= 777.50' Storage =541 cf Inflow =0.23 cfs 0.012 of Primary =0.00 cfs 0.000 of Secondary =0.00 cfs 0.000 of Outflow =0.00 cfs 0.000 of Pond 12P: Infiltration Pit #2 Peak EIev= 770.75' Storage =660 cf Inflow =0.33 cfs 0.015 of Primary =0.00 cfs 0.000 of Secondary =0.00 cfs 0.000 of Outflow =0.00 cfs 0.000 of Pond 13P: Infiltration Pit #3 Peak Elev= 773.45' Storage =784 cf Inflow =0.39 cfs 0.018 of Primary =0.00 cfs 0.000 of Secondary =0.00 cfs 0.000 of Outflow =0.00 cfs 0.000 of Total Runoff Area = 4.000 ac Runoff Volume = 0.109 of Average Runoff Depth = 0.33" OLA our lady of angels Type 1124 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HvdroCADO 10.00 s/n 08126 © 2013 HvdroCAD Software Solutions LLC Paae 4 Summary for Subcatchment 3S: Pre Developed Drainage Detention Computations are based on Offsite Contributing and Onsite Disturbed Areas. Pre -Dev. Analysis is established from similar contributing Watershed to same point of Analysis. Runoff = 0.64 cfs @ 12.03 hrs, Volume= 0.042 af, Depth> 0.25" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -Year Rainfall= 2.57" Area (ac) CN Description 1.840 61 Pasture /grassland /range, Good, HSG B 0.160 98 Roofs, HSG B 2.000 64 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 7.9 450 0.1100 0.95 Lag /CN Method, 3 0 LL Subcatchment 3S: Pre Developed Drainage Hydrograph 0.7-- 0.65 0.6 0.64 — — — - cfs --I I-- — — — — Runoff ="4 -ofs- —Runoff 0.55 - --k T�pe t2"- 0.5 T T -1 7 T -T ~I=Y"r -Rainfall= 2.57" 0.45 Fty- noff Area--2.000 ac- 04 Runoff Volume =0.042 of 0.35 fi Runoff Depth >0.25" 0.3 0.25-- — — — — I— - Flaw LOngth= 4,150'_ 0.2 4- 4 --1 Mope= 0.�10(1 '/' 0.15 T Tc-7`9 min 0.1 0.05 - - -CN64 —I— I— I- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) OLA our lady of angels Type 1124 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HvdroCADO 10.00 s/n 08126 © 2013 HvdroCAD Software Solutions LLC Paae 5 Summary for Subcatchment 12S: Post Developed Treatment Drainage Detention Computations are based on Offsite Contributing and Onsite Disturbed Areas. Pre -Dev. Analysis is established from similar contributing Watershed to same point of Analysis. Runoff = 0.23 cfs @ 12.02 hrs, Volume= 0.012 af, Depth> 0.36" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -Year Rainfall= 2.57" Area (ac) CN Description 0.080 98 Pavement /Roofs, HSG B 0.330 61 Herbaceous Plantings, Good, HSG C 0.410 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 7.9 Direct Entry, Subcatchment 12S: Post Developed Treatment Drainage Hydrograph 0.26 0.23 1 0.22 0.21 4 I 0.2 - -1 - - - - 0.19 0.18 0.17 0.16 N 0.15 4- 4 --1 -I - I- I- 0.14 3 0.13 - 0 0.12 LL 0.11 0.1 4 0.09 0.08 - - - - 0.07 0.06 - - - - - 0.05 0.04 0.03 0.02 0.01 I _ �is Run04 -O.i3 s - -� -I - ryPe 1L24--'br_ t �Orelarl�antall:�2 .�7"_ -I- Rundff Ar-ea*0.440-iac- jR"off- iVo1vme=O.Q12 af - + Ruofl Deph.3i" _ T -I - Tc -7 {n= t -f C�- �V =_68= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) - Runoff OLA our lady of angels Type 1124 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HvdroCADO 10.00 s/n 08126 © 2013 HvdroCAD Software Solutions LLC Paae 6 Summary for Subcatchment 14S: Post Developed Treatment Drainage Detention Computations are based on Offsite Contributing and Onsite Disturbed Areas. Pre -Dev. Analysis is established from similar contributing Watershed to same point of Analysis. Runoff = 0.33 cfs @ 12.00 hrs, Volume= 0.015 af, Depth> 0.96" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -Year Rainfall= 2.57" Area (ac) CN Description 0.110 98 Pavement /Roofs, HSG B 0.080 61 50 -75% Grass cover, Fair, HSG B 0.190 82 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 7.9 Direct Entry, Subcatchment 14S: Post Developed Treatment Drainage 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Hydrograph 0.36-- 0.34 — — — — — 0.33 cfs - _ — — — — — _ —Runoff 0.32 4 —t � Ru no cfs 0.3 0.28 I fiyl e it�24 `hr 0.26 0.24 1 -1_yelar-Rainfall -2. " 0.22 -F -F T Rundff- Area = _0.'130 ac 0.2 0 0.18 fi -Ruooff Vo l vaT1 e=0. Q-1 "f a 0.16 0.14 __1 I - Rupof Depth�0.0 Q� 0.12 — — — — - Tc =7 -9 n- 0.08 1 0.06 -2 0.04 — 0.02 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) OLA our lady of angels Type 1124 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HvdroCADO 10.00 s/n 08126 © 2013 HvdroCAD Software Solutions LLC Paae 7 Summary for Subcatchment 15S: Post Developed Treatment Drainage Detention Computations are based on Offsite Contributing and Onsite Disturbed Areas. Pre -Dev. Analysis is established from similar contributing Watershed to same point of Analysis. Runoff = 0.39 cfs @ 12.00 hrs, Volume= 0.018 af, Depth> 0.80" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -Year Rainfall= 2.57" Area (ac) CN Description 0.130 98 Pavement /Roofs, HSG B 0.140 61 50 -75% Grass cover, Fair, HSG B 0.270 79 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 7.9 Direct Entry, 0.24 U 3 0.22 0 0.2 LL 0.18 0.16 0.14 0.12 0.1 0.08 Subcatchment 15S: Post Developed Treatment Drainage Hydrograph —I RulnO4=11" s+f's — —I — T-y�e 1 24--hr t :Ore-larJ�alntall:�2 .�7" I Bun_6fLAr _ea *0.27OA3c :Rur�off-V—oIvmo=O.�1 Vaf �Ruqo#fl Depth O.S i" -4 Tc=7-9 rain � �-1V =9 t 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff 1 1 ::1 4- 4 A I I 4- 4 I —I RulnO4=11" s+f's — —I — T-y�e 1 24--hr t :Ore-larJ�alntall:�2 .�7" I Bun_6fLAr _ea *0.27OA3c :Rur�off-V—oIvmo=O.�1 Vaf �Ruqo#fl Depth O.S i" -4 Tc=7-9 rain � �-1V =9 t 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff OLA our lady of angels Type 1124 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HvdroCADO 10.00 s/n 08126 © 2013 HvdroCAD Software Solutions LLC Paae 8 Summary for Subcatchment 16S: Post Developed Unattentuated Sheetflow Detention Computations are based on Offsite Contributing and Onsite Disturbed Areas. Pre -Dev. Analysis is established from similar contributing Watershed to same point of Analysis. Runoff = 0.30 cfs @ 12.03 hrs, Volume= 0.021 af, Depth> 0.23" Runoff by SCS TR -20 method, UH =SCS, Weighted -CN, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -Year Rainfall= 2.57" Area (ac) CN Description 1.070 61 >75% Grass cover, Good, HSG C 0.060 98 Pavement /Roofs, HSG B 1.130 63 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft /ft) (ft /sec) (cfs) 7.9 Direct Entry, Subcatchment 16S: Post Developed Unattentuated Sheetflow Hydrograph 0.32 0.3 0.28 0.30 — i cfs T — — — Runoff=0.30 cfs 0.26-- - Ty e 1124_-'h r_ 0.24 0.22 -1_yelar- Rai nfa1112.5 77 0.2 fi fi t Rrun6"re&1.130 ac u 0.18 0 0.16 ff -RunoVoaorne-0.Q2"f LL 0.14 — — Runoff Depth�0.2p3" 0.12 0.1 1- T —1 —I — — I— rt — T� =7t.9 nx in 0.08 0.06-- _ 0.04 - 0.02 — — — 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff .SWTA our lady of angels Type 1124 -hr 1 -Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HydroCADO 10.00 s/n 08126 © 2013 HydroCAD Software Solutions LLC Page 9 Summary for Reach 13R: Combined Site Route Inflow Area = 2.000 ac, Inflow Depth > 0.13" for 1 -Year event Inflow = 0.30 cfs @ 12.03 hrs, Volume= 0.021 of Outflow = 0.30 cfs @ 12.04 hrs, Volume= 0.021 af, Atten= 0 %, Lag= 0.2 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Max. Velocity= 9.92 fps, Min. Travel Time= 0.1 min Avg. Velocity = 5.42 fps, Avg. Travel Time= 0.2 min Peak Storage= 2 cf @ 12.04 hrs Average Depth at Peak Storage= 0.04' Bank -Full Depth= 0.50' Flow Area= 5.0 sf, Capacity= 272.22 cfs 0.00' x 0.50' deep channel, n= 0.040 Side Slope Z- value= 20.07' Top Width= 20.00' Length= 50.0' Slope= 13.66007' Inlet Invert= 683.00', Outlet Invert= 0.00' f OLA our lady of angels Type 1124 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HydroCAD® 10.00 s/n 08126 © 2013 HydroCAD Software Solutions LLC Page 10 Reach 13R: Combined Site Route Hydrograph 0.32 0.3 I 0.30 cfs Inf�w Area=2.000 Inflow 1 — Outflow 0.28 0.26 -k- 4 —A -ac + 4 - r�f[O- r=_ X3-0 �fS 0.24 0.22 1 10u#fhv4=0.130 ds H 0.2 0.18 ��/(� - -� ���/ n p��,�,_n t " 'I" 7. IF��k) - DgptO=0.Q4. c 0.16 � 4 IYIQ � ��.7.� fS p U. 0.14 0.12 -0.040 fi rt fi 1 S= 113.6600 -/' 0 08 0.06 ! 4 Gaoacity=2-T2J22 ds 0.04 n no - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) A M our lady of angels Type 1124 -hr 1 -Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HydroCADO 10.00 s/n 08126 © 2013 HydroCAD Software Solutions LLC Page 11 Stage- Discharge for Reach 13R: Combined Site Route Elevation Velocity Discharge (feet) (ft/sec) (cfs) 683.00 0.00 0.00 683.01 4.01 0.01 683.02 6.37 0.05 683.03 8.34 0.15 683.04 10.11 0.32 683.05 11.73 0.59 683.06 13.25 0.95 683.07 14.68 1.44 683.08 16.05 2.05 683.09 17.36 2.81 683.10 18.62 3.72 683.11 19.84 4.80 683.12 21.03 6.06 683.13 22.18 7.50 683.14 23.30 9.13 683.15 24.40 10.98 683.16 25.47 13.04 683.17 26.52 15.33 683.18 27.55 17.85 683.19 28.56 20.62 683.20 29.56 23.65 683.21 30.53 26.93 683.22 31.50 30.49 683.23 32.44 34.32 683.24 33.38 38.45 683.25 34.30 42.87 683.26 35.21 47.60 683.27 36.10 52.64 683.28 36.99 58.00 683.29 37.86 63.69 683.30 38.73 69.71 683.31 39.59 76.08 683.32 40.43 82.81 683.33 41.27 89.89 683.34 42.10 97.34 683.35 42.92 105.16 683.36 43.74 113.36 683.37 44.54 121.96 683.38 45.34 130.95 683.39 46.13 140.34 683.40 46.92 150.14 683.41 47.70 160.36 683.42 48.47 171.00 683.43 49.24 182.07 683.44 50.00 193.59 683.45 50.75 205.54 683.46 51.50 217.95 683.47 52.24 230.81 683.48 52.98 244.14 683.49 53.72 257.94 683.50 54.44 272.22 OLA our lady of angels Type 1124 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HvdroCADO 10.00 s/n 08126 © 2013 HvdroCAD Software Solutions LLC Paae 12 Summary for Pond 11 P: Infiltration Pit #1 Inflow Area = 0.410 ac, Inflow Depth > 0.36" for 1 -Year event Inflow = 0.23 cfs @ 12.02 hrs, Volume= 0.012 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 777.50' @ 20.00 hrs Surf.Area= 900 sf Storage= 541 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 776.00' 1,800 cf Custom Stage Data (Prismatic)Listed below (Recalc) 4,500 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 776.00 900 0 0 781.00 900 4,500 4,500 Device Routing Invert Outlet Devices #1 Secondary 776.00' 5.300 in /hr Exfiltration over Surface area above 776.00' Conductivity to Groundwater Elevation = 0.00' Excluded Surface area = 900 sf #2 Primary 780.50' 30.0' long x 5.0' breadth Broad - Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 776.00' (Free Discharge) L2= Broad -crested Rectangular Weir( Controls 0.00 cfs) Secondary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 776.00' (Free Discharge) L1= Exfiltration ( Controls 0.00 cfs) OLA our lady of angels Type 1124 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HvdroCADO 10.00 s/n 08126 © 2013 HvdroCAD Software Solutions LLC Paae 13 Pond 11 P: Infiltration Pit #1 0.26 Hydrograph 0.25 0.24 0.23 0.22 - - 0.23 cfs Outflow Primary Fnflow-Area =0.41 "c- Scondary 0.21 0.2 - I - - I- - - �nft�W 0�3-6is- 0.19 0.17 1 -- - 1 -1 -- I-- Outfi� 0�Oeis 0.15 0.14 -+ -- I I I I �Prfmniy�0�0�is_ 3 0.13 c 0.12 u -S�oivd 0. 0-C 0.11 0.1 �- -�- -� - tecik �fe�7�7A0- 0.09 0.0.07 08 1 1 1 S#oH�a&=_54t 6U 0.06 0.05 1- �--��I -- --1-II 0.04 0.03 0.02 - - - - — — 0.00 cfs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) A M our lady of angels Type 1124 -hr 1 -Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HydroCADO 10.00 s/n 08126 © 2013 HydroCAD Software Solutions LLC Page 14 Stage- Discharge for Pond 11 P: Infiltration Pit #1 Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) 776.00 0.00 0.00 0.00 776.05 0.00 0.00 0.00 776.10 0.00 0.00 0.00 776.15 0.00 0.00 0.00 776.20 0.00 0.00 0.00 776.25 0.00 0.00 0.00 776.30 0.00 0.00 0.00 776.35 0.00 0.00 0.00 776.40 0.00 0.00 0.00 776.45 0.00 0.00 0.00 776.50 0.00 0.00 0.00 776.55 0.00 0.00 0.00 776.60 0.00 0.00 0.00 776.65 0.00 0.00 0.00 776.70 0.00 0.00 0.00 776.75 0.00 0.00 0.00 776.80 0.00 0.00 0.00 776.85 0.00 0.00 0.00 776.90 0.00 0.00 0.00 776.95 0.00 0.00 0.00 777.00 0.00 0.00 0.00 777.05 0.00 0.00 0.00 777.10 0.00 0.00 0.00 777.15 0.00 0.00 0.00 777.20 0.00 0.00 0.00 777.25 0.00 0.00 0.00 777.30 0.00 0.00 0.00 777.35 0.00 0.00 0.00 777.40 0.00 0.00 0.00 777.45 0.00 0.00 0.00 777.50 0.00 0.00 0.00 777.55 0.00 0.00 0.00 777.60 0.00 0.00 0.00 777.65 0.00 0.00 0.00 777.70 0.00 0.00 0.00 777.75 0.00 0.00 0.00 777.80 0.00 0.00 0.00 777.85 0.00 0.00 0.00 777.90 0.00 0.00 0.00 777.95 0.00 0.00 0.00 778.00 0.00 0.00 0.00 778.05 0.00 0.00 0.00 778.10 0.00 0.00 0.00 778.15 0.00 0.00 0.00 778.20 0.00 0.00 0.00 778.25 0.00 0.00 0.00 778.30 0.00 0.00 0.00 778.35 0.00 0.00 0.00 778.40 0.00 0.00 0.00 778.45 0.00 0.00 0.00 778.50 0.00 0.00 0.00 778.55 0.00 0.00 0.00 Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) 778.60 0.00 0.00 0.00 778.65 0.00 0.00 0.00 778.70 0.00 0.00 0.00 778.75 0.00 0.00 0.00 778.80 0.00 0.00 0.00 778.85 0.00 0.00 0.00 778.90 0.00 0.00 0.00 778.95 0.00 0.00 0.00 779.00 0.00 0.00 0.00 779.05 0.00 0.00 0.00 779.10 0.00 0.00 0.00 779.15 0.00 0.00 0.00 779.20 0.00 0.00 0.00 779.25 0.00 0.00 0.00 779.30 0.00 0.00 0.00 779.35 0.00 0.00 0.00 779.40 0.00 0.00 0.00 779.45 0.00 0.00 0.00 779.50 0.00 0.00 0.00 779.55 0.00 0.00 0.00 779.60 0.00 0.00 0.00 779.65 0.00 0.00 0.00 779.70 0.00 0.00 0.00 779.75 0.00 0.00 0.00 779.80 0.00 0.00 0.00 779.85 0.00 0.00 0.00 779.90 0.00 0.00 0.00 779.95 0.00 0.00 0.00 780.00 0.00 0.00 0.00 780.05 0.00 0.00 0.00 780.10 0.00 0.00 0.00 780.15 0.00 0.00 0.00 780.20 0.00 0.00 0.00 780.25 0.00 0.00 0.00 780.30 0.00 0.00 0.00 780.35 0.00 0.00 0.00 780.40 0.00 0.00 0.00 780.45 0.00 0.00 0.00 780.50 0.00 0.00 0.00 780.55 0.78 0.78 0.00 780.60 2.22 2.22 0.00 780.65 4.08 4.08 0.00 780.70 6.28 6.28 0.00 780.75 8.92 8.92 0.00 780.80 11.93 11.93 0.00 780.85 15.28 15.28 0.00 780.90 18.97 18.97 0.00 780.95 23.09 23.09 0.00 781.00 27.58 27.58 0.00 OLA our lady of angels Type 1124 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HvdroCADO 10.00 s/n 08126 © 2013 HvdroCAD Software Solutions LLC Paae 15 Summary for Pond 12P: Infiltration Pit #2 Inflow Area = 0.190 ac, Inflow Depth > 0.96" for 1 -Year event Inflow = 0.33 cfs @ 12.00 hrs, Volume= 0.015 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 770.75' @ 20.00 hrs Surf.Area= 600 sf Storage= 660 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 768.00' 1,200 cf Custom Stage Data (Prismatic)Listed below (Recalc) 3,000 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 768.00 600 0 0 773.00 600 3,000 3,000 Device Routing Invert Outlet Devices #1 Secondary 768.00' 3.700 in /hr Exfiltration over Surface area above 768.00' Conductivity to Groundwater Elevation = 0.00' Excluded Surface area = 600 sf #2 Primary 772.00' 10.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 768.00' (Free Discharge) L2= Broad -Crested Rectangular Weir( Controls 0.00 cfs) Secondary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 768.00' (Free Discharge) L1= Exfiltration ( Controls 0.00 cfs) OLA our lady of angels Type 1124 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HvdroCADO 10.00 s/n 08126 © 2013 HvdroCAD Software Solutions LLC Paae 16 a ry Pond 12P: Infiltration Pit #2 Hydrograph 0.36 0.34 0.32 - —4 0.33 cfs I I Ilafl Ar- lea =0.1�0_ac- 0.28 -_ow �nff�w 0.3 cis 0.26 0.24 L I _L 1 I_ LOt tf[�W1O �0 -cis Oo2 1 '- -P rfrn ry =0.�0 -C - 0 0.18 � 0.16 1- — — — I I I cohdCry -*0A0�t� 0.14 + 4 1 Peak Elev=" 0.12 0.1 -I- 4 �` �+ StOfa& =6s0- 6U 0.08 0.06 1 LLIA -1 0.04 — T _T F T T 0.00 cfs 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) a ry A M our lady of angels Type 1124 -hr 1 -Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HydroCADO 10.00 s/n 08126 © 2013 HydroCAD Software Solutions LLC Page 17 Stage- Discharge for Pond 12P: Infiltration Pit #2 Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) 768.00 0.00 0.00 0.00 768.05 0.00 0.00 0.00 768.10 0.00 0.00 0.00 768.15 0.00 0.00 0.00 768.20 0.00 0.00 0.00 768.25 0.00 0.00 0.00 768.30 0.00 0.00 0.00 768.35 0.00 0.00 0.00 768.40 0.00 0.00 0.00 768.45 0.00 0.00 0.00 768.50 0.00 0.00 0.00 768.55 0.00 0.00 0.00 768.60 0.00 0.00 0.00 768.65 0.00 0.00 0.00 768.70 0.00 0.00 0.00 768.75 0.00 0.00 0.00 768.80 0.00 0.00 0.00 768.85 0.00 0.00 0.00 768.90 0.00 0.00 0.00 768.95 0.00 0.00 0.00 769.00 0.00 0.00 0.00 769.05 0.00 0.00 0.00 769.10 0.00 0.00 0.00 769.15 0.00 0.00 0.00 769.20 0.00 0.00 0.00 769.25 0.00 0.00 0.00 769.30 0.00 0.00 0.00 769.35 0.00 0.00 0.00 769.40 0.00 0.00 0.00 769.45 0.00 0.00 0.00 769.50 0.00 0.00 0.00 769.55 0.00 0.00 0.00 769.60 0.00 0.00 0.00 769.65 0.00 0.00 0.00 769.70 0.00 0.00 0.00 769.75 0.00 0.00 0.00 769.80 0.00 0.00 0.00 769.85 0.00 0.00 0.00 769.90 0.00 0.00 0.00 769.95 0.00 0.00 0.00 770.00 0.00 0.00 0.00 770.05 0.00 0.00 0.00 770.10 0.00 0.00 0.00 770.15 0.00 0.00 0.00 770.20 0.00 0.00 0.00 770.25 0.00 0.00 0.00 770.30 0.00 0.00 0.00 770.35 0.00 0.00 0.00 770.40 0.00 0.00 0.00 770.45 0.00 0.00 0.00 770.50 0.00 0.00 0.00 770.55 0.00 0.00 0.00 Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) 770.60 0.00 0.00 0.00 770.65 0.00 0.00 0.00 770.70 0.00 0.00 0.00 770.75 0.00 0.00 0.00 770.80 0.00 0.00 0.00 770.85 0.00 0.00 0.00 770.90 0.00 0.00 0.00 770.95 0.00 0.00 0.00 771.00 0.00 0.00 0.00 771.05 0.00 0.00 0.00 771.10 0.00 0.00 0.00 771.15 0.00 0.00 0.00 771.20 0.00 0.00 0.00 771.25 0.00 0.00 0.00 771.30 0.00 0.00 0.00 771.35 0.00 0.00 0.00 771.40 0.00 0.00 0.00 771.45 0.00 0.00 0.00 771.50 0.00 0.00 0.00 771.55 0.00 0.00 0.00 771.60 0.00 0.00 0.00 771.65 0.00 0.00 0.00 771.70 0.00 0.00 0.00 771.75 0.00 0.00 0.00 771.80 0.00 0.00 0.00 771.85 0.00 0.00 0.00 771.90 0.00 0.00 0.00 771.95 0.00 0.00 0.00 772.00 0.00 0.00 0.00 772.05 0.28 0.28 0.00 772.10 0.79 0.79 0.00 772.15 1.45 1.45 0.00 772.20 2.23 2.23 0.00 772.25 3.13 3.13 0.00 772.30 4.15 4.15 0.00 772.35 5.26 5.26 0.00 772.40 6.48 6.48 0.00 772.45 7.83 7.83 0.00 772.50 9.30 9.30 0.00 772.55 10.87 10.87 0.00 772.60 12.55 12.55 0.00 772.65 14.14 14.14 0.00 772.70 15.78 15.78 0.00 772.75 17.49 17.49 0.00 772.80 19.25 19.25 0.00 772.85 21.06 21.06 0.00 772.90 22.92 22.92 0.00 772.95 24.84 24.84 0.00 773.00 26.80 26.80 0.00 t our lady of angels Type 1124 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HydroCADO 10.00 s/n 08126 © 2013 HydroCAD Software Solutions LLC Page 18 Summary for Pond 13P: Infiltration Pit #3 1/2 Average Measured Infiltration Rate Inflow Area = 0.270 ac, Inflow Depth > 0.80" for 1 -Year event Inflow = 0.39 cfs @ 12.00 hrs, Volume= 0.018 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 773.45' @ 20.00 hrs Surf.Area= 800 sf Storage= 784 cf Plug -Flow detention time= (not calculated: initial storage exceeds outflow) Center -of -Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 771.00' 1,600 cf Custom Stage Data (Prismatic)Listed below (Recalc) 4,000 cf Overall x 40.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 771.00 800 0 0 776.00 800 4,000 4,000 Device Routing Invert Outlet Devices #1 Secondary 771.00' 4.000 in /hr Exfiltration over Surface area above 771.00' Conductivity to Groundwater Elevation = 0.00' Excluded Surface area = 800 sf #2 Primary 775.50' 10.0' long x 10.0' 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) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 771.00' (Free Discharge) L2= Broad -crested Rectangular Weir( Controls 0.00 cfs) Secondary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 771.00' (Free Discharge) L1= Exfiltration ( Controls 0.00 cfs) OLA our lady of angels Type 1124 -hr 1- Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HvdroCADO 10.00 s/n 08126 © 2013 HvdroCAD Software Solutions LLC Paae 19 Pond 13P: Infiltration Pit #3 Hydrograph 0.42 0.4 - - - — — 0.39 cfs — — Inflow — outflow 0.38 _I Inflow Area "c — Primary — Secondary 0.36 =0.2- 0.32 -I- -I -f I- fift�w= 0.�9�is 0.3 Z8 1 - _t -1 1 - 0Utf[�W =0 0-cis- 0.26 0.24 1- rt II 1— rt � r 0 0 C 2 0.22 c 0.2 U. �'+ �J co C1 0. 0 c � 0.18 0.16 I— I — �j — 1 1 PeA LIev67134r 0.14 0.12 — 1 1 i— S#o�ag- 6=784 -il:U 0.1 0.08 0.06 0.04 - 0.00 cfs 0 - - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) A M our lady of angels Type 1124 -hr 1 -Year Rainfall= 2.57" Prepared by Hewlett- Packard Company Printed 10/7/2014 HydroCADO 10.00 s/n 08126 © 2013 HydroCAD Software Solutions LLC Page 20 Stage- Discharge for Pond 13P: Infiltration Pit #3 Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) 771.00 0.00 0.00 0.00 771.05 0.00 0.00 0.00 771.10 0.00 0.00 0.00 771.15 0.00 0.00 0.00 771.20 0.00 0.00 0.00 771.25 0.00 0.00 0.00 771.30 0.00 0.00 0.00 771.35 0.00 0.00 0.00 771.40 0.00 0.00 0.00 771.45 0.00 0.00 0.00 771.50 0.00 0.00 0.00 771.55 0.00 0.00 0.00 771.60 0.00 0.00 0.00 771.65 0.00 0.00 0.00 771.70 0.00 0.00 0.00 771.75 0.00 0.00 0.00 771.80 0.00 0.00 0.00 771.85 0.00 0.00 0.00 771.90 0.00 0.00 0.00 771.95 0.00 0.00 0.00 772.00 0.00 0.00 0.00 772.05 0.00 0.00 0.00 772.10 0.00 0.00 0.00 772.15 0.00 0.00 0.00 772.20 0.00 0.00 0.00 772.25 0.00 0.00 0.00 772.30 0.00 0.00 0.00 772.35 0.00 0.00 0.00 772.40 0.00 0.00 0.00 772.45 0.00 0.00 0.00 772.50 0.00 0.00 0.00 772.55 0.00 0.00 0.00 772.60 0.00 0.00 0.00 772.65 0.00 0.00 0.00 772.70 0.00 0.00 0.00 772.75 0.00 0.00 0.00 772.80 0.00 0.00 0.00 772.85 0.00 0.00 0.00 772.90 0.00 0.00 0.00 772.95 0.00 0.00 0.00 773.00 0.00 0.00 0.00 773.05 0.00 0.00 0.00 773.10 0.00 0.00 0.00 773.15 0.00 0.00 0.00 773.20 0.00 0.00 0.00 773.25 0.00 0.00 0.00 773.30 0.00 0.00 0.00 773.35 0.00 0.00 0.00 773.40 0.00 0.00 0.00 773.45 0.00 0.00 0.00 773.50 0.00 0.00 0.00 773.55 0.00 0.00 0.00 Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) 773.60 0.00 0.00 0.00 773.65 0.00 0.00 0.00 773.70 0.00 0.00 0.00 773.75 0.00 0.00 0.00 773.80 0.00 0.00 0.00 773.85 0.00 0.00 0.00 773.90 0.00 0.00 0.00 773.95 0.00 0.00 0.00 774.00 0.00 0.00 0.00 774.05 0.00 0.00 0.00 774.10 0.00 0.00 0.00 774.15 0.00 0.00 0.00 774.20 0.00 0.00 0.00 774.25 0.00 0.00 0.00 774.30 0.00 0.00 0.00 774.35 0.00 0.00 0.00 774.40 0.00 0.00 0.00 774.45 0.00 0.00 0.00 774.50 0.00 0.00 0.00 774.55 0.00 0.00 0.00 774.60 0.00 0.00 0.00 774.65 0.00 0.00 0.00 774.70 0.00 0.00 0.00 774.75 0.00 0.00 0.00 774.80 0.00 0.00 0.00 774.85 0.00 0.00 0.00 774.90 0.00 0.00 0.00 774.95 0.00 0.00 0.00 775.00 0.00 0.00 0.00 775.05 0.00 0.00 0.00 775.10 0.00 0.00 0.00 775.15 0.00 0.00 0.00 775.20 0.00 0.00 0.00 775.25 0.00 0.00 0.00 775.30 0.00 0.00 0.00 775.35 0.00 0.00 0.00 775.40 0.00 0.00 0.00 775.45 0.00 0.00 0.00 775.50 0.00 0.00 0.00 775.55 0.28 0.28 0.00 775.60 0.79 0.79 0.00 775.65 1.45 1.45 0.00 775.70 2.23 2.23 0.00 775.75 3.13 3.13 0.00 775.80 4.15 4.15 0.00 775.85 5.26 5.26 0.00 775.90 6.48 6.48 0.00 775.95 7.83 7.83 0.00 776.00 9.30 9.30 0.00 Virginia Runoff Reduction Method Worksheet `Ili1r+r "wale Virginia Runoff Reduction Method ReDevelopment Worksheet-v2.8-June 2014 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 1.62 0.00 0.00 1.62 81.00 Impervious(acres) 0.00 0.38 0.00 0.00 0.38 19.00 2.00 100.00 Site Rv 0.34 Post Development Treatment Volume(ft3) 2487 Post Development TP Load(Ib/yr) _ 1.56 Post Development TN Load(Ib/yr) 11.18 Total TP Load Reduction Required(Ib/yr) 0.67 Total Runoff Volume Reduction(ft3) 956 Total TP Load Reduction Achieved(Ib/yr) 1 Total TN Load Reduction Achieved(Ib/yr) 4.55 Adjusted Post Development TP Load(lb/yr) 0.87 Remaining Phosphorous Load Reduction(Lb/yr)Required 0.00 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) 0.33 0.08 0.14 0.00 0.00 Q.55 Impervious(acres) 0.08 0.11 0.13 0.00- 0.00 0.32 0.87 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) 0.23 0.25 0.22 0.00 0.00 0.70 - TN Load Red.(Ib/yr) 1.33 1.80 1.42 0.00 0.00 4.55 Summary Print Virginia Runoff Reduction Method Worksheet *Row ''t4utotr 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 0.00 0.00 0.33 0.33 80.49 Impervious(acres) 0.00_ 0.00 0.00 0.08 0.08 19.51 0.41 BMP Selections Practice Credit Area(acres) Downstream Practice 7.a.Infiltration#1(Spec#8) Impervious: 0.08 None Turf(Pervious): 0.33 Total Impervious Cover Treated(acres) 0.08 Total Turf Area Treated(acres) 0.33 Total TP Load Reduction Achieved in D.A.A(Ib/yr) 0.23 Total TN Load Reduction Achieved in D.A.A(Ib/yr) 1.33 Summary Print Virginia Runoff Reduction Method Worksheet 1r. 0 Drainage Area B 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 42.11 Impervious(acres) 0.00 0.11_ 0.00 0.00 0.11 57.89 0.19 BMP Selections Practice Credit Area(acres) Downstream Practice 7.b.Infiltration#2(Spec#8) Impervious: 0.11 Turf(Pervious): 0.08 Total Impervious Cover Treated(acres) 0.11 Total Turf Area Treated(acres) 0.08 Total TP Load Reduction Achieved in D.A.A(Ib/yr) 0.25 Total TN Load Reduction Achieved in D.A.A(Ib/yr) 1.80 Summary Print Virginia Runoff Reduction Method Worksheet *lore Numi Drainage Area C 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 0.14 0.00 0.00 0.14 51.85 Impervious(acres) 0.00_ 0.13 0.00 0.00 0.13 48.15 0.27 BMP Selections Practice Credit Area(acres) Downstream Practice 7.a.Infiltration#1(Spec#8) Impervious: 0.13 Turf(Pervious): 0.14 Total Impervious Cover Treated(acres) 0.13 Total Turf Area Treated(acres) 0.14 Total TP Load Reduction Achieved in D.A.A(Ib/yr) 0.22 Total TN Load Reduction Achieved in D.A.A(Ib/yr) 1.42 • Summary Print Virginia Runoff Reduction Method Worksheet rye w Channel and Flood Protection Weighted CN 1-year 2-year storm 10-year storm Adjusted CN storm Adjusted Adjusted CN CN Target Rainfall Event(in) 3.00 3.60 5.50 D.A.A CN 84 81 81 82 D.A.B CN 82 72 74 76 D.A.C CN 79 74 75 76 D.A.D CN 0 #N/A #N/A #N/A D.A.E CN 0 #N/A #N/A #N/A Summary Print