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WPO201900053 Calculations 2019-10-25
PROJECT MANAGEMENT SHIMCIVIL ENGINEERING LAND PLANNING FNGI N EERI NGa October 25, 2019 o 7 M. SKIMP Engineering Review No 4 I83 Department of Community Development 1012, {' r 401 McIntire Road Charlottesville, VA 22902,#i,` V,I& g, 41,AF Regarding: WPO 201900053 Eco Village VSMP — SWM Calculation Packet Dear Reviewer, Enclosed is the stormwater calculation packet for Eco Village. The development property has an area of 6.53 acres, the development has a disturbance area of 5.90 acres. The project is a private redevelopment of a site. The proposed stormwater design water quality requirements set forth in 9VAC25-870-65 and water quantity requirements set forth in 9VAC25-870-66-B(4) and 9VAC25-870-66-C(3) (hereafter the 1 % rule" for erosion and flood protection analysis) This site is designed to include full onsite nutrient treatment per the Type IIB VRRM requirements. All concentrated runoff from the site is conveyed into Meadow Creek to meet the 1 % rule. SWM Quality 9VAC25-870-65 requires that the total phosphorous (TP) nutrient load created by the site development be treated in accordance with the VRRM Redevelopment Spreadsheet reduction requirements. To achieve nutrient treatment, several onsite BMPs will be utilized. These BMPs are sized per VRRM. Onsite BMPs include: (38) Level 1 Mico-bioretention facilities (Rain Gardens), (2) Level 2 Bioretention Basins (Biofilters), and (1) Manufactured Treatment Device BMP (ADS Bayfilter & Isolator Row). The required TP reduction is 3.46 Ibs/yr. These BMP's provide a TP treatment of 3.66 Ibs/yr. This meets the nutrient treatment requirement. As part of the site water quality requirements, 1.26 acres of the development's open space shall be dedicated as VRRM compliant SWM Forest/Open Space held in perpetuity in a vegetated state. This packet shows the BMP design calculations and the VRRM spreadsheet results. SWM Quantity 9VAC25-870-66-B(4) and 9VAC25-870-66-C(3) require that concentrated runoff from developments be analysed for compliance with channel protection and flood protection requirements until the point where the contributing drainage area is less than or equal to 1 % of the channel's total drainage area. To satisfy this requirement, all concentrated runoff from the site will be conveyed through the proposed new storm sewer system to the discharge point at Meadow Creek. At the point of discharge, Meadow Creek has a total drainage area exceeding 3,620 acres. The Eco Village site is 6.53 acres, and thus constitutes less than 0.2% of that drainage area. This packet demonstrates the adequacy of the proposed system to that point. Per Approval of SP201800016, the storm sewer and BMP's for this site must be adequate to manage the 25-year storm without downstream flooding. As such, the storm sewer calculations (LD 229) and the BMP hydraulic analysis (HydroCAD) include the 25-year runoff. The systems have been designed to this standard. If you have any questions about this calculation packet please do not hesitate to contact me at: keane(�shimp-enqineerinq.com or by phone at 434-299-9843. Keane Rucker, EIT Shimp Engineering, PC Contents: Water Quality Calculations: Pre-Dev VRRM Land Cover Map Post-Dev VRRM Land Cover Map BMP Drainage Map VRRM Redevelopment Spreadsheet BMP Design Spreadsheets Manufactured Treatment Device Details Water Quantity Calculations: 1 % Rule Compliance Map Pre-Dev Inlet Drainage Map Post-Dev Inlet Drainage Map VDOT LD-204 Inlet Capacity VDOT LD-229 Storm Drain Capacity PostDev HydroCAD Calculations ESCP Calculations: Sediment Basin Design Spreadsheet Sediment Basin Design Nomographs Riser Buoyancy Calculations Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report Water Quality Calculations: Pre-Dev VRRM Land Cover Map Post-Dev VRRM Land Cover Map BMP Drainage Map VRRM Redevelopment Spreadsheet BMP Design Spreadsheets Manufactured Treatment Device Details 16 HSG B/D slim 47D HSG A 47D HSG A ° ° o o HSG A TURF O _ \•\• o TURF •°—i HSG B , O — TURF ' HS .� •� G) soot f 0 ( 7 i raft'**, ° H A STATE ROUTE 631 RIO ROAD EAST ECO VILLAGE PREDEV VRRM MAP PROPERTY AREA: 6.53 AC WOODS AREA: 4.31 AC HSG A: 3.24 HSG B: 1.07 AC TURF AREA: 1.74 AC HSG A: 1.12 HSG B: 0.62 IMPERVIOUS AREA: 0.48 AC HSG A: 0.36 AC HSG b: U.12 AC �V� 16 HSG B/D SHED 47D HSG A TURF TURF 47D HSG A 70 7 RF If TURF o ° O 1 / HSG B° HS ° TURF low00 TURF ATE ROUTE 631 RIO ROAD EAST ECO VILLAGE POSTDEV VRRM ►yi /_1 PROPERTY AREA: 6.53 AC WOODS AREA: 1.26 AC HSG A: 1.26 HSG i : 0 AC TURF AREA: 3.00 AC HSG A: 1.81 HSG B: 1.19 IMPERVIOUS AREA: 2.27 AC HSG A: 1.65 AC HSG B: 0.62 AC I� W ECO VILLAGE BMP DRAINAGE MAP DA A: LEVEL 1 RAIN GARDENS ALONG PERIMETEF 0.84 AC TOTAL (0.36 AC TURF, 0.48 AC IMP) TV = 1893 CF. 23 RAIN GARDENS PROVIDED. TYP. TV PER GARDEN = 83 CF DAB: LEVEL 1 RAIN GARDENS INTERIOR AREA. 0.76 AC TOTAL (0.39 AC TURF, 0.37 AC IMP) ' TV = 1508 CF. 15 RAIN GARDENS PROVIDED. TYP. TV PER GARDEN = 101 CF DA C: LEVEL 2 BIOFILTRATION BASINS. 1.00 AC TOTAL (0.77 AC TURF, 0.23 AC IMP) TV = 1327 CF. 2 BIOFILTERS PROVIDED. TO BIOFILTER Cl: 0.76 AC TOTAL (0.55 AC r TURF, 0.21 AC IMP) TV = 1105 CF TO BIOFILTER C2: 0.24 AC TOTAL (0.21 AC TURF, 0.03 AC IMP) TV = 225 CF _- / - DA D: ADS BAYFILTER W. STORMTECH CHAMBERS @ 70% TP REMOVAL. 0.79 AC TOTAL (0.15 AC TURF, 0.64 AC IMP) TV = 2289 CF FROM DA D. BMP ------ ' MUST ALSO TREAT REMAINING RV FROM BMPS A-C: 2306 CF. DESIGN TV = 4595 CF DA E - AREA NOT TREATED I 0.47 AC TOTAL. (0.14 AC / TURF, 0.33 AC IMP) NO TV. I \ 1 4fa 0- Aft WTI 0_ f4,F �% ►_ /fir ���,/, wo 631 Project Na': ECO VILLAGE Date: 9/18/2019 Linear Development Project? No Information -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 5.90 IPre-ReDevelopment Land Cover (acres) ■ 1 I Post -Development Land Cover (acres) A Soils I BSoils CSoils DSoils Totals ��--® Area Check ® data input cells onstant values calculation cells ...Check: BMP Design Specifications List: 2013 Draft Stds & Specs Linearproject? No Land cover areas entered correctly? Total disturbed area entered? ./ - roresvrrpen spare areas muse oe Pmrecrea nstants rn acro.m wan me errgmro rtunop rteaurnor rwerroo Runoff Coefficients (Rv) lua l RamN ll(mches) 1 Volls BSoils DSoils ;et Rainfall Eyent(inches) 1.00 Lmst/Open Space 0.02 0.03 MO; 0.05 al Phosphorus (TP) fMC (mg/L) 0.26 Managed Turf 0.15 0.20 0.25 al Nitrogen(TN) EMC(mg/L) 1.86 Impervious Cover 0.95 0.95 0.95 Land Cover Summary -Pre Lord Cover Summary -Post (Firm Post ReDev.&New Impervious Fores1/0'acrep)Ce Cover 1.26 Weighted Rv(fi.00t) 0.02 %Forest 19% M... g; cT. fCover 3.00 Weighted R,(Wf) 0.17 %Managed Turf 46% Impervious Co (acres) 2.27 Rv(impmms) 0.95 %Impervious 35% Final site Area (acres) 6.53 Final Post Dev Site Rv 0.41 Final Post -Development Pre-ReDevelopment Listed Adjusted` Forest/Open Space C.-(acres) 4.31 2.52 Weighted Rv(forest) 0.02 0.02 %Forest 66% 53% Managed Turf Cover (acres) 1.74 1.74 Weighted Rv(turf) 0.17 0.17 %Managed Turf 27% 37% mpe,ms C.-(acres) 0.48 0.48 Rv(impe ms) 0.95 0.95 %Impervious 7% 10% Total site Area (acres) 6.53 4.14 Site Rv 0.13 0.17 Treatment Volume and Nutrient Load Pre-ReDevelopment Treatment Volume (scre-ft) 0.0704 0.0670 Treatment Volume 0.2243 (a-ft) Final Port-Developmen Treatment Volume9,769 Pre-ReDevelopment Treatment Volume (cubic feet) 3,067 2,919 (cubic feet) Final Post- Pre-ReDevelopment TP Load 1.93 1.83 Development TP Load 6.14 (Ib/yr) (lb/yr) Final Post -Development TP Loatlp lope 0.94 (Ib/acre/yr) Pre-ReDevelopment TP Load per acre (Ib/acre/N) 0.30 0.39 Basel l ne TP Load (lb/yr) (0.4116s/acre/yrapplied to pre -re development ar excluding pervious 1.94 land proposed for new impervious cover) Idjusted Lord Cover Summary: x ReDevelopment Ipnd rover minus pervious land cover (forest/ Per space or managed 'rf) acreage proposed for new impervious cover. Ijusted WWI acreage is consistent with Post-ReDevelopment Pcrepge(minu, acreage of .w impervious cover). rlumn (shows load reduction requrlementfornew impervious cover(bosed on new -lopment lord limit, 0.41 Ibs/acre/year). Land Cover Summary -Post Post-ReDevelopment Foresl/Open SP)'m Cover (acres) 1.26 Weighted Rv(forest) 0.02 %Forest 27% Managed Turf Cover (acres) 3.00 Weighted Rv(turf) 0.17 %Managed Turf 63% ReDev. Impervious Cover(acres) 0.48 Rv(impervious) 0.95 %Impervious 10% Total ReDev. She Area (acres) 4.74 ReDev She W 0.21 Treatment Volume and Nutrient Load TP Load Reduction Required (lb/yr) 1 3.46 Post-ReDevelopment Treatment Volume 0.0826 (acre.ft) POst-ReDev.( .nt Treatment Volume 3,596 (cubic feet) Post-ReDevelopment Load (TP) 2.26 (lb/yr)' Post-Re0evelopmen[TP Loatl per acre (Ib/arre/yr) Marc. ReduRion Required leelow Pre- Repevelopmen[batl) toss Post -Development New Impervious New Impervious Cover 179 (acres) Rv(impervious) 1 0.95 Post -Development Treatment Volume 7 (acre-h) Port -Development Treatment Volume(cubw 6,173 feet) Post -Development TP Loatl (lb/yr) 3.88 TP Load Reduction Required for 0.32 Redeveloped Area (lb/yr) TP Load Reduction Required for New 3.14 Impervious Area (Ib/yr) • Reduction below new development load limitation nor required E..V a VRRM Rs-6P,aada Drainage Area A 1-- Total Phosphorus Available for Removal in D.A. A(Ib/yr) 1.19 Post Development Treat ment Volume in O.A. A IN') 1 1,893 Stormwater Best Management Practices (RR = Runoff Reduction) -Selett kom dropdawn lists-- Practice RunoH Reduction Cred t (%) Managed Turf Credit Area (acres) Impervious Co —Credit Area (acres) Volumefram Runoff Upstream Practice (ft3) Reduttion (k3) Remaining Runoff Volume (k3) Total BMP Treatment Volume (ft3) Phosphoms Removal Efficiency (%) Phosphorus Load Ulm,- from Upstream Phosphorus Load Practices (Ib) to Pactice (Ib) Phosphorus Removed By Practice (Ib) Remaining Phosphorus Load (Ib) Downstream Practice to be Employed .a. Vegetated Roof 41(Spsc Is) 1.b. Vegetated Poof a211p 11) 2. Rooftop Di—nn an (RR) .. • • .. .. • ' ®IIIIIIIIII�00000®®®®� ®I IIIII I I II�0000®®®®®� �I IIIII I III�0000®®®®®� ©I IIIII I III�0000®®®®®� �I IIIII I III�0000�®®®®� 01IIIII I III�00000®®®®� • ©IIIIIIIIII�0000®®®®®� 4. Grass Channel (RR) 6. B ioretention (RR) . Infiltration IRRI 8. Ev nded Detention Pond (RR) 9. 5heetf— to Filter/Open Space (RR) TOTALIMPERVIOUS COVER TREATED (ac) 0.48 AREACHECK: OR. TOTAL MANAGED TURF AREA TREATED (ac) 0.36 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. A (ft3)1 757 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A.AQb/yr) 1.19 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/yr) 0.65 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. A Qb/yr) 0.54 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS TOTAL IMPERVIOUS COVER TREATED (ac) 0.48 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.36 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE Bb/yr) 3.46 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A Bb/10 1.19 TOTALPHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A Qb/yr) 0.3J TOTAL PHOSPHORUS REMOVED WITH RU NOFF REDUCTION PRACTICES IN D.A. A(Ib/yr) 0.65 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A.AQb/yr) 1.03 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. A(Ib/yr) 0.16 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A.AQb/yr) 5.44 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A.Apb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. A(Ib/yr) 5.44 MR OIIIIIIIIIII®®® OIIIIIIIIIII®®® TOTAL RUNOFF REDUCTION IN D.A. A III) ]5] NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/yr) 5.4/ SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Infc_.fion Only) E�Y����a9ayRRNRapau�r,ada�t Drainage Area B Stnrmwatnr Rnct Manavmmpnt Prartirwc IRR c RUnnff Rnrlsurtinnl Total Phosphorus Available for Removal in D.A. a (Ib/yr) 0.95 Post Development Treatment Volume in D.A. 0(ft3) 1,508 Runoff Managetl Impervious Volumefrom Runoff Remaining TotlIBMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction Turt Cretlk Cover Credit Upstream Retluction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Cretlk(%) Area (acres) Area (acres) Practice(ft') (H') Volume(ft') Vol-(k') Efficiency(%( Upstream Load to practice Qb) Load lib) Employed Practices (Ib) Pra K.(Ib) .a. a -wd Roof #1 (Spec iS) 45 0 0 0 0 0.00 0.00 0.00 1.b. Vegetated Roof #2 (5pec #5) 60 0 0 0 0 0.00 0.00 0.00 2. Rooftop Disconnection (RR) .. 3. Permeable Pavement (RR) �IIIIIIIIII_IIIIIIIII���®IIIIIIIII®®®- 14. Grass Channel Inn) S.a.Ory Swale pl (Spec p10) 40 0 0 0 0 20 0.00 0.00 0.00 0.00 S.b. Dry Swale#1(Spec#10) 60 0 0 0 0 40 0.00 0.00 0.00 0.00 6. Bi ian (RR) 7. nfiltr -. (RR) Extended Detention 8. Pond (RR) 9. SheetOpw to Filter/Open Space (RR) TOTAL IMPERVIOUS COVER TREATED(.[) 0.37 AREA CHECK: OK. TOTALTURF AREA TREATED(.[) 0.39 AflEA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. B (k') 603 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B(Ib/yr) 0.95 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (Ib/yr) 0.52 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. B(lb/yr) 0.43 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS TOTAL IMPERVIOUS COVER TREATED AREA CH ECK: OR. TOTAL MANAGED TURF AREA TREATED(ac) 0.39 AREACHECK:OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(lb/yr) 3.46 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B(Ib/yr) 0.95 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (Ib/yr) 0.30 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (Ib/yr) 0.52 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVEDIN D.A. B(Ib/yr) 0.82 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. B (Ib/yr) 0.13 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 4.33 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. B (Ib/yr) 4.33 MEM L. Vegetated Roof �IIIIIIIIIII®®® (RR) �IIIIIIIIIII®®® TOTAL RUNOFF REDUCTION IN D.A. B (ft) 603 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (Ib/yr) 4.33 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only) 10. Wet Swale (C.-I Plain) In. RR) 11. Filtering Practices Ino RR) M®®=M M®®=M 12. Construced W etland (no RR) 13. Wet Ponds Ino RR) M®®=M M®®=M M®®=M 14. Manufactured BMP Ino RRI E�Y����a9aYRRNRaDau�r,ada�t Drainage Area C Stnrmwatnr Rnct Manavmmpnt Prartirnc IRR c RUnnff RPrlssrtinnl Thal Phosphorus Available for Removal in D.A. C(lb/yr) 0.83 Post Development Treatment Volume in D.A. C (ft?)l 1,327 Runoff Managetl Impervious Volumefrom Runoff Remaining TotlIBMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction TurtCretlk CoverCreditacres, Upstream Retluction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Cretlk(%) Area (acres) Area (acres) Practice(H') (H') Volume(ft') Vol-(H') ERicienty(%) Upstream Loadto prectim(lb) Load (Ib) Employed Practices (Ib) PraRice (Ib) .a. a -wd Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 1.b. Vegetated Roof#2(5pec#5) 60 0 0 0 0 0.00 0.00 0.00 2. Rooftop Disconnection (RR) .. 3. Permeable Pavement (RR) �IIIIIIIIII_IIIIIIIII���®IIIIIIIII®®®- 14. Grass Channel IRK) S.a.Ory Swale pl (Spec plO) 40 0 0 0 0 20 0.00 0.00 0.00 0.00 S.b. Dry Swale#1(Spec#10) 60 0 0 0 0 40 0.00 0.00 0.00 0.00 6. ei Tan (RR) 7. nfiltration(RR) Extended Detention 8. Pond (RR) 9. SheetOow to Filter/Open Space (RR) TOTAL IMPERVIOUS COVER TREATED (a[) 0.23 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (11) 0.77 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. C(H') 1,061 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C(Ib/yr) 0.83 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.75 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yl)l 0.08 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS TOTAL IMPERVIOUS COVER TREATED (ac) 0.23 AREA CH ECK: OR. TOTAL MANAGED TURF AREA TREATED(ac) 0.77 AREACHECK:OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(lb/yr) 3.46 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C(Ib/yr) 0.83 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. [(Ib/yr) 0.06 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) O.JS TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. [ (Ib/yr) 0.81 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. C(Ib/yr) 0.03 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 5.48 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. C(Ib/yr) 5.48 1. Vegetated RERR)MEM �IIIIIIIIIII®®® �IIIIIIIIIII®®® TOTALRUNOFF REDUCTION IN D.A. C(H) 1,061 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 5.48 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only) 10. Wet Swale (Cpartal Plain) I- RR) 11. Filtering Practices Ino RR) M®®=M M®®=M 12. Construced Wetland (no RR) 13. Wet Ponds (no RR) M®®=M M®®=M M®®=M M®®=M 11, Manufactured BMP Ino RRI E-1111vo-MRaDa SP-d- Drainage Area C Stnrmwatnr Rnct Manavmmpnt Prartirnc IRR c RUnnff RPrlssrtinnl Thal Phosphorus Available for Removal in D.A. C(lb/yr) 0.69 Post Development Treatment Volume in D.A. C (ft?)l 1,105 Runoff Managetl Impervious Volumefrom Runoff Remaining TotlIBMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction TurtCretlk CoverCreditacres, Upstream Retluction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Cretlk(%) Area (acres) Area (acres) Pracfice(It') (H') Volume(ft') Vol-(k') Efficiency(%) Upstream Loadto prectim(lb) Load (Ib) Employed Practices (Ib) PraRice (Ib) .a. a -wd Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 1.b. Vegetated Roof#2(5pec#5) 60 0 0 0 0 0.00 0.00 0.00 2. Rooftop Disconnection (RR) .. 3. Permeable Pavement (RR) �IIIIIIIIII_IIIIIIIII���®IIIIIIIII®®®- 14. Grass Channel Ins) 6. 0i ian (RR) J. nfiltratipn(RR) 8. Extended Detention Pond (RR) TOTAL IMPERVIOUS COVER TREATED (a[) 0.21 AREA CH ECK: OK. TOTAL MANAGED TU RF AREA TREATED(11) 0.55 AREq CHECK: OK. TOTAL RU NOFF REDUCTION I N D.A. C(R)884 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C(Ib/yr) 0.69 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.62 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yl)l 0.07 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS TOTAL IMPERVIOUS COVER TREATED (ac) 0.21 AREA CH ECK: OR. TOTAL MANAGED TURF AREA TREATED(ac) 0.55 AREACHECK:OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(lb/yr) 3.46 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C(Ib/yr) 0.69 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. [(Ib/yr) 0.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 0.62 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. C::" 0.62 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. [(Ib/yr) O.OJ SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 4.SJ NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. C(Ib/yr) 4.SJ 1. Vegetated RERR)MEM �IIIIIIIIIII®®® �IIIIIIIIIII®®® TOTAL RU NOFF REDUCTION I N D.A. C(k) 889 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 4.SJ SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only) 10. Wet Swale (Cpartal Plain) I- RR) 11. Filtering Practices Ino RR) M®®=M M®®=M 12. Construced Wetland (no RR) 13. Wet Ponds (no RR) M®®=M M®®=M M®®=M M®®=M 14, Manufactured BMP Ino RRI E�Y����aaaYRRNRaDau�ra�,�a Drainage Area C Stnrmwatnr Rnct Manaammpnt Prartirwc IRR c RUnnff RPrlssrtinnl Thal Phosphorus Available for Removal in D.A. C(lb/yr) 0.14 Post Development Treatment Volume in D.A. C (ft?)l 225 Runoff Managetl Impervious Volumefrom Runoff Remaining TotlIBMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction TurtCretlk CoverCreditacres, Upstream Retluction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Cretlk(%) Area (acres) Area (acres) Practice(H3) (H') Volume(ft') Vol-(H') Efficiency(%) Upstream Loadto prectim(lb) Load (Ib) Employed Practices (Ib) PraRice (Ib) .a. a -wd Roof #1 (Spec iS) 45 0 0 0 0 0.00 0.00 0.00 1.b. Vegetated Roof#2(5pec#5) 60 0 0 0 0 0.00 0.00 0.00 2. Rooftop Disconnection (RR) .. 3. Permeable Pavement (RR) �IIIIIIIIII_IIIIIIIII���®IIIIIIIII®®®- 14. Grass Channel Ins) 6. 0i ian (RR) ). nfiltratipn(RR) 8. Extended Detention Pond (RR) TOTAL IMPERVIOUS COVER TREATED (a[) 0.03 AREACH ECK: OK. TOTAL MANAGED TU RF AREA TREATED(11) 0.22 AREA CHECK: AREA EXCEEDEDI TOTAL RU NOFF REDUCTION I N D.A. C(H') 185 TOTAL PHOSPHORUS AVAI LABLE FOR REMOVAL I N D.A. C(lb/yr) 0.14 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 0.13 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PMCTICESIN D.A. C(lb/yr) 0.01 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS TOTAL IMPERVIOUS COVER TREATED (ac) 0.03 AREA CH ECK: OR. TOTAL MANAGED TURF AREA TREATED(ac) D.22 AREA CHECK: AREA EXCEEDED! TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(lb/yr) 3.46 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C(Ib/yr) 0.14 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. [(Ib/yr) 0.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.13 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. [ (Ib/yr) 0.13 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. C(Ib/yr) 0.01 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 0.95 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. C(Ib/yr) 0.95 L. Vegetated RERR)MEM �IIIIIIIIIII®®® �IIIIIIIIIII®®® TOTAL RU NOFF REDUCTION I N D.A. C(H) 185 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (lb/yr) 0." SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only) 10. Wet Swale (Cpartal Plain) I- RR) 11. Filtering Practices Ino RR) M®®=M M®®=M 12. Construced Wetland (no RR) 13. Wet Ponds (no RR) M®®=M M®®=M M®®=M M®®=M 14, Manufactured BMP Ino RRI E�Y����aaaYRRNRaDau�:,ads�t Drainage Area D Stnrmwatnr Rnct Manavmmpnt Prartirnc IRR c RUnnff RPrlssrtinnl Thal Phosphorus Available for Removal in D.A. D(lb/yr) 1.44 Post Development Treatment Volume in D.A. D (ft?)l 2,289 Runoff Managetl Impervious Volumefrom Runoff Remaining TotlIBMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction TurtCretlk CoverCreditacres, Upstream Retluction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Cretlk(%) Area (acres) Area (acres) Practice(H') (H') Volume(ft') Vol—(H') Efficiency(%) Upstream Loadto prectim(lb) Load (Ib) Employed Practices (Ib) PraRice (Ib) I., e-wd Roof#l(Spec#5) 45 0 0 0 0 — Ono 0.00 1.b. Vegetated R-f#E(5pec#5) 60 0 0 0 0 0.00 Ono 0.00 2. Rooftop Disconnection (RR) .. 3. Permeable Pavement (RR) �IIIIIIIIII_IIIIIIIII���®IIIIIIIII®®®- 14. Grass Channel Ins) 6. Ri Tan (RR) ). nfiltr -. (RR) 8. Extended Detention Pond (RR) TOTAL IMPERVIOUS COVER TREATED (a[) 0.00 AREA CH ECK: 01 TOTAL MANAGED TU RF AREA TREATED( a[) OAO AREA CHECK: OK. TOTAL RU NOFF REDUCTION I N D.A. D(H') 0 TOTAL PHOSPHORUS AVAI LABLE FOR REMOVAL I N D.A. D(lb/yr) 1.44 TOTAL PHOSPHORUS REMOVED WITH RU NOFF REDUCTION PRACTICES I N D.A. D(lb/yr) aco TOTAL PHOSPHORUS REMAINING AFTER APPLYING RU NOFF REDUCTION PRACTICES IN D.A. D(lb/yr) lA4 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS TOTAL IMPERVIOUS COVER TREATED (ac) Ob4 AREA CH ECK: OR. TOTAL MANAGED TURF AREA TREATED(ac) D" AREACHECK:OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(lb/yr) 3.46 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. D(Ib/yr) 1.44 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. D(Ib/yr) 1.01 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.00 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. D (lb/yr) 1.01 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. D(Ib/yr) OA9 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. D(Ib/yr) 0.00 L. Vegetated RERR)MEM �IIIIIIIIIII®®® �IIIIIIIIIII®®® TOTAL RU NOFF REDUCTION I N D.A. D(H') 0.00 0 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only) 10. Wet Swale (Cpartal Plain) I— RR) 11. Filtering Practices Ino RR) M®®=M M®®=M 12. Construced Wetland (no RR) 13. Wet Ponds (no RR) M®®=M M®®=M M®®=M M®®=M 11, Manufactured BMP Ino RRI E.Vll VRRMRapausa- Drainage Area E Stnrmwatnr Rnct Manavmmpnt Prartirwc IRR c RUnnff RnrlUrtinnl Total Phosphorus Available for Removal in D.A. E (Ib/yr) 0.]6 Post Development Treatment Volume in D.A. E (ft3)1 1,214 Runoff Managetl Impervious Volumefrom Runoff Remaining TotaIBMP Phosphorus Phosphorus Untreated Phosphorus Remaining Practice Reduction Turt Cretlk Cover Credit Upstream Retluction Runoff Treatment Removal Load from Phosphorus Removed By Phosphorus Downstream Practice to be Cretlk(%) Area (acres) Area (acres) Pracfice(ft') (H') Volume(ft') Volume III) Efficiency(%( Upstream Load to practice (lb) Load lib) Employed Practices (Ib) Praaice(Ib) .a. a -wd Roof #1 (Spec iS) 45 0 0 0 0 0.00 0.00 0.00 1.b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 2. Rooftop Disconnection (RR) .. 3. Permeable Pavement (RR) �IIIIIIIIII_IIIIIIIII���®IIIIIIIII®®®- 14. Grass Channel Ins) 6. Bi ian (RR) ]. nfiltration(RR) 8. Extended Detention Pond (RR) TOTAL IMPERVIOUS COVER TREATED (a,) 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (a,) 0.00 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. E (ft') 0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. E(lb/yr) 0.]6 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E (Ib/yr) aw TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. E(Ib/yr) 0.]6 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS TOTAL IMPERVIOUS COVER TREATED (ac) 0.00 AREA CH ECK: OR. TOTAL MANAGED TURF AREA TREATED(ac) 0.00 AREACHECK:OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(lb/yr) 3.46 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. E(Ib/yr) 0.]6 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. E (Ib/yr) 0.00 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACNCES IN D.A. E (Ib/yr) 0.00 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. E(lb/yr) 0.00 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. E (lb/yr) 0.]6 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E (lb/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. E (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. E (Ib/yr) 0.00 REMEM �IIIIIIIIIII®®® �IIIIIIIIIII®®® TOTAL RUNOFF REDUCTION IN D.A. E IN) 0 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E (lb/y,)l 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only) 10. Wet Swale (Cpartal Plain) I- RR) 11. Filtering Practices Ino RR) M®®=M M®®=M 12. Construced Wetland (no RR) 13. Wet Ponds (no RR) M®®=M M®®=M M®®=M M®®=M 14, Manufactured BMP Ino RRI Site Results (Water Quality Compliance) Area Checks D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK FOREST/OPEN SPACE (ac) 0.00 0.00 0.00 0.00 0.00 OK. IMPERVIOUS COVER (ac) 0.48 0.37 0.23 0.64 0.33 OK. IMPERVIOUS COVER TREATED (ac) 0.48 0.37 0.23 0.64 0.00 OK. MANAGED TURF AREA (ac) 0.36 0.39 0.77 0.15 0.14 OK. MANAGED TURF AREATREATED(ac) 0.36 0.39 0.77 0.15 0.00 OK. AREA CHECK OK. OK. OK. OK. OK. Site Treatment Volume (ft3) 9,769 Runoff Reduction Volume and TP By Drainage Area D.A. D D.A. E TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (ft) 757 603 1,061 0 0 2,422 TP LOAD AVAILABLE FOR REMOVAL (Ib/yr) 1.19 0.95 0.83 1.44 0.76 5.17 TP LOAD REDUCTION ACHIEVED (Ib/yr) 1.03 0.82 0.81 1.01 0.00 3.66 TP LOAD REMAINING (Ib/yr) 0.16 0.13 0.03 0.43 0.76 1.51 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 5.44 4.33 5.48 0.00 0.00 15.25 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD(Ib/yr) 6.14 TP LOAD REDUCTION REQUIRED (lb/yr)l 3.46 TP LOAD REDUCTION ACHIEVED (1b/yr)jj 3.66 TP LOAD REMAINING (Ib/yr): 2.48 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): 0.00 ** ** TARGET TP REDUCTION EXCEEDED BY 0.2 LB/YEAR ** Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (Ib/yr) 43.91 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr)jj 15.25 REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr) 28.66 Virginia Runoff Reduction Method Worksheet DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: ECO VILLAGE Date: 43726 Total Rainfall (in): 43 Total Disturbed Acreage: 5.90 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) A soils BSoils CSoils DSoils TotalsM10O Forest/Open (acres) 3.24 1.07 0.00 0.00 4.31 Managed Turf (acres) 1.12 0.62 0.00 0.00 1.74 Impervious Cover (acres) 0.36 0.12 0.00 0.00 0.48 6.53 Post-ReDevelopment Land Cover (acres) A soils B Soils C Soils D Soils Totals / of Total Forest/Open (acres) 1.26 0.00 0.00 0.00 1.26 19 Managed Turf (acres) 1.81 1.19 0.00 0.00 3.00 46 Impervious Cover (acres) 1.65 0.62 0.00 0.00 2.27 35 ' Forest/Open Space areas must be protected in accordance with the Virginia Runoff Reduction Method 6.53 100 Site Tv and Land Cover Nutrient Loads Final Post -Development Post- Post- Adjusted Pre- .. .... .. .... " - - "' - (Post-ReDevelopment ReDevelopment Development ......... ..:.......... :......: ................................... & New Impervious) (New Impervious)ReDevelopment Site Rv 0.41 0.21 0.95 0.17 Treatment Volume (fts) 9,769 3,596 6,173 2,919 TP Load (lb/yr) 6.14 2.26 3.88 1.83 Baseline TP Load(lb/yr): 1.9434* 'Reduction below new development food limitation not required Total TP Load Reduction Required (lb/yr) 3.46 0.32 3.14 Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre- ReDevelopment TN Load (lb/yr) 43.91 13.79 Pre Final Post -Development Post-ReDevelopment TP ReDevelopment TP Load per acre Load per acre TP Load per acre (lb/acre/yr) (lb/acre/yr) Ib acre r 0.39 0.94 0.48 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Site Compliance Summary Maximum % Reduction Required Below 20% ' Note: % Reduction will reduce post -development TP load to less than or equal to baseline load of 1.94 lb/yr (0.41 lb/ac/yr) Pre-ReDevelopment Load (Required reduction for Post-ReDev. = Post-ReDev TP load - baseline load of 1.9434 lb/yr], baseline load = site area x 0.41 fb/ac/yr Total Runoff Volume Reduction (fts) 2,422 Total TP Load Reduction Achieved (lb/yr) 3.66 Total TN Load Reduction Achieved (lb/yr) 15.25 Remaining Post Development TP Load (lb/yr) 2.48 Remaining TP Load Reduction (lb/yr) Required 0.00 ** TARGET TP REDUCTION EXCEEDED BY 0.2 LB/YEAR ** 'Reduction below new development load limitation not required ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Drainage Area Summary I . : : : : D.A. A I D.A. B I D.A.0 I D.A. D D.A.E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0.00 Managed Turf (acres) 0.36 0.39 0.77 0.15 0.14 1.81 Impervious Cover (acres) 0.48 0.37 0.23 0.64 0.33 2.05 Total Area (acres) 0.84 0.76 1.00 0.79 0.47 3.86 Drainage Area Compliance Summary ................................... D.A. A D.A. B D.A. C D.A. D D.A. E Total 7P Load Reduced (lb/yr) 1.03 0.82 0.81 1.01 0.00 3.66 TN Load Reduced (lb/yr) 5.44 4.33 5.48 0.00 0.00 15.25 Drainage Area A Summary Land Cover Summary Summary Print Virginia Runoff Reduction Method Worksheet ASoils BSoils CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.13 0.23 0.00 0.00 0.36 43 Impervious Cover (acres) 0.23 0.25 0.00 0.00 0.48 57 0.84 j BMP Selections Managed Turf Impervious Cover TP Load from Practice Credit Area Credit Area BMPTreatment Volume (ft') Upstream Untreated TP Load to Practice (Ibs) TP Removed (Ib/yr) TP Remaining (Ib/yr) Downstream Treatment to be Employed acres acres practices Ibs 5.a. Bioretention #1 or Micro-Bioretention 0.36 0.48 1,893.05 0.00 1.19 0.65 0.53 14.b. MTD -Filtering #1 or Urban Bioretention (Spec #9) 14.b. Manufactured Treatment Device - Filtering 1,235.83 0.53 0.00 0.37 0.16 Total Impervious Cover Treated (acres) 0.48 Total Turf Area Treated (acres) 0.36 Total TP Load Reduction Achieved in D.A. (lb/yr) 1.03 Total TN Load Reduction Achieved in D.A. (lb/yr) 5.44 Drainage Area B Summary Land Cover Summary ASoils BSoils CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.28 0.11 0.00 0.00 0.39 51 Impervious Cover (acres) 0.26 0.11 0.00 0.00 0.37 49 0.76 BMP Selections Managed Turf Impervious Cover TP Load from Practice Credit Area Credit Area BMPTreatment Volume (ft') Upstream Untreated TP Load to Practice (Ibs) TP Removed (Ib/yr) TP Remaining (Ib/yr) Downstream Treatment to be Employed acres acres practices Ibs 6.a. Bioretention #1 or Micro-Bioretention 0.39 0.37 1,508.27 0.00 0.95 0.52 0.43 14.b. MTD -Filtering #1 or Urban Bioretention (Spec #9) 14.b. Manufactured Treatment Device - Filtering 904.96 0.43 0.00 0.30 0.13 Total Impervious Cover Treated(acres) 0.37 Total Turf Area Treated (acres) 0.39 Total TP Load Reduction Achieved in D.A. (lb/yr) 0.82 Total TN Load Reduction Achieved in D.A. (lb/yr) 4.33 Drainage Area C Summary Land Cover Summary ASoils BSoils CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.14 0.63 0.00 0.00 0.77 77 Impervious Cover (acres) 0.05 0.18 0.00 0.00 0.23 23 1.00 BMP Selections Managed Turf Impervious Cover TP Load from Practice Credit Area Credit Area BMPTreatment Volume (ft') Upstream Untreated TP Load to Practice (Ibs) TP Removed (Ib/yr) TP Remaining (Ib/yr) Downstream Treatment to be Employed acres acres practices Ibs 6.b. Bioretention #2 or Micro-Bioretention #2 (Spec #9) 0.77 0.23 1,326.77 0.00 0.83 0.75 0.09 14.b. MTD - Filtering 14.b. Manufactured Treatment Device - Filtering 265.35 0.08 0.00 0.06 0.02 Total Impervious Cover Treated(acres) 0.23 Total Turf Area Treated (acres) 0.77 Total TP Load Reduction Achieved in D.A. (lb/yr) 0.81 Total TN Load Reduction Achieved in D.A. (lb/yr) 5.48 Summary Print Virginia Runoff Reduction Method Worksheet Drainage Area D Summary Land Cover Summary A Soils BSoils CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) OAS 0.00 0.00 0.00 0.15 19 Impervious Cover (acres) 0.02 0.62 0.00 0.00 0.64 81 0.79 j BMP Selections Managed Turf Impervious Cover TP Load from Practice Credit Area Credit Area BMPTreatment Volume (ft') Upstream Untreated TP Load to Practice (Ibs) TP Removed (Ib/yr) TP Remaining (Ib/yr) Downstream Treatment to be Employed acres acres practices Ibs 14.b. Manufactured Treatment Device- Filtering 0.15 0.64 2,288.72 0.00 1.44 1.01 0.43 Total Impervious Cover Treated (acres) 0.64 Total Turf Area Treated (acres) 0.15 Total TP Load Reduction Achieved in D.A. (lb/yr) 1.01 Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 Drainage Area E Summary Land Cover Summary ASoils BSoils CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.14 0.00 0.00 0.00 0.14 30 Impervious Cover (acres) 0.33 0.00 0.00 0.00 0.33 70 0.47 BMP Selections Managed Turf Impervious Cover TP Load from BMP Treatment Untreated TP Load TP Removed TP Remaining Downstream Treatment Practice Credit Area Credit Area Upstream (acres) (acres) Volume (ft') Practices (Ibs) to Practice (Ibs) (lb/yr) (16/yr) to be Employed Total Impervious Cover Treated (acres) 0.00 Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved in D.A. (lb/yr) 0.00 Total TN Load Reduction Achieved in D.A. (lb/yr) 0.00 Summary Print Eco Village Rain Garden Summary Typ. DA A Garden Typ. DA B Garden Gravel Bottom El. 0.00 0.00 Soil Media Bottom 1.00 1.00 Filter Surface 2.50 2.50 Top of Berm 3.50 3.50 Riser 6" PVC Riser 6" PVC Riser Underdrain(Perf PVC) 6" @ 0.5 6" @ 0.5 Riser Rim Elev. 3.00 3.00 Pipe Out 6" PVC 6" PVC Weir Length N/A N/A Notes: 23 gardens in 15 gardens in drainage area drainage area Level of Design Level 1 Level 1 Design Volume 1893cf/23=83 1508/15=101 Pretreatment Vol. 714 cf 1065 cf Impervious Area 0.48 ac 0.37 cc Required Media Area 65.10 79.22 Provided Media Area 67 80 Trees Provided 1 1 Biofilter Sizing Calculations depth of stone 1.00 depth of media 1.50 ponding depth 0.50 equivalence depth: stone 0.4 equivalence depth: media 0.375 equivalence depth: surface 0.5 sum 1.275 TV (from VRRM) (cf) 83 Required area=TV / sum of equivalent depth) 65.10 1.00 1.50 0.50 0.4 0.375 0.5 1.275 101 79.22 biofilter bottom area (sf) 67 80 downspout energy downspout energy preatreatment dissipater dissipater Eco Village Biofilter Summary DA C-1 DA C-2 Gravel Bottom El. 440.00 412.50 Soil Media Bottom 442.50 414.50 Filfer Surface 445.50 417.50 Top of Berm 447.00 418.50 Standpipe 48" Conc. Riser 24" HDPE Riser Underdrain(Perf PVC) 6" @ 441.5 6" @ 413.5 Riser Rim Elev. 446.00 418.00 15" HDPE @ 12" HDPE @ Pipe Out EI.=O EI.=O Weir Length N/A N/A 1 -yr WSE 10-yr WSE 100-yr WSE Level of Design Level 2 Level 2 Design Volume 1105 231 Pretreatment Vol. 165.75 1065 cf Impervious Area 20,820 sf 16,145 sf Required Media Area 746.62 170.45 Provided Media Area 750 175 Trees Required 3 1 Biofilter Sizing Calculations depth of stone 1.50 1.00 depth of media 3.00 3.00 ponding depth 0.50 0.50 equivalence depth: stone 0.6 0.4 equivalence depth: media 0.75 0.75 equivalence depth: surface 0.5 0.5 sum 1.85 1.65 note: level 2 design requires 12" stone sump, which is excluded from storage calculations. TV (from VRRM) (cf) 1105 225 Required area=TV / sum of equivalent depth) 746.62 170.45 biofilter bottom area (sf) 660 155 Pretreatment volume (cf) 165.75 33.75 pretreatment: native grass filter strip gravel flow spreader 17, MC-4500 CHAMBER Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots, thus maximizing land usage for private (commercial) and public applications. StormTech chambers can also be used in conjunction with Green Infrastructure, thus enhancing the performance and extending the service life of these practices. STORMTECH MC-4500 CHAMBER (not to scale) Nominal Chamber Specifications Size (LxWxH) 52" x 100" x 60" 1,321 mm x 2,540 mm x 1,524 mm Chamber Storage 106.5 ft3 (3.01 m3) Min. Installed Storage* 162.6 ft3 (4.60 m3) Weight 120 Ibs (54.4 kg) Shipping 7 chambers/pallet 11 pallets/truck *Assumes a minimum of 12" (300 mm) of stone above, 9" (230 mm) of stone below chambers, 9" (230 mm) of stone between chambers/end caps and 40%stone porosity. EMBEDMENT STONE SHALL BEA CLEAN, CRUSHED AND ANGULAR STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #4 CHAMBERS SHALL MEET ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPELENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". ADS GEOSYTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR EMBEDMENT STONE PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN STORMTECH MC-4500 END CAP (not to scale) Nominal End Cap Specifications Size (LxWx H) 35.1" x 90.2" x 59.4" 891 mm x 2,291 mm x 1,509 mm End Cap Storage 35.7 ft3 (1.01 m3) Min. Installed Storage* 108.7 ft3 (3.08 m) Weight 120 Ibs (54.4 kg) Shipping 7 end caps/pallet 11 pallets/truck 30.7" (781 mm) INSTALLED V mm) 35.1" - (891 mm) —I I` 90.2" (2291 mm) -I 48.3" (1227 mm) INSTALLED LENGTH so.o" f�N(17 524 mm) 100.0" (2540 mm) - *Assumes a minimum of 12" (300 mm) of stone above, 9" (230 mm) of stone below, 6" (150 mm) of stone perimeter, 9" (230 mm) of stone between chambers/end caps and 40%stone porosity. MC-4500 END CAP SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS 52.0" (1321 mm) ACTUAL�LENGTH I LENGTH GRANULAR WELL -GRADED SOILAGGREGATE MIXTURES, <35% FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 600 12- (300 MM)MIN , , 60" (1525 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN 9 M" (250mm) " (300 mm) TYP(230 mm100� 'MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). NX LLLLLLL • -- <<<<<<r ...... VA • --------------------- - MC-4500 CHAMBER SPECIFICATIONS STORAGE VOLUME PER CHAMBER FT (M3) Note: Assumes 9" (230 mm) row spacing, 40% stone porosity, 12" (300 mm) stone above and includes the bare chamber/end cap volume. End cap volume assumes 12" (300 mm) stone perimeter. AMOUNT OF STONE PER CHAMBER Note: Assumes 12" (300 mm) of stone above and 9" (230 mm) row spacing and 12" (300 mm) of perimeter stone in front of end caps. VOLUME EXCAVATION PER CHAMBERYD3 (M3) Stone Foundation Depth i ii i MC-4500 Chamber 10.5 (8.0) 10.8 (8.3) F 11.2 (8.5) 11.5 (8.8) MC-4500 End Cap 9.3 (7.1) 9.6 (7.3) 9.9 (7.6) 10.2 (7.8) Note: Assumes 9" (230 mm) of separation between chamber rows, 12" (300 mm) of perimeter in front of the end caps, and 24" (600 mm) of cover. The volume of excavation will varyas depth of cover increases. 1 � uuStormTech- TO Working on a project? Visit us at 'rww.stormtPr_h_r_nm and utilize the StormTech Design Tool For more information on the StormTech MC-4500 Chamber and other ADS products, please contact our Customer Service Representatives at 1.800.821.6710 ADVANCED ioiaic 39M THE' ISOLATOR° ROW INTRODUCTION An important component of any Stormwater Pollution Prevention Plan is inspection and maintenance. The StormTech Isolator Row is a patented technique to inexpensively enhance Total Suspended Solids (TSS) removal and provide easy access for inspection and maintenance. THE ISOLATOR ROW The Isolator Row is a row of StormTech chambers, either SC-160LP, SC-310, SC-310-3, SC-740, DC-780, MC-3500 or MC-4500 models, that is surrounded with filter fabric and connected to a closely located manhole for easy access. The fabric -wrapped chambers provide for settling and filtration of sediment as storm water rises in the Isolator Row and ultimately passes through the filter fabric. The open bottom chambers and perforated sidewalls (SC-310, SC- 310-3 and SC-740 models) allow storm water to flow both vertically and horizontally out of the chambers. Sediments are captured in the Isolator Row protecting the storage areas of the adjacent stone and chambers from sediment accumulation. Two different fabrics are used for the Isolator Row. A woven geotextile fabric is placed between the stone and the Isolator Row chambers. The tough geotextile provides a media for storm water filtration and provides a durable surface for maintenance operations. It is also designed to prevent scour of the underlying stone and remain intact during high pressure jetting. A non -woven fabric is placed over the chambers to provide a filter media for flows passing through the perforations in the sidewall of the chamber. The non -woven fabric is not required over the DC-780, MC-3500 or MC-4500 models as these chambers do not have perforated side walls. The Isolator Row is typically designed to capture the "first flush" and offers the versatility to be sized on a volume basis or flow rate basis. An upstream manhole not only provides access to the Isolator Row but typically includes a high flow weir such that storm water flowrates or volumes that exceed the capacity of the Isolator Row overtop the over flow weir and discharge through a manifold to the other chambers. The Isolator Row may also be part of a treatment train. By treating storm water prior to entry into the chamber system, the service life can be extended and pollutants such as hydrocarbons can be captured. Pre-treatment best management practices can be as simple as deep sump catch basins, oil -water separators or can be innovative storm water treatment devices. The design of the treatment train and selection of pretreatment devices by the design engineer is often driven by regulatory requirements. Whether pretreatment is used or not, the Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. Note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row. Looking down the Isolator Row from the manhole opening, woven geotextile is shown between the chamber and stone base. StormTech Isolator Row with Overflow Spillway (not to scale) MANHOLE WITH OVERFLOW WEIR ECCENTRIC HEADER OPTIONAL ACCESS - ISOLATOR ROW INSPECTION/MAINTENANCE INSPECTION The frequency of inspection and maintenance varies by location. A routine inspection schedule needs to be established for each individual location based upon site specific variables. The type of land use (i.e. industrial, commercial, residential), anticipated pollutant load, percent imperviousness, climate, etc. all play a critical role in determining the actual frequency of inspection and maintenance practices. At a minimum, StormTech recommends annual inspections. Initially, the Isolator Row should be inspected every 6 months for the first year of operation. For subsequent years, the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports (as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row, clean -out should be performed. MAINTENANCE The Isolator Row was designed to reduce the cost of periodic maintenance. By "isolating" sediments to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on the end(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space entries. Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high pressure water nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, the captured pollutants are flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45" are best. Most JetVac reels have 400 feet of hose allowing maintenance of an Isolator Row up to 50 chambers long. The JetVac process shall only be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile (as specified by StormTech) over their angular base stone. StormTech Isolator Row (not to scale) Note: Non -woven fabric is only required over the inlet pipe connection into the end cap for DC-780, MC-3500 and MC-4500 chamber models and is not required over the entire Isolator Row. SC-]40, SC-310', COVER ENTIRE ISOLA GEOSYNTHETICS 601T NON4 SG-730 SC-310 MC-4500, MC-3500, DC-780, SC CONNECTION TC GEOSVNTHETICS 601T NONA SUMP DE SITE DESB (24" 1600 mm) MI ( ` 24' (600 mm) HDPE ACCESS PIPE REQUIRED: MC-4500, MC-3500, SC-]40, OC-780 12" (300 mm) HDPE ACCESS PIPE REQUIRED'. SC-31 D 8" (200 mm) HDPE ACCESS PIPE REQUIRED: SC-160LP OPTIONAL INSPECTION PORT STORMTECH CHAMBER STORMTECH END CAP ; NTHETICS 315WTM WOVEN GEOTEXTILE BETWEEN ;HAM BERS. CONTINUOUS FABRIC WITHOUT SEAMS 500 i.,.i .. .. ...� 825'(25, MINWIDE MC3500 511 5 T) MIN WIDE. DC-]8D. SC L' (12 m) MIN WIDE K 310, SC-160LP ISOLATOR ROW STEP BY STEP MAINTENANCE PROCEDURES STEP 1 Inspect Isolator Row for sediment. A) Inspection ports (if present) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod,measure depth of sediment and record results on maintenance log. iv. If sediment is at or above 3 inch depth, proceed to Step 2. If not, proceed to Step 3. B) All Isolator Rows i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confined space entry 2. Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches), proceed to Step 2. If not, proceed to Step 3. STEP 2 Clean out Isolator Row using the JetVac process. A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B) Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required STEP 3 Replace all caps, lids and covers, record observations and actions. STEP 4 Inspect & clean catch basins and manholes upstream of the StormTech system. SAMPLE MAINTENANCE LOG ZMAssISV p C p "yStormTech- FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE ■ 7, INSTALLATION APP Y ' L. Stornimech Construction Guide 6 'N' StormiTe9chs An uu111111 ® company REQUIRED MATERIALS AND EQUIPMENT LIST • Acceptable fill materials per Table 1 • StormTech solid end caps, pre -cored and pre -fabricated end caps • Woven and non -woven geotextiles • StormTech chambers, manifolds and fittings NOTE: MC-3500 chamber pallets are 77" x 90" (2.0 m x 2.3 m) and weigh about 2010 lbs. (912 kg) and MC-4500 pallets are 100" x 52" (2.5 m x 1.3 m) and weigh about 840 lbs. (381 kg). Unloading chambers requires 72" (1.8 m) (min.) forks and/or tie downs (straps, chains, etc). IMPORTANT NOTES: A. This installation guide provides the minimum requirements for proper installation of chambers. Nonadherence to this guide may result in damage to chambers during installation. Replacement of damaged chambers during or after backfilling is costly and very time consuming. It is recommended that all installers are familiar with this guide, and that the contractor inspects the chambers for distortion, damage and joint integrity as work progresses. B. Use of a dozer to push embedment stone between the rows of chambers may cause damage to chambers and is not an acceptable backfill method. Any chambers damaged by using the "dump and push" method are not covered under the StormTech standard warranty. C. Care should be taken in the handling of chambers and end caps. End caps must be stored standing upright. Avoid dropping, prying or excessive force on chambers during removal from pallet and initial placement. Requirements for System Installation Excavate bed and prepare subgrade per engineer's plans. Place non -woven geotextile over prepared soils and up excavation walls. Place clean, crushed, angular stone foundation 9" (230 mm) min. Install underdrains if required. Compact to achieve a flat surface. Manifold, Scour Fabric and Chamber Assembly Install manifolds and lay out woven scour geotextile at inlet rows [min. 17.5 ft (5.33 m)] at each inlet end cap. Place a continuous piece (no seams) along entire length of Isolator® Row(s) in two layers. Manifold Insertion 12" (300 mm) MIN INSERTION STORMTECH END CAP MANIFOLD STUB MANIFOLD TRUNK 12" (300 mm) MIN SEPARATION NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. Insert inlet and outlet manifolds a minimum 12" (300 mm) into chamber end caps. Manifold header should be a minimum 12" (300 mm) from base of end cap. Align the first chamber and end cap of each row with inlet pipes. Contractor may choose to postpone stone placement around end chambers and leave ends of rows open for easy inspection of chambers during the backfill process. Continue installing chambers by overlapping chamber end corrugations. Chamber joints are labeled "Lower Joint — Overlap Here" and "Build this direction — Upper Joint" Be sure that the chamber placement does not exceed the reach of the construction equipment used to place the stone. Maintain minimum 6" (150 mm) spacing between MC-3500 rows and 9" (230 mm) spacing between MC-4500 rows. For the Isolator Row place two continuous layers of ADS Woven fabric between the foundation stone and the isolator row chambers, making sure the fabric lays flat and extends the entire width of the chamber feet. StormTech Isolator Row Detail COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE CATCH BASIN OR MANHOLE SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) END CAP (MC-4500 SHOWN) CHAMBER (MC-4500 SHOWN) 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE -CORED END CAP OPTIONAL INSPECTION PORT TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS MC-3500 - 8.3 (2.5 m) MIN WIDE CONTINUOUS FABRIC STRIP MC-4500 - 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC STRIP L Initial Anchoring of Chambers - Embedment Stone Initial embedment shall be spotted along the centerline of the chamber evenly No equipment shall be operated on the bed at this stage of the installation. anchoring the lower portion of the chamber. This is best accomplished with a Excavators must be located off the bed. Dump trucks shall not dump stone stone conveyor or excavator reaching along the row. directly on to the bed. Dozers or loaders are not allowed on the bed at this time. Backfill of Chambers - Embedment Stone UNEVEN BACKFILL � ,� ��- �� ,� , . I' ,� , , �� , , ,� �� �'1 f'1 ✓h �'� �... 16 � �. �. � 1 �' 111 EVEN BACKFILL Backfill chambers evenly. Stone column height should never differ by more than 12" (300 mm) between adjacent chamber rows or between chamber rows and perimeter. PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED Perimeter stone must be brought up evenly with chamber rows. Perimeter must be fully backfilled, with stone extended horizontally to the excavation wall. Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 3 Backfill of Chambers - Embedment Stone and Cover Stone Continue evenly backfilling between rows and around perimeter until embedment stone reaches tops of chambers and a minimum 12" (300 mm) of cover stone is in place. Perimeter stone must extend horizontally to the excavation wall for both straight or sloped sidewalls. The recommended backfill methods are with a stone conveyor outside of the bed or build as you go with an excavator inside the bed reaching along the rows. Backfilling while assembling chambers rows as shown in the picture will help to ensure that equipment reach is not exceeded. Final Backfill of Chambers - Fill Material Dui an .0 No �� t o I � 1w 1 v. Install non -woven geotextile over stone. Geotextile must overlap 24" (600 mm) where edges meet. Compact at 24" (600 mm) of fill. Roller travel parallel with rows Only after chambers have been backfilled to top of chamber and with a minimum 12" (300 mm) of cover stone on top of chambers can skid loaders and small LGP dozers be used to final grade cover stone and backfill material in accordance with ground pressure limits in Table 2. Equipment must push material parallel to rows only. Never push perpendicular to rows. StormTech recommends the contractor inspect chamber rows before placing final backfill. Any chambers damaged by construction equipment shall be removed and replaced. Inserta Tee Detail CONVEYANCE PIPE MATERIAL MAY VARY (PVC, HDPE, ETC.) INSERTA TEE CONNECTION PLACE ADS GEOSYNI GEOTEXTILE (CENTER INLET) OVER BEDDING PROTECTION AT SIDE INLET CONNECTIONS. GEOTEXTILE MUST EXTEND 6" (150 mm) PAST CHAMBER FOOT NOTE: PART NUMBERS WILL VARY BASED ON INLET PIPE MATERIALS. CONTACT STORMTECH FOR MORE INFORMATION. DO NOT INSTALL INSERTA-TEE AT CHAMBER JOINTS A A INSERTA TEE TO BE INSTALLED, CENTERED OVER CORRUGATION SIDE VIEW CHAMBER MAX DIAMETER OF INSERTA TEE HEIGHT FROM BASE OF CHAMBER(X) SC-310 6" (150 mm) 4" (100 mm) SC-740 10" (250 mm) 4" (100 mm) DC-780 10" (250 MM) 4" (100 mm) MC-3500 12" (300 mm) 6" (150 mm) MC4500 12" (300 mm) 8" (200 mm) INSERTA TEE FITTINGS AVAILABLE FOR SDR 26, SDR 35, SCH 40 IPS GASKETED & SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON 4 Table 1-Acceptable Fill Materials ruaterial �.ti � �" "q @D Fnal Fill: Fill Material for layer'D' Any soil/rock materials, native soils N/A Prepare per site design engineer's plans. Paved starts from the top of the'C' layer to the or per engineer's plans. Check installations may have stringent material and prepara- bottom of flexible pavement or unpaved plans for pavement subgrade tion requirements. finished grade above. Note that the pave- requirements. ment subbase may be part of the'D' layer. ©Initial Fill: Fill Material for layer'C' Granular well -graded soil/ AASHTO M145 Begin compaction after min. 24" (600 mm) of mate - starts from the top of the embedment aggregate mixtures, <35% fines A-1, A-24, A-3 rial over the chambers is reached. Compact additional stone ('B' layer) to 24" (600 mm) above or processed aggregate. Most or layers in 12" (300 mm) max. lifts to a min. 95% Proc- the top of the chamber. Note that pave- pavement subbase materials can AASHTO M431 for density for well -graded material and 95% relative ment subbase may be part of the'C' layer. be used in lieu of this layer. 3, 357, 4, 467, 5, 56, 57, 6, density for processed aggregate materials. 67, 68, 7, 78, 8, 89, 9,10 ©Embedment Stone: Fill the Clean, crushed, angular stone AASHTO M431 No compaction required. surrounding chambers from the foundation 3,357,4 stone ('A layer) to the'C' layer above. (AA Foundation Stone: Fill below Clean, crushed, angular stone, AASHTO M431 Place and compact in 9" (230 mm) max lifts using chambers from the subgrade up to the 3,357,4 two full coverages with a vibratory compactorZ 3 foot (bottom) of the chamber, PLEASE NOTE: 1. The listed AASHTO designations are for gradations only. The stone must also be clean, crushed, angular. For example, a specification for #4 stone would state: "clean, crushed, angular no. 4 (AASHTO M43) stone"" 2. Storm Tech compaction requirements are met for 'A'location materials when placed and compacted in 9" (230 mm) (max) lifts using two full coverages with a vibratory compactor. 3. Where infiltration surfaces may be comprised by compaction, for standard installations and standard design load conditions, a flat surface may be achieved by raking or dragging without compaction equipment. For special load designs, contact StormTech for compaction requirements. Figure 2 - Fill Material Locations PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-4500 - 12' MC-3500 - 6" 1 ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS SUBGRADE SOILS Figure 1- Inspection Port Detail CONCRETE PAVEM CONCRETE SLAB 5" (150 rum) MIN THICKNE'. STORMTECH CHAMBER NOTES: 1. INSPECTION PORTS MAYBE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 2. ALL SCHEDULE 40 FITTINGS TO BE SOLVENT CEMENTED (4" PVC NOT PROVIDED BY ADS). )NCRETE COLLAR NOT REQUIRED ,R UNPAVED APPLICATIONS T NYLOPLAST INSPECTION PORT BODY (PART# 2708AG41PKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER q^ (100 rum) SCHED40PVC 4" (100 rum) q" (100 rum) SCHED40PVC SCHED 40 PVC 1 COUPLING 4" (100 rum) 8„ SCHED40PVC (200 mm) CORE 4.5" (114 rum) 9 HOLE IN CHAMBER (4.5" HOLE SAW REQ'D) ANY VALLEY LOCATION CONNECTION DETAIL NTS PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) \� "TO BOTTOM OF FLEXIBLEPAVEMENT.FORUNP'A D D \\\� j�INSTALLATIONSWHERE RUTTING FROM VEHICLES MAY OCCURI`�) MC-4500-7.0, 2.1 m MAX (�` II 911�ill /�II��O INCREASE COVER TO 3D' p50 rum). _ -.p��i MC-4500-24"(BOO mm)MIN ( ) " '� '� - - - - MC-3500 - 18" (450 rum) MIN MC-3500 - 8.0' (2.4 m) MAX O12" (300 rum) MIN MC-4500 - 60" (1525 rum) MC-3500 - 41 (1140 rum) =III=111=_=111=III III=III=III=11H=111=III=III=III=III=III=1h =11 DEPTH OF STONE TO BE DETERMINED I�-�t=1�-1L-=11I-1L-fit �t�it-lll--11I-1ll-) -lll- I BY SITE DESIGN ENGINEER 9" 2 ) I III-III=III-III I -III -III -III -I I -III II-III-III=111i III -III -II Illr_ (30 rum MIN MC-4500 - 9" (230 mm) MIN MC-4500 - 100" (2540 rum) 12" (300 mm) MIN MC-3500 - 6" (150 mm) MIN MC-3500 - 77" (1950 mm) 61 NOTES. Table 2 - Maximum Allowable Construction Vehicle Loads' 1. 36" (900 mm) of stabilized cover materials over the chambers is required for full dump truck travel and dumping. 2. During paving operations, dump truck axle loads on 24" (6OOmm) of cover may be necessary. Precautions should be taken to avoid rutting of the road base layer, to ensure that compaction requirements have been met, and that a minimum of 24" (600 mm) of cover exists over the chambers. Contact StormTech for additional guidance on allowable axle loads during paving. 3. Ground pressure for track dozers is the vehicle operating weight divided by total ground contact area for both tracks. Excavators will exert higher ground pressures based on loaded bucket weight and boom extension. 4. Mini -excavators (<8,OOO/bs/3,628 kg) can be used with at least 12" (300 mm) of stone over the chambers and are limited by the maximum ground pressures in Table 2 based on a full bucket at maximum boom extension. 5. StormTech does not require compaction of initial fill at 18" (450 mm) of cover. However, requirements by others for 6" (150 mm) lifts may necessitate the use of small compactors at 18" (450 mm) of cover. 6. Storage of materials such as construction materials, equipment, spoils, etc, should not be located over the StormTech system. The use of equipment over the StormTech system not covered in Table 2 (ex. soil mixing equipment, cranes, etc) is limited. Please contact StormTech for more information. Z Allowable track loads based on vehicle travel only. Excavators shall not operate on chamber beds until the total backfill reaches 3 feet (900 mm) over the entire bed.Excavators shall not operate on chamber beds until the total backfill reaches 3 feet (900 mm) over the entire bed. ADS "Terms and Conditions of Sale" are available on the ADS website, www.ads-pipe.com. Advanced Drainage Systems, the ADS logo, and the green stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® and the Isolator® Row are registered trademarks of StormTech, Inc. #10816 05/19 CS ©2019 Advanced Drainage Systems, Inc. Fill Depth Maximum Allowable Wheel Loads Maximum Allowable Track Loads' Maximum Allowable Roller Loads Material Location over Chambers in. [mm] Max Axle Load for Trucks Max Wheel Load for Loaders Track Max Ground Max Drum Weight ®Final Fill 36" [900] 32,000 [142] 16,000 [71] 12" [306J 3420 [164] 38,000 [169] Material Compacted 18" [457] 2350 [113] 24" [610] 1850 [89] 30" V62] 1510 V2] 36" [9141 1310 63 24" [600] 32,000 [142] 16,000 [71] 12" [305] 2480 [119] 20,000 [89] ©Initial Fill Material Compacted 18" [457] 1770 [85] 24" [610] 1430 [68] 30" [762] 1210 [58] 36" [914] 1070 [51 ] 24" [600] 24,000 [107] 12,000 [53] 12" [305] 2245 [107] 16,000 V1] Loose/Dumped 18" [457J 1625 [78] 24" [610] 1325 [63] 30" V62] 1135 [54] 36" [914] 1010 [48] 18" [450] 24,000 [107] 12,000 [53] 12" [305] 2010 [96] 5,000 [22] 18" [45T 1480 [71 ] (static loads only)5 24" [610] 1220 [58] 30" V62] 1060 [51 ] ®Embedment 12" [300] NOTALLOWED NOTALLOWED 12" [305] 1100 [53] NOT ALLOWED Stone 18" [45T 715 [34] 24" [610] 660 [32] 30" [7621 580 28 6" [150] NOTALLOWED NOTALLOWED NOTALLOWED NOTALLOWED NOT ALLOWED Table 3 - Placement Methods and Descriptions Material Location Placement Methods/ 11 heel Load Aestrictions lracK Load Nestrictions Aoller Load Fiestrictions OD Final Fill A variety of placement methods may be 36" (900 mm) minimum Dozers to push parallel to Roller travel parallel to rows Material used. All construction loads must not cover required for dump rows." only until 36" (900 mm) exceed the maximum limits in Table 2. trucks to dump over compacted cover is chambers. reached. ©Initial Fill Excavator positioned off bed recommended. Asphalt can be dumped into Small LGP track dozers & skid Use dynamic force of roller Material Small excavator allowed over paver when compacted loaders allowed to grade cover only after compacted fill chambers. Small dozer allowed. pavement subbase reaches stone with at least 12" (300 mm) depth reaches 24" (600 mm) 24" (600 mm) above top of stone under tracks at all times. over chambers. Roller travel chambers. Equipment must push parallel parallel to chamber rows only. to rows at all times. ® Embedment No equipment allowed on bare chambers. No wheel loads allowed. No tracked equipment is No rollers allowed. Stone Use excavator or stone conveyor Material must be placed allowed on chambers until positioned off bed or on foundation outside the limits of the a min. 12" (300 mm) cover stone to evenly fill around all chambers chamber bed. stone is in place. to at least the top of chambers. ® Foundation No StormTech restrictions. Contractor responsible for any conditions or requirements by others relative to subgrade bearing Stone capacity, dewatering or protection of subgrade. Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 6 17.0 Standard Limited Warranty STANDARD LIMITED WARRANTY OF STORMTECH LLC ("STORMTECH"): PRODUCTS (A) This Limited Warranty applies solely to the StormTech (F) chambers and end plates manufactured by StormTech and sold to the original purchaser (the "Purchaser"). The chambers and end plates are collectively referred to as the "Products." (B) The structural integrity of the Products, when installed strictly in accordance with StormTech's written installation instructions at the time of installation, are warranted to the Purchaser against defective materials and workmanship for one (1) year from the date of purchase. Should a defect appear in the Limited Warranty period, the Purchaser shall provide StormTech with written notice of the alleged defect at StormTech's corporate headquarters within ten (10) days of the discovery of the defect. The notice shall describe the alleged defect in reasonable detail. StormTech agrees to supply replacements for those Products determined by StormTech to be defective and covered by this Limited Warranty. The supply of replacement products is the sole remedy of the Purchaser for breaches of this Limited Warranty. StormTech's liability specifically excludes the cost of removal and/or installation of the Products. (C) THIS LIMITED WARRANTY IS EXCLUSIVE. THERE ARE NO OTHER WARRANTIES WITH RESPECT TO THE PRODUCTS, INCLUDING NO IMPLIED WARRANTIES OF MERCHANTABILITY OR OF FITNESS FOR A PARTICULAR PURPOSE. (D) This Limited Warranty only applies to the Products when the Products are installed in a single layer. UNDER NO CIRCUMSTANCES, SHALL THE PRODUCTS BE INSTALLED IN A MULTI -LAYER CONFIGURATION. (E) No representative of StormTech has the authority to change this Limited Warranty in any manner or to extend this Limited Warranty. This Limited Warranty does not apply to any person other than to the Purchaser. .StormTech— Under no circumstances shall StormTech be liable to the Purchaser or to any third party for product liability claims; claims arising from the design, shipment, or installation of the Products, or the cost of other goods or services related to the purchase and installation of the Products. For this Limited Warranty to apply, the Products must be installed in accordance with all site conditions required by state and local codes; all other applicable laws; and StormTech's written installation instructions. (G) THE LIMITED WARRANTY DOES NOT EXTEND TO INCIDENTAL, CONSEQUENTIAL, SPECIAL OR INDIRECT DAMAGES. STORMTECH SHALL NOT BE LIABLE FOR PENALTIES OR LIQUIDATED DAMAGES, INCLUDING LOSS OF PRODUCTION AND PROFITS; LABOR AND MATERIALS; OVERHEAD COSTS; OR OTHER LOSS OR EXPENSE INCURRED BY THE PURCHASER OR ANY THIRD PARTY. SPECIFICALLY EXCLUDED FROM LIMITED WARRANTY COVERAGE ARE DAMAGE TO THE PRODUCTS ARISING FROM ORDINARY WEAR AND TEAR; ALTERATION, ACCIDENT, MISUSE, ABUSE OR NEGLECT; THE PRODUCTS BEING SUBJECTED TO VEHICLE TRAFFIC OR OTHER CONDITIONS WHICH ARE NOT PERMITTED BY STORMTECH'S WRITTEN SPECIFICATIONS OR INSTALLATION INSTRUCTIONS; FAILURE TO MAINTAIN THE MINIMUM GROUND COVERS SET FORTH IN THE INSTALLATION INSTRUCTIONS; THE PLACEMENT OF IMPROPER MATERIALS INTO THE PRODUCTS; FAILURE OF THE PRODUCTS DUE TO IMPROPER SITING OR IMPROPER SIZING; OR ANY OTHER EVENT NOT CAUSED BY STORMTECH. A PRODUCT ALSO IS EXCLUDED FROM LIMITED WARRANTY COVERAGE IF SUCH PRODUCT IS USED IN A PROJECT OR SYSTEM IN WHICH ANY GEOTEXTILE PRODUCTS OTHER THAN THOSE PROVIDED BY ADVANCED DRAINAGE SYSTEMS ARE USED. THIS LIMITED WARRANTY REPRESENTS STORMTECH'S SOLE LIABILITY TO THE PURCHASER FOR CLAIMS RELATED TO THE PRODUCTS, WHETHER THE CLAIM IS BASED UPON CONTRACT, TORT, OR OTHER LEGAL THEORY. StormTech® Detention • Retention • Water Quality An 111111111 company ULLLMA 20 Beaver Road, Suite 104 Wethersfield Connecticut 06109 888.892.2694 fax 866.328.8401 www.stormtech.com Lllll���lLY�� GEOSYNTHETICS ADS GEOSYNTHETICS 0601T NONWOVEN GEOTEXTILE Scope This specification describes ADS Geosynthetics 6.0 oz (0601T) nonwoven geotextile. Filter Fabric Requirements ADS Geosynthetics 6.0 oz (0601T) is a needle -punched nonwoven geotextile made of 100% polypropylene staple fibers, which are formed into a random network for dimensional stability. ADS Geosynthetics 6.0 oz (0601T) resists ultraviolet deterioration, rotting, biological degradation, naturally encountered basics and acids. Polypropylene is stable within a pH range of 2 to 13. ADS Geosynthetics 6.0 oz (0601T) conforms to the physical property values listed below: Filter Fabric Properties PROPERTY TEST METHOD UNIT M.A.R.V. (Minimum Average Roll Value) Weight (Typical) ASTM D 5261 oz/yd2 (g/m2) 6.0(203) Grab Tensile ASTM D 4632 Ibs (kN) 160 (0.711) Grab Elongation ASTM D 4632 % 50 Trapezoid Tear Strength ASTM D 4533 Ibs (kN) 60 (0.267) CBR Puncture Resistance ASTM D 6241 Ibs (kN) 410 (1.82) Permittivity* ASTM D 4491 secs 1.5 Water Flow* ASTM D 4491 gpm/ft2 (1/min/m2) 110 (4480) AOS* ASTM D 4751 US Sieve (mm) 70 (0.212) UV Resistance ASTM D 4355 %/hrs 70/500 PACKAGING Roll Dimensions (W x L) — ft 12.5 x 360 / 115000 300 Square Yards Per Roll 500 Estimated Roll Weight — Ibs 195 " At the time of manufacturing. Handling may change these properties. ADS 'Terms and Conditions of Sale" can be found on the ADS website, www.ads-pipe.com Advanced Drainage Systems and the ADS logo is a registered trademark of Advanced Drainage Systems, Inc. ©Advanced Drainage Systems, Inc. #0601T 02/12 Lllll���lLY�� GEOSYNTHETICS ADS GEOSYNTHETICS 315W WOVEN GEOTEXTILE Scope This specification describes ADS Geosynthetics 315W woven geotextile. Filter Fabric Requirements ADS Geosynthetics 315W is manufactured using high tenacity polypropylene yarns that are woven to form a dimensionally stable network, which allows the yarns to maintain their relative position. ADS Geosynthetics 315W resists ultraviolet deterioration, rotting and biological degradation and is inert to commonly encountered soil chemicals. ADS Geosynthetics 315W conforms to the physical property values listed below: Filter Fabric Properties PROPERTY TEST METHOD ENGLISH M.A.R.V. (Minimum Average Roll Value) METRIC M.A.R.V. (Minimum Average Roll Value) Tensile Strength (Grab) ASTM D-4632 315 Ibs 1400 N Elongation ASTM D-4632 15% 15% CBR Puncture ASTM D-6241 900 Ibs 4005 N Puncture ASTM D-4833 150 Ibs 667 N Mullen Burst ASTM D-3786 600 psi 4134 kPa Trapezoidal Tear ASTM D-4533 120 Ibs 533 N UV Resistance (at 500 hrs) ASTM D-4355 70% 70% Apparent Opening Size (AOS)* ASTM D-4751 40 US Std. Sieve 0.425 mm Permittivity ASTM D-4491 .05 sec' .05 sec' Water Flow Rate ASTM D-4491 4 gpm/ft2 163 I/min/m2 Roll Sizes 12.5'x360' 15.0' x 300' 17.5'x258' 3.81 mx109.8m 4.57 m x 91.5 m 5.33mx78.6m "Maximum average roll value. ADS 'Terms and Conditions of Sale" can be found on the ADS website, www.ads-r)ipe.com Advanced Drainage Systems and the ADS logo is a registered trademark of Advanced Drainage Systems, Inc. ©Advanced Drainage Systems, Inc. #315W 02/12 BAYFILTERTM STORMWATER FILTRATION SYSTEM With over eight years in research and development, the BayFilter is the most efficient, effective, economical, and easy -to -use stormwater treatment filter on the market today. A BayFilter system may be a single cartridge or multiple cartridges to satisfy any treatment flow requirement. Utilizing concrete (manholes, pre -cast, or cast -in -place) vaults, an easy -to -handle cartridge design, a proven mixed media filter, and a proprietary spiral wrapped layered construction, BayFilter removes very fine sediment and nutrient pollutants at an astounding maximum flow of 45 GPM per cartridge. The vertically spiralled layered design maximizes flow rates and filter media area for the most effective stormwater treatment, while up -flow filtration allows for BayFilter's unique hydrodynamic backwash cleansing process. This process dislodges pollutants and restores the porosity of the mixed media filter. Dedicated drain -down devices assure no standing water between storms. FEATURES: The most effective filtration offers enhanced pollution prevention which is providing cleaner stormwater runoff. BayFilter systems remove greater than 85% Total Suspended Solids (TSS) and 65% of turbidity Easy to specify, install, and maintain Available in different configurations (manhole filter, precast vault filter, cast -in -place vault filter, and catch basin filter) Systems are fully customizable BayFilter with enhanced media is capable of removing 65% of the total phosphorus load. Cartridges may be recycled Internal drain -down cartridge feature is built into the filter, allowing manhole/vault to empty even after siphon has broken and cartridges are not engaged Excellent abrasion and corrosion resistance BAYSAVER TECH N O L O G I ES" BENEFITS: Reduced life cycle costs Customizable systems meet the needs of each specific project Low maintenance costs Reduces mosquitoes and other diseases from breeding within the system Prevents system from becoming anaerobic during dry periods BA T E C BAYFILTER STORMWATER FILTRATION SYSTEM SPECIFICATIONS Products Internal Components: All components including concrete structure(s), PVC manifold piping and filter cartridges, shall be provided by BaySaver Technologies LLC, 1030 Deer Hollow Drive, Mount Airy, MD (800.229.7283). PVC Manifold Piping: All internal PVC pipe and fittings shall meet ASTM D1785. Manifold piping shall be provided to the contractor partially pre-cut and pre -assembled. Filter Cartridges: External shell of the filter cartridges shall be substantially constructed of polyethylene or equivalent material acceptable to the manufacturer. Filtration media shall be arranged in a spiral layered fashion to maximize available filtration area. An orifice plate shall be supplied with each cartridge to restrict the flow rate to a maximum of 45 gpm. Filter Media: Filter media shall be by BaySaver Technologies LLC and shall consist of the following mix: a blend of Zeolite, Perlite and Activated Alumina. Precast Concrete Vault: Concrete structures shall be provided according to ASTM C. The materials and structural design of the devices shall be per ASTM C478, C857 and C858. Precast concrete shall be provided by BaySaver Technologies, LLC. Performance The stormwater filter system is capable of treating 100% of the required treatment flow at full sediment load conditions. The stormwater filter system's cartridge units shall have no moving parts. The stormwater treatment unit shall be designed to remove at least 85% of total suspended solids, 65% of total phosphorus, 65% of turbidity, 60% of total copper and 60% of total zinc based on field data collected in compliance with the Technology Acceptance Reciprocity Partnership Tier II test protocol. The stormwater filtration system shall reduce incoming turbidity (measured as NTUs) by 65% or more and shall not have any components that leach nitrates or phosphates. The stormwater filtration cartridge shall be equipped with a hydrodynamic backwash mechanism to extend the filter's life and optimize its performance. The stormwater filtration system shall be designed to remove a minimum of 65% of the incoming Total Phosphorus (TP) load. The stormwater filtration system's cartridge units shall have a treated sediment capacity for 80% TSS removal between 150-350 lbs. Installation Installation of the BayFilter System(s) shall be performed per manufacturer's Installation Instructions. For more information on BayFilter Stormwater Filtration System and other products, please contact our Customer Service Representatives at 1-800-229-7283. YSAVER HN0L0GIES® -t- BAYFI LTER'm INSTALLATION MANUAL Note: BayFilters are not recommended to be used as erosion control during site construction operations. BayFilters should remain offline or uninstalled until site stabilization has occurred. Please contact your local ADS or BaySaver representative if you should have any questions. 1. Contact utility locator to mark any nearby underground utilities and make sure it is safe to excavate. 2. Reference the site plan and stake out the location of the BayFilter manhole/vault. 3. Excavate the hole, providing any sheeting and shoring necessary to comply with all federal, state and local safety regulations. 4. Level the subgrade to the proper elevation. Verify the elevation against the manhole/vault dimensions, the invert elevations, and the site plans. Adjust the base aggregate, if necessary. 5. Have the soil bearing capacity verified by a licensed engineer for the required load bearing capacity. On solid subgrade, set the first section of the BayFilter manhole/vault. 6. Check the level and elevation of the first section to ensure it is correct before adding any riser sections. 7. If additional section(s) are required, add a watertight seal to the first section of the BayFilter manhole/vault. Set additional section(s) of the manhole/vault, adding a watertight seal to each joint. 8. Install the outlet pipe in BayFilter manhole/vault. 9. Install the inlet pipe to the BayFilter manhole/vault. 10. Install the trolley system (if applicable). a. Attach the mounting brackets to the track. b. Each track is split in sections. The length and number of sections vary depending on the vault. It is generally better to start installing longer track sections first. Hold a section in place and align the top of the brackets with the ceiling of the vault. Mark the center of the hole in each bracket and remove the track. c. Using a hammer drill and 1/4" (6 mm) bit, drill a hole approximately 3" (76 mm) deep at each mark. d. Hold the track back in place and realign the brackets with the holes. Place a plastic spacer block behind each bracket and using the supplied 1/4" (6 mm) x 31/4" (83 mm) anchor bolts mount the track in place. Only install one section of track at this stage. Modular Vault Assembly Vault End Section Trolley System o 4% e. Repeat this procedure on the opposite wall of the vault directly across from the first section. f. Bolt the 4 trolleys to the aluminum I-beam as shown in the attached diagram. Make sure that the wheels for each trolley are mounted an equal distance from the top of the I-beam. g. Lift the I-beam in to place and insert the trolleys in to the track. Using the supplied couplers, install the second sections of track via the same procedure. Continue until the track runs the length of the vault or as designed. 11.Install the PVC manifold. Glue all PVC joints with the exception of the BayFilter cartridge coupling. See Parts List drawing. 12. After the site has stabilized, remove any accumulated sediment or debris from the vault. 13.Install the Bayfilter Vertical Drain Down Modules (VDDM) to the manifold system (if applicable). 14. Install a row of flow disks and the BayFilter cartridges. Place each cartridge so the handle points across the vault. Make sure the air valve is on the side closer to the outlet. 15. Place one full set of one Hold Down Bar and two Retainer Brackets into place. Mark and drill two 5/8" holes for each bracket. After fully anchoring Retainer Brackets, place the left end of the Hold Down Bar in position. Slide right end into bracket and secure with U-Bolt. 16. Repeat steps 14 and 15 for each set of BayFilter Cartridges and Hold Down Bar until the whole system is installed. See Parts List drawing for Hold Down Bar placement. Tool List • PVC glue and primer • Crane/lifting mechanism to lower the cartridges in the vault (each cartridge weighs 230-350 Ibs (104-159)) • Screwdriver or nut driver for Fernco° couplers • Hammer and soft blow hammer • Saw (in case PVC Sch 40 piping length needs to be adjusted) • Hammer drill • 1/4" (6 mm) and 5/8" (16 mm) concrete drill bit • 3/4" (19 mm) wrench For more information please see the BaySaver website at www.baysaver.com or contact 1-800-229-7283. Filter Tee Drain Down Module 0! !TiK I -A Flow Disk Hold Down Bar and Bracket Filter Placement Chain Hoist System BayFilter Vault Overview Vault Internal Assembly BAYFILTERTM STORMWATER FILTRATION SYSTEM oNM• i o� s PqPAT • Superior Treatment Flow: Up to 45 GPM per cartridge for smaller, more economical systems. • Outstanding Service Life: One BayFilter 545 cartridge captures 262 pounds of sediment (out of 315 pounds loaded during testing). • Sustained Performance: The BayFilter 545 demonstrated an average sediment removal efficiency of 83.1% over the course of 70 test runs. FEATURES: BAYSAVER TECH N O L O G I ES" • TSS removal efficiency greater than 80% • Mean phosphorus reduction of 64% • Maintenance was not required during the 18 month evaluation. • BayFilter awarded General Use Level Designation for Basic (TSS) and Phosphorus Treatment • BayFilter offers enhanced pollutant removal for cleaner stormwater runoff. • BayFilter systems remove greater than 80% Total Suspended Solids (TSS) and 65% of turbidity • Easy to specify, install, and maintain • Available in different configurations (manhole filter, precast vault filter, cast -in -place vault filter, and catch basin filter) • Systems are fully customizable • BayFilter with enhanced media is capable of removing 65% of the total phosphorus load. • Cartridges may be recycled • A drain -down module is integrated into the effluent manifold system, allowing manhole/vault to empty even after siphon has broken and the cartridges are not engaged. • Outstanding flow rate and sediment capture make BayFilter a great choice for both flow -based and volume -based designs. For more information on BayFilter Stormwater Filtration System and other products, please contact our Customer Service Representatives at 1-800-229-7283. PROJECT ENGINEERED KINFORMATION ZNOASSIST� ffl!;[j] PRODUCT 240 463 0124 °y'SbOh1hT�L1 MANAGER: JAMES.CLARK@ADS-PIPE.COM FOR STORMTECH ADS SALES REP: MIKE GREEN 304-240-0082 L!LLLnLLFA!wql INSTRUCTIONS, DOWNLOAD THE a ■ ■ MIKE.GREEN@ADS-PIPE.COM CR) INSTALLATION APP ■ PROJECT NO: IS150496 ADVANCED DRAINAGE SYSTEMS, INC. ECOVILLAGE CHARLOTTESVILLE, VA MC-4500 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH MC-4500. 2. CHAMBERS SHALL BE ARCH -SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT -MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101. 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG -DURATION DEAD LOADS AND 2) SHORT -DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: • THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. • THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. • THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-4500 CHAMBER SYSTEM 1. STORMTECH MC-4500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE -CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: • STONESHOOTER LOCATED OFF THE CHAMBER BED. • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. • BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS. 8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3 OR #4. 9. STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVER DIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS. 10. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. 11. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 12. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 2. THE USE OF EQUIPMENT OVER MC-4500 CHAMBERS IS LIMITED: • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. • NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE". 3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. ©2013 ADS, INC. BAYSAVER BAYFILTER SPECIFICATIONS PRODUCTS A. INTERNAL COMPONENTS: ALL COMPONENTS INCLUDING CONCRETE STRUCTURE(S), PVC MANIFOLD PIPING AND FILTER CARTRIDGES, SHALL BE PROVIDED BY BAYSAVER TECHNOLOGIES LLC, 1030 DEER HOLLOW DRIVE, MOUNT AIRY, MD (800.229.7283). B. PVC MANIFOLD PIPING: ALL INTERNAL PVC PIPE AND FITTINGS SHALL MEET ASTM D1785. MANIFOLD PIPING SHALL BE PROVIDED TO THE CONTRACTOR PARTIALLY PRE-CUT AND PRE -ASSEMBLED. C. FILTER CARTRIDGES: EXTERNAL SHELL OF THE FILTER CARTRIDGES SHALL BE SUBSTANTIALLY CONSTRUCTED OF POLYETHYLENE OR EQUIVALENT MATERIAL ACCEPTABLE TO THE MANUFACTURER. FILTRATION MEDIA SHALL BE ARRANGED IN A SPIRAL LAYERED FASHION TO MAXIMIZE AVAILABLE FILTRATION AREA. AN ORIFICE PLATE SHALL BE SUPPLIED WITH EACH CARTRIDGE TO RESTRICT THE FLOW RATE TO A MAXIMUM OF 45 GPM. D. FILTER MEDIA: FILTER MEDIA SHALL BE BY BAYSAVER TECHNOLOGIES LLC AND SHALL CONSIST OF THE FOLLOWING MIX: A BLEND OF ZEOLITE, PERLITE AND ACTIVATED ALUMINA. E. PRECAST CONCRETE VAULT: CONCRETE STRUCTURES SHALL BE PROVIDED ACCORDING TO ASTM C. THE MATERIALS AND STRUCTURAL DESIGN OF THE DEVICES SHALL BE PER ASTM C478, C857 AND C858. PRECAST CONCRETE SHALL BE PROVIDED BY BAYSAVER TECHNOLOGIES. LLC. PERFORMANCE A. THE STORMWATER FILTER SYSTEM SHALL BE AN OFFLINE DESIGN CAPABLE OF TREATING 100% OF THE REQUIRED TREATMENT FLOW AT FULL SEDIMENT LOAD CONDITIONS. B. THE STORMWATER FILTER SYSTEM'S CARTRIDGES SHALL HAVE NO MOVING PARTS. C. THE STORMWATER TREATMENT UNIT SHALL BE DESIGNED TO REMOVE AT LEAST 85% OF SUSPENDED SOLIDS, 65% OF TOTAL PHOSPHORUS, 65% OF TURBIDITY, 40% OF TOTAL COPPER, AND 40% OF TOTAL ZINC BASED ON FIELD DATA COLLECTED IN COMPLIANCE WITH THE TECHNOLOGY ACCEPTANCE RECIPROCITY PARTNERSHIP TIER II TEST PROTOCOL. D. THE STORMWATER FILTRATION SYSTEM SHALL REDUCE INCOMING TURBIDITY (MEASURED AS NTUs) BY 50% OR MORE AND SHALL NOT HAVE ANY COMPONENTS THAT LEACH NITRATES OR PHOSPHATES. E. THE STORMWATER FILTRATION CARTRIDGE SHALL BE EQUIPPED WITH A HYDRODYNAMIC BACKWASH MECHANISM TO EXTEND THE FILTER'S LIFE AND OPTIMIZE ITS PERFORMANCE. F. THE STORMWATER FILTRATION SYSTEM SHALL BE DESIGNED TO REMOVE A MINIMUM OF 65% OF THE INCOMING TOTAL PHOSPHORUS (TP) LOAD. G. THE STORMWATER FILTRATION SYSTEM'S CARTRIDGES SHALL HAVE A TREATED SEDIMENT CAPACITY FOR 80% TSS REMOVAL BETWEEN 150-350 LBS. BAYFILTER MAINTENANCE THE BAYFILTER SYSTEM REQUIRES PERIODIC MAINTENANCE TO CONTINUE OPERATING AT ITS PEAK EFFICIENCY DESIGN. THE MAINTENANCE PROCESS COMPRISES THE REMOVAL AND REPLACEMENT OF EACH BAYFILTER CARTRIDGE AND THE CLEANING OF THE VAULT OR MANHOLE WITH A VACUUM TRUCK. FOR BEST RESULTS, BAYFILTER MAINTENANCE SHOULD BE PERFORMED BY A CERTIFIED MAINTENANCE CONTRACTOR. A QUICK CALL TO AN ADS ENGINEER OR CUSTOMER SERVICE REPRESENTATIVE WILL PROVIDE YOU WITH A LIST OF RELIABLE CONTRACTORS IN YOUR AREA. WHEN BAYFILTER IS INITIALLY INSTALLED, WE RECOMMEND THAT AN INSPECTION BE PERFORMED ON THE SYSTEM IN THE FIRST SIX (6) MONTHS. AFTER THAT, THE INSPECTION CYCLE TYPICALLY FALLS INTO A BIANNUAL PATTERN GIVEN NORMAL STORM OCCURRENCE AND ACTUAL SOLIDS LOADS. WHEN BAYFILTER EXHIBITS FLOWS BELOW DESIGN LEVELS, THE SYSTEM SHOULD BE INSPECTED AND MAINTAINED AS SOON AS PRACTICAL. REPLACING A BAYFILTER CARTRIDGE SHOULD BE CONSIDERED AT OR ABOVE THE LEVEL OF THE MANIFOLD. MAINTENANCE PROCEDURES 1. REMOVE THE MANHOLE COVERS AND OPEN ALL ACCESS HATCHES. 2. BEFORE ENTERING THE SYSTEM MAKE SURE THE AIR IS SAFE PER OSHA STANDARDS OR USE A BREATHING APPARATUS. USE LOW 02, HIGH CO, OR OTHER APPLICABLE WARNING DEVICES PER REGULATORY REQUIREMENTS. 3. USING A VACUUM TRUCK, REMOVE ANY LIQUID AND SEDIMENTS THAT CAN BE REMOVED PRIOR TO ENTRY. 4. USING A SMALL LIFT OR THE BOOM OF THE VACUUM TRUCK, REMOVE THE USED CARTRIDGES BY LIFTING THEM OUT. 5. ANY CARTRIDGES THAT CANNOT BE READILY LIFTED CAN BE EASILY SLID ALONG THE FLOOR TO A LOCATION THEY CAN BE LIFTED VIA A BOOM LIFT. 6. WHEN ALL THE CARTRIDGES HAVE BEEN REMOVED, IT IS NOW PRACTICAL TO REMOVE THE BALANCE OF THE SOLIDS AND WATER. LOOSEN THE STAINLESS CLAMPS ON THE FERNCO COUPLINGS FOR THE MANIFOLD AND REMOVE THE DRAINPIPES AS WELL. CAREFULLY CAP THE MANIFOLD AND THE FERNCO'S AND RINSE THE FLOOR, WASHING AWAY THE BALANCE OF ANY REMAINING COLLECTED SOLIDS. 7. CLEAN THE MANIFOLD PIPES, INSPECT, AND REINSTALL. 8. INSTALL THE EXCHANGE CARTRIDGES AND CLOSE ALL COVERS. 9. THE USED CARTRIDGES MUST BE SENT BACK TO ADS FOR EXCHANGE/RECYCLING AND CREDIT ON UNDAMAGED UNITS. BAYFILTER INSTALLATION NOTES 1. CONTACT UTILITY LOCATOR TO MARK ANY NEARBY UNDERGROUND UTILITIES AND MAKE SURE IT IS SAFE TO EXCAVATE. 2. REFERENCE THE SITE PLAN AND STAKE OUT THE LOCATION OF THE BAYFILTER VAULT. 3. EXCAVATE THE HOLE, PROVIDING ANY SHEETING AND SHORING NECESSARY TO COMPLY WITH ALL FEDERAL, STATE AND LOCAL SAFETY REGULATIONS. 4. LEVEL THE SUB —GRADE TO THE PROPER ELEVATION. VERIFY THE ELEVATION AGAINST THE MANHOLE DIMENSIONS, THE INVERT ELEVATIONS, AND THE SITE PLANS. ADJUST THE BASE AGGREGATE, IF NECESSARY. 5. HAVE THE SOIL BEARING CAPACITY VERIFIED BY A LICENSED/ENGINEER FOR THE REQUIRED LOAD BEARING CAPACITY. ON SOLID SUB —GRADE, SET THE FIRST SECTION OF THE BAYFILTER PRE —CAST VAULT. 6. CHECK THE LEVEL AND ELEVATION OF THE FIRST SECTION TO ENSURE IT IS CORRECT BEFORE ADDING ANY RISER SECTIONS. 7. IF ADDITIONAL SECTION(S) ARE REQUIRED, ADD A WATERTIGHT SEAL TO THE FIRST SECTION OF THE BAYFILTER VAULT. SET ADDITIONAL SECTION(S) OF THE VAULT, ADDING A WATERTIGHT SEAL TO EACH JOINT. 8. INSTALL THE PVC OUTLET MANIFOLD. 9. INSTALL THE PVC OUTLET PIPE IN BAYFILTER VAULT. 10. INSTALL THE INLET PIPE TO THE BAYFILTER VAULT. 11. AFTER THE SITE IS STABILIZED, REMOVE ANY ACCUMULATED SEDIMENT OR DEBRIS FROM THE VAULT AND INSTALL THE FLOW DISKS, DRAINDOWN MODULES (IF APPLICABLE), AND THE BAYFILTER CARTRIDGES. 12. PLACE FULL SET OF HOLD DOWN BARS AND BRACKETS INTO PLACE. ©2013 ADS, INC. PROPOSEDLAYOUT 32 STORMTECH MC-4500 CHAMBERS 4 STORMTECH MC-4500 END CAPS 12 STONE ABOVE (in) 30 STONE BELOW (in) 40 % STONE VOID 7027 INSTALLED SYSTEM VOLUME (CF) ABOVE ELEVATION 405.50 (PERIMETER STONE INCLUDED) 1632 SYSTEM AREA (ft2) 203 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS 419.00 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 414.50 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 414.00 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 414.00 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 414.00 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 413.00 TOP OF STONE 412.00 TOP OF MC-4500 CHAMBER 409.73 15" TOP MANIFOLD INVERT 407.19 24" ISOLATOR ROW CONNECTION INVERT 407.16 18" BOTTOM MANIFOLD INVERT 407.00 BOTTOM OF MC-4500 CHAMBER 405.50 UNDERDRAIN INVERT 404.50 BOTTOM OF STONE 15" X 15" ADS N-12 TOP MANIFOLD INVERT 32.72" ABOVE CHAMBER BASE (SEE NOTES) NOTES • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE. • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. • THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE -SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. • THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE RETAINING WALL AND CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON THE RETAINING WALL'S INTEGRITY. PLACE MINIMUM 17.5' OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER) BAYFILTER WQU AS SPECIFIED (SEE SHEET 4 FOR DETAILS) 18" CORED END CAP, PART# MC450OREPE18TC OR ® o MC450OREPE18TW TYP OF ALL MC-4500 18" TOP CONNECTIONS 3 18" X 18" ADS N-12 BOTTOM MANIFOLD INVERT 1.97" ABOVE CHAMBER BASE Y 3 (SEE NOTES) o 0 CV I !� o M m w L =" N O O m O O Q N O mO N c+� Z STRUCTURE PER PLAN INSPECTION PORT PROPOSED STRUCTURE W/WEIR < _ W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 5.5 CFS w O MAXIMUM INLET FLOW 3.5 CFS ISOLATOR ROW (DESIGN BY ENGINEER / PROVIDED BY OTHERS) D 0 (DESIGN BY ENGINEER / PROVIDED BY OTHERS) (SEE DETAIL) H Q O J � J 24" CORED END CAP, PART# MC450OREPE24BC OR MC450OREPE24BW _ TYP OF ALL MC-4500 24" BOTTOM CONNECTIONS AND ISOLATOR ROWS 69.52' 81.52' �¢ �o J z � o O � a SHEET 3 OF 7 24" SOLID LID CONTROL WEIR (DESIGN BY ENGINEER) 18" INLET PIPE 11.17' [134.04"] 10.50' 10.02' [126104"] [120.24"] 4.33' } [51.969 2.67' - [32.04"] 18" OUTLET PIPE J 6" INLET PIPE 6" INLET ORIFICE TROLLEY — 36" SOLID LID 414.0± 412.85 WQv (TBD BY ENGINEER) MEW '------ TBD BY ENGINEER STEPS (TYP) j 530 BAYFILTER CARTRIDGE (TYP) - -- - ---- --------------------- - :----------- 407.16 - — -o— -- — o- — ---- -- 405.50 [PROPOSED] 4" PVC OUTLET MANIFOLD 4" PVC TEE W/ FLOWDISK (TYP) 4" FLEXIBLE COUPLER SECTION A -A SCALE: 1/4" = 1' THE OUTLET INVERT NEEDS TO BE LOWERED FOR THE BAYFILTER TO FUNCTION. THE DESIGN ENGINEER MUST CHECK THIS PROPOSED INVERT MODIFICATION TO ENSURE THE PROJECT'S DESIGN REQUIREMENTS ARE MET. BAYFILTER 530 BAYFILTER 0�/ BF-1 OUTLET PIPE 6-8-3 AIR RELEASE VALVE WATER QUALITY VOLUME 6,924 CIF DRAINAGE AREA POLYM CARTRIDGE DESIGN VOLUME 2500 CIF INLET D M MEDI OUTLET D M LOUTLET • ORIFICE • / / i1 / �IINLET P _ .,.,,� # BAYFILTER CARTRIDGES 1 3 CAPTURED SEDIMENT CAPACITY' 1 786 LBS I THE BAYFILTER STORMWATER MANAGEMENT SYSTEM IS A NTROL STORMWATER FILTRATION DEVICE DESIGNED TO REMOVE FINE SEDIMENTS, HEAVY METALS, AND PHOSPORUS. THE BAYFILTER SYSTEM RELIES ON A SPIRAL WOUND MEDIA FILTER CARTRIDGE WITH APPROXIMATELY 90 SQUARE FEET OF FILTRATION AREA. THE TE FILTER CARTRIDGES ARE HOUSED IN A CONCRETE STRUCTURE THAT EVENLY DISTRIBUTES THE FLOW BETWEEN CARTRIDGES. THE SYSTEM IS INLINE WITH AN INTERNAL BYPASS THAT ROUTES IG HIGH INTENSITY STORMS AROUND THE CARTRIDGES. THE FILTER CARTRIDGES REMOVE POLLUTANTS FROM RUNOFF BY FILTRATION (INTERCEPTION/ATTACHMENT) AND ADSORPTION. SEDIMENT CAPTURE PER CURRENT NJDEP APPROVAL 4 18" OUTLET PIPE 4" FLEXIBLE COUPLER (TYP) 4" PVC OUTLET MANIFOLD 4" PVC TEE W/FLOW DISK (TYP EACH CARTRIDGE LOCATION) VERTICAL DRAIN DOWN MODULE (TYP) STEPS (TYP) 36" SOLID LID 6.00' SCALE: 1/4" = 1' CONTROL WEIR (DESIGN BY ENGINEER) 24" SOLID LID 18" INLET PIPE Lo to N a 6" INLET PIPE 0 6" INLET ORIFICE 06 530 BAYFILTER CARTRIDGE (TYP) 4" PVC PLUG (TYP) HOLD DOWN BAR (TYP) Q J � ❑ � ' � U uJ W J z w o U Q LU J J co LU ❑ _ U z � o > 0 U w 0 J = U rn 00o o K o a fn 3 :j# w U H O W o a C D a m c) O Z a Q = � LU O o z Ix Q z F- Q O (o J � = O� Q m w Z a W w w zF Z W W m z = a U, Z N 4 SHEET 7 OF ACCEPTABLE FILL MATERIALS: STORMTECH MC-4500 CHAMBER SYSTEMS AASHTO MATERIAL MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT CLASSIFICATIONS FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED D TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER AASHTO M145' INITIAL FILL: FILL MATERIAL FOR LAYER'C' STARTS FROM THE GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR A-1, A-24, A-3 BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm) PROCESSED AGGREGATE. THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN C ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT OR 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR SUBBASE MAY BE A PART OF THE 'C' LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR LAYER. AASHTO M43 PROCESSED AGGREGATE MATERIALS. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS AASHTO M43' B FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER CLEAN, CRUSHED, ANGULAR STONE 3,4 NO COMPACTION REQUIRED. ABOVE. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE CLEAN, CRUSHED, ANGULAR STONE AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE 2,3 SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. 3,4 PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FORA' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER'C' OR'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) lCk PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) \ "TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED 7.0' INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, 24„ - INCREASE COVER TO 30" (750 mm). (2.1 m) (600 mm) MIN` MAX 12" (300 mm) MIN + 60" (1524 mm) 1111II11I1II-1II1II1II1II-1II11I1 1II11I1I1= 1II1II-1II1II 1II1II1II1II11I1II1II1II I II IIIII II II 1=III=ITI= '�=III-IIIIIIIIIII � �iillllll�=—, �illllllllllll��lll I= —III III—=_I�1=iT1=iTl= II � DEPTH OF STONE TO BE DETERMINED =—I III—III—III-111—III-1I—III -II III II III II I—III—III-I11- BY SITE DESIGN ENGINEER 9" (230 mm) MIN 12" (300 mm) MIN 91 MC-4500 230 mm 100 (2540 mm) 12" (300 mm) MIN END CAP SUBGRADE SOILS ( ) MIN (SEE NOTE 3) NOTES: 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101 2. MC-4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: • TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". • TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 11 W w (D J J 5; J � W O 0 U J LLI a 2 U 0 a L) O N W 0 ❑co J N coco Z a x 20 LU Q � J � J 7 x SHEET 5 OF 7 COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES ELEVATED BYPASS MANIFOLD CATCH BASIN OR MANHOLE SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT MC-4500 CHAMBEI 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE -CORED END CAP PART #: MC450OREPE24BC OR MC450OREPE24BW MC-4500 ISOLATOR ROW DETAIL A. INSPECTION PORTS (IF PRESENT) A. 1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR ROWS B. 1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. NTS 12" (300 mm) MIN WIDTH CONCRETE PAVEM CONCRETE SLAB 6" (150 mm) MIN THICKNE STORMTECH CHAMBER NOTES: 1. INSPECTION PORTS MAYBE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 2. ALL SCHEDULE 40 FITTINGS TO BE SOLVENT CEMENTED (4" PVC NOT PROVIDED BY ADS). ^TIONAL INSPECTION PORT 4500 END CAP IETICS 315WTM WOVEN FION STONE AND CHAMBERS JS FABRIC WITHOUT SEAMS 7NCRETE COLLAR NOT REQUIRED )R UNPAVED APPLICATIONS 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG41PKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER 4" (100 mm) SCHED 40 PVC 4" (100 mm) 4" (100 mm) SCHED 40 PVC SCHED 40 PVC COUPLING 1 4" (100 mm) 8„ T J SCHED 40 PVC (200 mm) ORE 4.5" (114 mm) fd IOLE IN CHAMBER 1.5" HOLE SAW REQ'D) ANY VALLEY LOCATION CONNECTION DETAIL 4" PVC INSPECTION PORT DETAIL NTS W Q J J_ O U LLI 0 a U 0 ❑co J N m Z� a x 20 w Q � J � J 7 x NTS SHEET 6 OF 7 MANIF MANIFOL MIP STORMTECH UNDERDRAIN DETAIL NTS STORP CH/ UTLET MANIFOLD I FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETICS 60' NON -WOVEN GEOTEXTIL STORMTECH END CAP I FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE JESIGN ENGINEER 4" (100 mm) TYP FOR SC 310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS MC -SERIES END CAP INSERTION DETAIL NTS NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. CREST STIFFENING RIB VALLEY STIFFENING RIB L WALL L_ LOWER JOINT CORR. FORAYED �— 100.0" (2540 mm) E a BUILD ROW IN THIS � 90.2" (2291 mm) ERDRAIN DIRECTION MC-4500 TECHNICAL SPECIFICATION CREST WEB UPPER JOINT nnRRi ir,ATinni FOOT NTS nn ill )HEADER )STUB 4 (12, INS] NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) CHAMBER STORAGE MINIMUM INSTALLED STORAGE* WEIGHT 100.0" X 60.0" X 48.3" 106.5 CUBIC FEET 162.6 CUBIC FEET 130.0 lbs. (2540 mm X 1524 mm X 1227 mm) (3.01 m') (4.60 ml) (59.0 kg) NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 90.2" X 59.4" X 30.7" (2291 mm X 1509 mm X 781 mm) END CAP STORAGE 35.7 CUBIC FEET (1.01 ml) MINIMUM INSTALLED STORAGE* 108.7 CUBIC FEET (3.08 ml) WEIGHT 135.0 lbs. (61.2 kg) *ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS, 12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY. STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" END CAPS WITH A WELDED CROWN PLATE END WITH "C" END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W" PART # STUB B C MC450OREPE06T 6" (150 mm) 42.54" (1.081 m) --- MC4500REPE06B --- 0.86" (22 mm) MC450OREPE08T 8" (200 mm) 40.50" (1.029 m) --- MC4500REPE08B --- 1.01" (26 mm) MC450OREPE10T 10" (250 mm) 38.37" (975 mm) --- MC450OREPE10B --- 1.33" (34 mm) MC450OREPE12T 12" (300 mm) 35.69" (907 mm) --- MC4500REPE12B --- 1.55" (39 mm) MC450OREPE15T 15" (375 mm) 32.72" (831 mm) --- MC4500REPE15B --- 1.70" (43 mm) MC450OREPE18TC 18" (450 mm) MC450OREPE18TW MC450OREPE18BC 1.97" (50 mm) MC450OREPE18BW MC450OREPE24TC 24" (600 mm) 23.05" (585 mm) --- MC4500REPE24TW MC450OREPE24BC 2.26" (57 mm) MC450OREPE24BW MC450OREPE30BC 30" (750 mm) --- 2.95" (75 mm) MC450OREPE36BC 36" (900 mm) --- 3.25" (83 mm) MC450OREPE42BC 42" (1050 mm) 3.55" (90 mm) 11 nm) CUSTOM PRECORED INVERTS ARE AVAILABLE UPON REQUEST. INVENTORIED MANIFOLDS INCLUDE 12-24" (300-600 mm) SIZE ON SIZE AND 15-48" (375-1200 mm) ECCENTRIC MANIFOLDS. CUSTOM INVERT LOCATIONS ON THE MC-4500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED FOR PIPE SIZES GREATER THAN 10" (250 mm). THE INVERT LOCATION IN COLUMN 'B' ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. J Q � o J 3 J co a! J co C W O O zz rn () J 00 LLJ Q o U w H Q O 0 to J N mc) M Z� ax 20 w IX F-Q O J J 72 w U w z. U Lu x N U o z 0 a U N O a 0 SHEET 7 OF 7 NOTE: ALL DIMENSIONS ARE NOMINAL 3- 50 y " 50 2�0 Iy yy� .• 50 - - J 1 C °l�'ESERVED S LOPES rI 0. �3 ti 14 00 1 I ~f - r " I �t• I V _ Project: Eco0lage, VA (5150496) ,!A Chamber Model- MC-4500 StormTecha Units- Imperial Number of Chambers - 32 Number of End Caps - 4 Voids in the stone (porosity) - 40 Base of STONE Elevation - 404.50 fit Amount of Stone Above Chambers- 12 inpmduae pena.e[er srore in caiaiaoore Amount of Stone Below Chambers- 30 Area of system - 1632 sf Min. Area - 1299 sf min. area Height of System inches Incremental Single Chamber cubic feet Incremental Single End Cap cubic feet Incremental Chambers cubic feet Incremental End Cap cubic leaf Incremental Stone cubic feet Incremental Ch, EC and Stone cubic feet Cumulative System cubic feet Elevation feet 0.00 0.00 0.00 0.00 54.40 54.40 7679,43 413,00 0.00 0.00 0.00 0.00 54.40 54.40 7625.03 412.92 0.00 0.00 0.00 0.00 54.40 54.40 7570.63 412.83 0.00 0.00 0.00 0.00 54.40 54.40 7516.23 412.75 0.00 0.00 0.00 0.00 54.40 54.40 7461.83 412.67 0.00 0.00 0.00 0.00 54.40 54.40 7407.43 412.58 0.00 0.00 0.00 0.00 54.40 54.40 7353.03 412.50 0.00 0.00 0.00 0.00 54.40 54.40 7298.63 412.42 0.00 0.00 0.00 0.00 54.40 54.40 7244.23 412.33 0.00 0.00 0.00 0.00 54.40 54.40 7189.83 412.25 0.00 0.00 0.00 0.00 54.40 54.40 7135.43 412.17 0.00 0.00 0.00 0.00 54.40 54.40 7081.03 412.08 0.04 0.00 1.31 0.00 53.88 55.19 7026.63 412.00 0.12 0.01 3.72 0.04 52.90 56.65 6971.44 411.92 0.16 0.03 5.27 0.11 52.25 57.63 6914.79 411.83 0.21 0.05 6.68 0.19 51.65 58.52 6857.16 411.75 0.27 0.07 8.59 0.27 50.86 59.71 6798.64 411.67 0.45 0.09 14.49 0.35 48.46 63.30 6738.93 411.58 0.67 0.11 21.29 0.45 45.70 67.44 6675.62 411.50 0.80 0.14 25.57 0.57 43.95 70.08 6608.18 411.42 0.91 0.17 29.06 0.67 42.51 72.24 6538.10 411.33 1.00 0.19 32.09 0.77 41.26 74.12 6465.86 411.25 1.09 0.22 34.79 0.86 40.14 75.79 6391.74 411.17 1.16 0.24 37.23 0.97 39.12 77.32 6315.95 411.08 1.23 0.27 39.49 1.08 38.17 78.74 6238.63 411.00 1.30 0.30 41.59 1.19 37.29 80.07 6159.89 410.92 1.36 0.32 43.55 1.29 36.46 81.31 607182 410.83 1.42 0.35 45.40 1.39 35.68 82.47 5998.51 410.75 1.47 0.37 47.15 1.48 34.95 83.58 5916.04 410.67 1.53 0.39 48.80 1.58 34.25 84.63 5832.46 410.58 1.57 0.42 50.38 1.67 33.58 85.63 5747.83 410.50 1.62 0.44 51.88 1.76 32.94 86.59 5662.20 410.42 1.67 0.46 53.32 1.85 32.33 87.50 5575.61 410.33 1.71 0.48 54.69 1.94 31.75 88.38 5488.11 410.25 1.75 0.50 56.00 2.02 31.19 89.21 5399.73 410.17 1.79 0.53 57.26 2.10 30.66 90.02 5310.52 410.08 1.83 0.55 58.47 2.18 30.14 90.79 522051 410.00 1.86 0.56 59.63 2.26 29.64 91.53 512172 409.92 1.90 0.58 60.75 2.33 29.17 92.25 5038.18 409.83 1.93 0.60 61.82 2.41 28.71 92.94 4945.94 409.75 1.96 0.62 62.85 2.48 28.27 93.60 4853.00 409.67 2.00 0.64 63.84 2.55 27.B4 94.24 4759.40 409.58 2.03 0.66 64.80 2.62 27.43 94.85 4665.16 409.50 2.05 0.67 65.72 2.69 27.03 95.45 4570.31 409.42 2.08 0.69 66.61 2.76 26.65 96.02 4474.86 409.33 2.11 0.71 67.46 2.83 26.29 96.57 4378.84 409.25 2.13 0.72 68.28 2.90 25.93 97.11 4282.27 409.17 2.16 0.74 69.08 2.96 25.58 97.62 4185.16 409.08 2.18 0.76 69.84 3.02 25.25 98.12 4087.54 409.00 2.21 0.77 70.58 3.09 24.93 98.60 3989.42 408.92 2.23 0.79 71.28 3.15 24.63 99.06 3890.82 408.83 2.25 0.80 71.96 3.21 24.33 99.50 3791.76 408.75 2.27 0.82 72.62 3.28 24.04 99.94 3692.26 408.67 2.29 0.84 73.25 3.36 23.76 100.37 3592.32 408.58 2.31 0.85 73.85 3.38 23.51 100.74 3491.95 408.50 2.33 0.86 74.43 3.43 23.25 101.12 3391.21 408.42 2.34 0.87 74.99 3.49 23.01 101.48 3290.09 408.33 2.36 0.89 75.52 3.54 22.78 101.83 3188.61 408.25 2.38 0.90 78.03 3.59 22.55 102.17 3086.77 408.17 2.39 0.91 76.51 3.64 22.34 102.49 2984.60 408.08 2.41 0.92 76.97 3.69 22.13 102.80 2882.11 408.00 2.42 0.93 77.42 3.74 21.94 103.09 2779.31 407.92 2.43 0.95 77.84 3.78 21.75 103.37 2676.22 407.83 2.44 0.96 78.23 3.83 21.58 103.64 2572.85 407.75 2.46 0.97 78.61 3.87 21.41 103.89 2469.21 407.67 2.47 0.98 78.97 3.91 21.25 104.13 2365.32 407.58 2.48 0.99 79.31 3.95 21.10 104.35 2261.19 407.50 2.49 1.00 79.62 3.99 20.95 104.57 2156.84 407.42 2.50 1.01 79.93 4.03 20.82 104.77 2052.27 407.33 2.51 1.02 80.21 4.06 20.69 104.96 1947.50 407.25 2.51 1.02 80.47 4.10 20.57 105.14 1B42.54 407.17 2.53 1.03 80.88 4.13 20.40 105.40 1737.40 407.08 0.00 0.00 0.00 0.00 54.40 54.40 1632.00 407.00 0.00 0.00 0.00 0.00 54.40 54.40 1577.60 406.92 0.00 0.00 0.00 0.00 54.40 54.40 1523.20 406.83 0.00 0.00 0.00 0.00 54.40 54.40 1488.80 406.75 0.00 0.00 0.00 0.00 54.40 54.40 1414.40 406.67 0.00 0.00 0.00 0.00 54.40 54.40 1380.00 406.58 0.00 0.00 0.00 0.00 54.40 54.40 1305.60 406.50 0.00 0.00 0.00 0.00 54.40 54.40 1251.20 406.42 0.00 0.00 0.00 0.00 54.40 54.40 1196.80 406.33 0.00 0.00 0.00 0.00 54.40 54.40 1142.40 406.25 0.00 0.00 0.00 0.00 54.40 54.40 1088.00 406.17 0.00 0.00 0.00 0.00 54.40 54.40 1033.60 406.08 0.00 0.00 0.00 0.00 54.40 54.40 979.20 406.00 0.00 0.00 0.00 0.00 54.40 54.40 924.80 405.92 0.00 0.00 0.00 0.00 54.40 54.40 870.40 405.83 0.00 0.00 0.00 0.00 54.40 54.40 816.00 405.75 0.00 0.00 0.00 0.00 54.40 54.40 761.60 405.67 0.00 0.00 0.00 0.00 54.40 54.40 707.20 405.58 0.00 0.00 0.00 0.00 54.40 54.40 652.80 405.50 0.00 0.00 0.00 0.00 54.40 54.40 598.40 405.42 0.00 0.00 0.00 0.00 54.40 54.40 544.00 405.33 0.00 0.00 0.00 0.00 54.40 54.40 489.60 405.25 0.00 0.00 0.00 0.00 54.40 54.40 435.20 405.17 0.00 0.00 0.00 0.00 54.40 54.40 380.80 405.08 0.00 0.00 0.00 0.00 54.40 54.40 326.40 405.00 0.00 0.00 0.00 0.00 54.40 54.40 272.00 404.92 0.00 0.00 0.00 0.00 54.40 54.40 217.60 404.83 0.00 0.00 0.00 0.00 54.40 54.40 163.20 404.75 0.00 0.00 0.00 0.00 54.40 54.40 108.80 404.67 0.00 0.00 0.00 0.00 54.40 54.40 54.40 404.58 WO Volume: 6924 System Outlet: 405.5 Volume Below Outlet: 662.80 Volume Subtotal: 7576,80 WO Elevation: 412.85 BayFifter model 530 Volume per filter 2500 Required Head 32 Minimum Outlet 402.83 Filter outlet invert 402.83 Number of fitters 3 Water Quantity Calculations: 1 % Rule Compliance Map Pre-Dev Inlet Drainage Map Post-Dev Inlet Drainage Map VDOT LD-204 Inlet Capacity VDOT LD-229 Storm Drain Capacity PostDev HydroCAD Calculations 0 SHED X ECO VILLAGE X PREDEV INLET DRAINAGE MAP � , 1 t*z (I� /t llii' % / / %•/°``� �' mil_.! v 10 I I / i TO/'X1�PRE/• i /'�'�=--_� `�♦ 1611 m 1 I I 1 { ,I `: 19141,E SF III1 °►ter 1 \ i \ ' I \ � ����� T � °� % �� `.� �\ i i i `��` Ili i �r♦rr� a. —i'�,�r\M 0<1 � \ `. \ `. \ `. \ I \ � \ 1 I i I I I \ 1 \ \ I I 1 1 0 1� r, \ • i �� --- Y�.� CCNC. ENDWALL C P / �\ .Q .\sl,`\ I 1 \ 1 I I 1 / 1 V \ I '�► iba-387. 1 \ 2 / `` `I `` \ \ I i i I i i 1 i �I i I ; ' it \ _ i!'►i `4 +� mv-aes.ze ' ' ° i .. 1 � �O .'�� _/ � ' �' i i ' � %, � //i i � � 10 it i o I i i ° � \ `\\ `�\• \�__�_` �♦�_.,� 1 , I Ln I I Q------ \ 6, !'-----,-.---- -------- ------ , ' / ° , ' 1 ' ' O • `\\ ' ----;---5-- °-----------w G _ _3294 $rol _ \ 460 1 4. %, ;/ ;i ,: \ • 11 i i Yam/ - _ - `♦ O Cy X4 TO Xj PRE: / ' / �♦ s ' `I \ 11620,9F TOTAL / / // ; I ° ♦ ; �Z'`� rn 1 1 1 \ o j� 'TO X3 PRE:----------' \ \\ \\ `\\ `\\ \\ \\ \\ ;\\�\ \� �,.,__�•; �/. Stso` `.411765f TOTAL41 \ / Z/ %`� `� _ — — - _ _ -- -- ----------- - 0 ---�------------- p --_ _ — ------ 14 ♦ ems— / 4/be iii STATE ROUTE 631 (w _ _ O wo rsoa EAW O _ 80 0 80 160 240 . Scale: 1 "=80' SHED ECO VILLAGE POSTDEV INLET DRAINAGE MAP 1 TO 5C: 208 0 SF 5 1 T `ice til / O I \ A6 E N0C1_n `.� I 0320 / A E3 -- / ,3y4515 SF I I ° /---------- — — — — — ---- - r - 1 — ----------------------------------_ ; --- � --""-------------------------------------�'_ ISO SF 1410 \ ISO, \ / 4fa X3 STATE ROUTE 631 C.a' ` - - - - RIO ROAD EAST 80 0 80 160 240 Scale: 1 "=80' Eco Village LD-204 Stormwater Inlet Computations Inlets on Grade Only Sag Inlets Only N N L_ N a)Z N N Q C N > Z N d O U a CL L O_ N _ O W c X (UD cyNa O- U d U iu O Q O d U N U O H C > m d N (D o a L O- a) W N C m O a -o -2 2 O OQ a w 2 U U m U S 0 a O 2 C7 a C7 H co o o 0 O 1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 (ft) (ac) (in/hr) (cfs) (cfs) (cfs) ('/') ('/') ('/') (ft) (ft) (cfs) (cfs) (ft) (ft)i (ft) X4 DI-7 10 0.72 0.41 0.29 4.0 1.17 0.00 1.17 0.015 0.040 0.020 0.083 2.36 0.20 100.0% 1.17 0.00 6.5 1.90 0.00 1.90 2.84 0.24 100.0% 1.90 0.00 X3 DI-7 10 0.67 0.49 0.33 4.0 1.31 0.00 1.31 0.015 0.046 0.020 0.083 2.40 0.20 100.0% 1.31 0.00 6.5 2.12 0.00 2.12 2.88 0.24 100.0% 2.12 0.00 X2 DI-7 10 0.87 0.59 0.51 4.0 2.04 0.00 2.04 0.013 0.080 0.020 0.250 0.32 1.0 0.32 1.28 6.5 3.31 0.00 3.31 0.39 1.0 0.39 1.54 X1 CULVERT 10 0.88 0.49 0.43 4.0 1.73 0.03 1.75 0.015 0.120 0.020 0.083 100.0% 1.75 0.00 6.5 2.80 0.12 2.92 100.0% 2.92 0.00 C2 DI-313 16 0.48 0.77 0.37 4.0 1.50 0.00 1.50 0.015 0.040 0.020 - 6.30 0.13 100.0% 1.50 0.00 6.5 2.43 0.00 2.43 7.57 0.15 92.6 % 2.25 0.18 D2 DI-313 14 0.34 0.81 0.27 4.0 1.09 0.00 1.09 0.015 0.050 0.020 5.21 0.11 100.0% 1.09 0.00 6.5 1.78 0.18 1.96 6.50 0.14 90.1 % 1.76 0.19 A5C DI-313 8 0.48 0.62 0.30 4.0 1.19 0.00 1.19 0.015 0.037 0.042 0.13 0.5 0.25 3.70 6.5 1.93 0.00 1.93 0.17 0.5 0.35 4.43 A513 DI-3B 14 0.15 0.71 0.11 4.0 0.44 0.00 0.44 0.015 0.120 0.020 3.25 0.07 100.0% 0.44 0.00 6.5 0.71 0.19 0.90 4.24 0.09 97.2 % 0.88 0.03 A5Z DI-3B 8 0.17 0.56 0.09 4.0 0.37 0.00 0.37 0.015 0.100 0.020 3.05 0.06 93.1 % 0.35 0.03 6.5 0.60 0.00 0.60 3.54 0.07 81.2 % 0.49 0.11 A5A DI-3B 6 0.03 0.81 0.02 4.0 0.08 0.00 0.08 0.015 0.100 0.020 1.72 0.04 100.0% 0.08 0.00 6.5 0.14 0.03 0.16 2.23 0.05 98.2 % 0.16 0.00 A5 DI-3B 12 0.29 0.52 0.15 4.0 0.61 0.00 0.61 0.015 0.045 0.020 0.083 1.85 0.16 100.0% 0.61 0.00 6.5 0.99 0.00 0.99 2.87 0.18 100.0% 0.99 0.00 LD-229 Storm Drain Design Computations PREDEV Eco Village From Structure To Structure Catch. Area (ac) Runoff Coef Increment AC Accum. AC Total TOC (min) 25-Yr Intensity (in/hr) Total Flow (cfs) Up Invert Elev. Down Invert Elev. Pipe Length (ft) Invert Slope % Pipe Diameter (in) Pipe Capacity (cfs) Velocity (ft/s) Flow time Increment (min) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 X4 PRE OUT 0.75 0.39 0.29 0.29 5.00 7.48 2.19 444.77 434.29 70.00 14.97% 18 35.3 10.4 0.11 X3 PRE OUT 0.95 0.43 0.41 0.41 5.00 7.48 3.05 420.37 418.22 41.00 5.24% 18 20.8 7.5 0.09 X2 PRE OUT 3.74 0.43 1.60 1.60 5.00 7.48 11.93 390.75 385.26 59.00 9.31% 18 27.8 10.5 0.09 X1 PRE OUT 2.10 0.42 0.88 0.88 5.00 7.48 6.54 380.20 376.37 66.60 5.75% 18 21.8 8.6 0.13 LD-229 Storm Drain Design Computations Eco Village From To Catch. Runoff Increment Accum. Total 25 Yr Total Up Down Pipe Invert Pipe Pipe Velocity Flow time Structure Structure Area Coef AC AC TOC Intensity Flow Invert Invert Length Slope Diameter Capacity Increment (ac) (min) (in/hr) (cfs) Elev. Elev. (ft) % (in) (cfs) (ft/s) (min) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 X4 OUT 0.72 0.41 0.29 0.29 5.00 7.48 2.18 444.77 434.29 70.00 14.97% 18 35.3 11.1 0.11 X3 OUT 0.67 0.49 0.33 0.33 5.00 7.48 2.44 420.37 418.22 41.00 5.24% 18 20.8 7.9 0.09 X2 OUT 0.87 0.59 0.51 0.51 5.00 7.48 3.81 390.75 385.26 59.00 9.31 % 18 27.8 11.0 0.09 X1 OUT 0.88 0.49 0.43 0.43 5.00 7.48 3.22 380.20 376.37 66.60 5.75% 18 21.8 8.8 0.13 11 H1 0.35 0.60 0.21 0.21 5.00 7.48 1.60 453.00 443.00 201.82 4.95% 12 8.6 8.4 0.40 H1 B5 0.29 0.60 0.17 0.39 5.40 7.33 2.83 440.00 437.00 29.88 10.04% 12 12.2 12.7 0.04 B5 B4 0.79 0.49 0.39 0.77 5.44 7.32 5.66 433.00 427.70 36.64 14.47% 15 26.7 17.3 0.04 G1 B3 0.36 0.58 0.21 0.98 5.48 7.30 7.17 420.00 415.50 45.43 9.91% 15 22.0 16.0 0.05 E2 E1 0.33 0.55 0.18 0.18 5.00 7.48 1.35 414.70 412.80 11.85 16.03% 12 15.4 12.1 0.02 E1 B2 0.24 0.39 0.09 0.27 5.02 7.47 2.05 411.30 409.20 42.03 5.00% 15 15.7 9.5 0.07 B2 B1 0.38 0.63 0.24 1.50 5.09 7.44 11.14 409.00 407.00 59.60 3.36% 18 21.9 12.0 0.08 C2 C1 0.48 0.77 0.37 0.37 5.00 7.48 2.80 410.40 408.00 28.67 8.37% 15 20.2 11.6 0.04 D2 D1 0.34 0.81 0.27 0.27 5.00 7.48 2.04 408.00 407.00 51.61 1.94% 15 10.8 6.3 0.14 A7 A6 2.14 5.09 6.78 14.55 402.83 401.43 10.65 13.15% 18 41.9 21.6 0.01 A5C A513 0.48 0.62 0.30 0.30 5.00 7.48 2.22 399.00 393.20 44.15 13.14% 15 25.4 12.7 0.06 A51B A5A 0.15 0.71 0.11 0.41 5.06 7.45 3.03 393.00 389.50 40.40 8.66% 15 20.6 12.0 0.06 A5Z A5A 0.17 0.56 0.09 0.09 5.00 7.48 0.69 387.50 386.70 32.60 2.45% 15 11.0 5.0 0.11 A5A A5 0.03 0.81 0.02 0.52 5.11 7.44 3.87 387.50 386.70 33.38 2.40% 15 10.8 8.1 0.07 A6 A5 2.14 5.10 6.78 14.54 400.43 389.00 122.69 9.32% 18 34.8 18.8 0.11 A5 A4 0.29 0.52 0.15 2.82 5.18 6.76 19.04 386.00 384.20 50.10 3.59% 18 21.6 13.8 0.06 A4 A3 2.82 5.24 6.74 18.99 384.00 378.00 66.58 9.01 % 18 34.2 19.8 0.06 A3 A2 2.82 5.29 6.73 18.95 375.00 343.50 157.14 20.05% 18 50.9 26.7 0.10 A2 Al 2.82 5.39 6.70 18.87 338.50 335.00 56.19 6.23% 24 61.2 17.2 0.05 Note: All Postdev flow to Existing Culverts X1-X4 under Rio Rd East is less than the Predev flow. 3S 5S DA C1 DA C2 1S 4P 41 6P 7S DA A BIOFILTE C1 DA D BIO ILTER C2 2S 8P DA B Stormtec Isolatoow 9P 10 Stormtech Storage Row 11 S Bayfilter/S A7 DA E 12L RUNOFF Subcat Reach Pon Link Drainage Diagram for POSTDEV Prepared by Shimp Engineering, P.C., Printed 10/24/2019 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 2 Time span=1.00-24.00 hrs, dt=0.04 hrs, 576 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: DA A Runoff Area=0.840 ac 57.14% Impervious Runoff Depth>1.21" Tc=5.0 min CN=79 Runoff=1.87 cfs 0.085 of Subcatchment 2S: DA B Runoff Area=0.760 ac 48.68% Impervious Runoff Depth>0.78" Tc=5.0 min CN=71 Runoff=1.04 cfs 0.049 of Subcatchment 3S: DA C1 Runoff Area=0.760 ac 27.63% Impervious Runoff Depth>0.64" Tc=5.0 min CN=68 Runoff=0.83 cfs 0.041 of Pond 4P: BIOFILTER C1 Peak Elev=441.42' Storage=427 cf Inflow=0.83 cfs 0.041 of Outflow=0.39 cfs 0.033 of Subcatchment 5S: DA C2 Runoff Area=0.240 ac 12.50% Impervious Runoff Depth>0.10" Tc=5.0 min CN=50 Runoff=0.00 cfs 0.002 of Pond 6P: BIOFILTER C2 Peak Elev=413.51' Storage=71 cf Inflow=0.00 cfs 0.002 of Outflow=0.00 cfs 0.000 of Subcatchment 7S: DA D Runoff Area=0.790 ac 81.01% Impervious Runoff Depth>1.76" Tc=5.0 min CN=87 Runoff=2.52 cfs 0.116 of Pond 8P: Stormtech Isolator Row Peak EIev=410.24' Storage=0.062 of Inflow=5.43 cfs 0.284 of Primary=1.84 cfs 0.254 of Secondary=2.59 cfs 0.016 of Outflow=4.43 cfs 0.270 of Pond 9P: Stormtech Storage Row Peak EIev=406.49' Storage=0.015 of Inflow=2.59 cfs 0.016 of Primary=0.22 cfs 0.003 of Secondary=0.00 cfs 0.000 of Outflow=0.22 cfs 0.003 of Pond 10P: Bayfilter/STR. A7 Peak EIev=407.13' Storage=0.005 of Inflow=1.98 cfs 0.257 of Outflow=1.90 cfs 0.257 of Subcatchment 11S: DA E Runoff Area=0.470 ac 70.21% Impervious Runoff Depth>1.27" Tc=5.0 min CN=80 Runoff=1.10 cfs 0.050 of Link 12L: RUNOFF Inflow=2.57 cfs 0.307 of Primary=2.57 cfs 0.307 of Total Runoff Area = 3.860 ac Runoff Volume = 0.342 of Average Runoff Depth = 1.06" 46.63% Pervious = 1.800 ac 53.37% Impervious = 2.060 ac Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1 S: DA A Runoff = 1.87 cfs @ 11.96 hrs, Volume= 0.085 af, Depth> 1.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type 11 24-hr 1-YR Rainfall=3.03" Area (ac) CN Description 0.130 39 >75% Grass cover, Good, HSG A 0.230 61 >75% Grass cover, Good, HSG B 0.230 98 Roofs, HSG A 0.250 98 Roofs, HSG B 0.840 79 Weighted Average 0.360 42.86% Pervious Area 0.480 57.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2S: DA B Runoff = 1.04 cfs @ 11.97 hrs, Volume= 0.049 af, Depth> 0.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type 11 24-hr 1-YR Rainfall=3.03" Area (ac) CN Description 0.280 39 >75% Grass cover, Good, HSG A 0.110 61 >75% Grass cover, Good, HSG B 0.260 98 Roofs, HSG A 0.110 98 Roofs, HSG B 0.760 71 Weighted Average 0.390 51.32% Pervious Area 0.370 48.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 3S: DA C1 Runoff = 0.83 cfs @ 11.97 hrs, Volume= 0.041 af, Depth> 0.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type 11 24-hr 1-YR Rainfall=3.03" Area (ac) CN Description 0.100 39 >75% Grass cover, Good, HSG A 0.450 61 >75% Grass cover, Good, HSG B 0.030 98 Roofs, HSG A 0.180 98 Roofs, HSG B 0.760 68 Weighted Average 0.550 72.37% Pervious Area 0.210 27.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 6 Summary for Pond 4P: BIOFILTER C1 Inflow Area = 0.760 ac, 27.63% Impervious, Inflow Depth > 0.64" for 1-YR event Inflow = 0.83 cfs @ 11.97 hrs, Volume= 0.041 of Outflow = 0.39 cfs @ 12.07 hrs, Volume= 0.033 af, Atten= 53%, Lag= 5.5 min Primary = 0.39 cfs @ 12.07 hrs, Volume= 0.033 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 441.42' @ 12.07 hrs Surf.Area= 750 sf Storage= 427 cf Plug -Flow detention time= 123.3 min calculated for 0.033 of (82% of inflow) Center -of -Mass det. time= 41.8 min ( 925.1 - 883.3 ) Volume Invert Avail.Storage Storage Description #1 440.00' 2,940 cf Biofilter Storage (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 440.00 750 0.0 0 0 442.50 750 40.0 750 750 445.50 750 20.0 450 1,200 447.00 1,570 100.0 1,740 2,940 Device Routing Invert Outlet Devices #1 Primary 439.00' 15.0" Round Culvert L= 53.4' Ke= 0.600 Inlet / Outlet Invert= 439.00' / 435.00' S= 0.0749 '/' Cc= 0.900 n= 0.012 #2 Device 1 441.00' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 446.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.39 cfs @ 12.07 hrs HW=441.42' (Free Discharge) L1=Culvert (Passes 0.39 cfs of 7.42 cfs potential flow) �2=Orif ice/G rate (Orifice Controls 0.39 cfs @ 2.20 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 5S: DA C2 Runoff = 0.00 cfs @ 12.44 hrs, Volume= 0.002 af, Depth> 0.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type 11 24-hr 1-YR Rainfall=3.03" Area (ac) CN Description 0.170 39 >75% Grass cover, Good, HSG A 0.040 61 >75% Grass cover, Good, HSG B 0.030 98 Roofs, HSG B 0.240 50 Weighted Average 0.210 87.50% Pervious Area 0.030 12.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 8 Summary for Pond 6P: BIOFILTER C2 Inflow Area = 0.240 ac, 12.50% Impervious, Inflow Depth > 0.10" for 1-YR event Inflow = 0.00 cfs @ 12.44 hrs, Volume= 0.002 of Outflow = 0.00 cfs @ 22.53 hrs, Volume= 0.000 af, Atten= 52%, Lag= 605.3 min Primary = 0.00 cfs @ 22.53 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 413.51' @ 22.53 hrs Surf.Area= 175 sf Storage= 71 cf Plug -Flow detention time= 602.7 min calculated for 0.000 of (15% of inflow) Center -of -Mass det. time= 332.9 min ( 1,368.6 - 1,035.7 ) Volume Invert Avail.Storage Storage Description #1 412.50' 563 cf Biofilter Storage (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 412.50 175 0.0 0 0 414.50 175 40.0 140 140 417.50 175 20.0 105 245 418.60 403 100.0 318 563 Device Routing Invert Outlet Devices #1 Primary 411.30' 15.0" Round Culvert L= 42.0' Ke= 0.600 Inlet / Outlet Invert= 411.30' / 409.20' S= 0.0500 '/' Cc= 0.900 n= 0.012 #2 Device 1 413.50' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 418.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 22.53 hrs HW=413.51' (Free Discharge) L1=Culvert (Passes 0.00 cfs of 6.98 cfs potential flow) �2=Orif ice/G rate (Orifice Controls 0.00 cfs @ 0.38 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Post-Dev POSTDEV Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 9 Summary for Subcatchment 7S: DA D Runoff = 2.52 cfs @ 11.96 hrs, Volume= 0.116 af, Depth> 1.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type 11 24-hr 1-YR Rainfall=3.03" Area (ac) CN Description 0.150 39 >75% Grass cover, Good, HSG A 0.020 98 Roofs, HSG A 0.620 98 Roofs, HSG B 0.790 87 Weighted Average 0.150 18.99% Pervious Area 0.640 81.01 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 10 Summary for Pond 8P: Stormtech Isolator Row Inflow Area = 3.390 ac, 51.03% Impervious, Inflow Depth > 1.00" for 1-YR event Inflow = 5.43 cfs @ 11.96 hrs, Volume= 0.284 of Outflow = 4.43 cfs @ 12.04 hrs, Volume= 0.270 af, Atten= 18%, Lag= 4.2 min Primary = 1.84 cfs @ 12.03 hrs, Volume= 0.254 of Secondary = 2.59 cfs @ 12.04 hrs, Volume= 0.016 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 410.24' @ 12.03 hrs Surf.Area= 0.018 ac Storage= 0.062 of Plug -Flow detention time= 44.0 min calculated for 0.269 of (95% of inflow) Center -of -Mass det. time= 17.7 min ( 865.3 - 847.6 ) Volume Invert Avail.Storage Storage Description #1 404.50' 0.053 of 10.00'W x 80.001 x 9.50'H Prismatoid 0.174 of Overall - 0.041 of Embedded = 0.134 of x 40.0% Voids #2 407.00' 0.039 of StormTech MC-4500 x 16 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap #3 407.00' 0.002 of StormTech MC-4500 Cap x 2 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.34'L = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.92'L with 0.58' Overlap 0.094 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 406.20' 6.0" Vert. Treatment Underdrain C= 0.600 #2 Secondary 409.73' 15.0" Round Culvert L= 10.0' Ke= 0.600 Inlet / Outlet Invert= 409.73' / 408.50' S= 0.1230 '/' Cc= 0.900 n= 0.012 #3 Secondary 407.16' 18.0" Round Culvert L= 5.0' Ke= 0.600 Inlet / Outlet Invert= 407.16' / 407.00' S= 0.0320 '/' Cc= 0.900 n= 0.012 #4 Device 3 410.00' 4.0' long x 4.00' rise Weir B 2 End Contraction(s) 3.0' Crest Height Primary OutFlow Max=1.84 cfs @ 12.03 hrs HW=410.22' (Free Discharge) L1=Treatment Underdrain (Orifice Controls 1.84 cfs @ 9.35 fps) Secondary OutFlow Max=2.40 cfs @ 12.04 hrs HW=410.22' (Free Discharge) 2=Culvert (Inlet Controls 1.01 cfs @ 2.24 fps) L3=Culvert (Passes 1.39 cfs of 12.14 cfs potential flow) L4=Weir B (Weir Controls 1.39 cfs @ 1.56 fps) Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 11 Summary for Pond 9P: Stormtech Storage Row Inflow = 2.59 cfs @ 12.04 hrs, Volume= 0.016 of Outflow = 0.22 cfs @ 12.13 hrs, Volume= 0.003 af, Atten= 92%, Lag= 5.6 min Primary = 0.22 cfs @ 12.13 hrs, Volume= 0.003 of Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 406.49' @ 12.13 hrs Surf.Area= 0.018 ac Storage= 0.015 of Plug -Flow detention time= 21.0 min calculated for 0.003 of (20% of inflow) Center -of -Mass det. time= 18.3 min ( 740.6 - 722.2 ) Volume Invert Avail.Storage Storage Description #1 404.50' 0.053 of 10.00'W x 80.001 x 9.50'H Prismatoid 0.174 of Overall - 0.041 of Embedded = 0.134 of x 40.0% Voids #2 407.00' 0.039 of StormTech MC-4500 x 16 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap #3 407.00' 0.002 of StormTech MC-4500 Cap x 2 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.341 = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.92'L with 0.58' Overlap 0.094 of Total Available Storage Device Routina Invert Outlet Devices #1 Primary 406.20' 6.0" Vert. Treatment Underdrain C= 0.600 #2 Secondary 407.17' 18.0" Round Culvert L= 5.0' Ke= 0.600 Inlet / Outlet Invert= 407.17' / 407.00' S= 0.0340 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=0.20 cfs @ 12.13 hrs HW=406.48' (Free Discharge) L1=Treatment Underdrain (Orifice Controls 0.20 cfs @ 1.80 fps) Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=404.50' (Free Discharge) L2=Culvert ( Controls 0.00 cfs) Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 12 Summary for Pond 10P: Bayfilter/STR. A7 Inflow Area = 3.390 ac, 51.03% Impervious, Inflow Depth > 0.91" for 1-YR event Inflow = 1.98 cfs @ 12.12 hrs, Volume= 0.257 of Outflow = 1.90 cfs @ 12.16 hrs, Volume= 0.257 af, Atten= 4%, Lag= 2.3 min Primary = 1.90 cfs @ 12.16 hrs, Volume= 0.257 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 407.13' @ 12.16 hrs Surf.Area= 0.001 ac Storage= 0.005 of Plug -Flow detention time= 1.3 min calculated for 0.257 of (100% of inflow) Center -of -Mass det. time= 1.0 min ( 873.4 - 872.4 ) Volume Invert Avail.Storage Storage Description #1 402.83' 0.012 of 6.00'W x 8.00'L x 11.17'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 402.83' 18.0" Round Culvert L= 10.6' Ke= 0.600 Inlet / Outlet Invert= 402.83' / 401.43' S= 0.1321 '/' Cc= 0.900 n= 0.012 #2 Device 1 402.83' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 409.50' 3.0' long x 4.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 6.7' Crest Height Primary OutFlow Max=1.90 cfs @ 12.16 hrs HW=407.12' (Free Discharge) L1=Culvert (Passes 1.90 cfs of 15.02 cfs potential flow) �2=Orif ice/G rate (Orifice Controls 1.90 cfs @ 9.68 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 11 S: DA E Runoff = 1.10 cfs @ 11.96 hrs, Volume= 0.050 af, Depth> 1.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type 11 24-hr 1-YR Rainfall=3.03" Area (ac) CN Description 0.140 39 >75% Grass cover, Good, HSG A 0.330 98 Roofs, HSG A 0.470 80 Weighted Average 0.140 29.79% Pervious Area 0.330 70.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 14 Summary for Link 12L: RUNOFF Inflow Area = 3.860 ac, 53.37% Impervious, Inflow Depth > 0.95" for 1-YR event Inflow = 2.57 cfs @ 11.99 hrs, Volume= 0.307 of Primary = 2.57 cfs @ 11.99 hrs, Volume= 0.307 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 15 Time span=1.00-24.00 hrs, dt=0.04 hrs, 576 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: DA A Runoff Area=0.840 ac 57.14% Impervious Runoff Depth>3.27" Tc=5.0 min CN=79 Runoff=4.95 cfs 0.229 of Subcatchment 2S: DA B Runoff Area=0.760 ac 48.68% Impervious Runoff Depth>2.53" Tc=5.0 min CN=71 Runoff=3.53 cfs 0.160 of Subcatchment 3S: DA C1 Runoff Area=0.760 ac 27.63% Impervious Runoff Depth>2.27" Tc=5.0 min CN=68 Runoff=3.17 cfs 0.144 of Pond 4P: BIOFILTER C1 Peak Elev=445.59' Storage=1,271 cf Inflow=3.17 cfs 0.144 of Outflow=1.97 cfs 0.136 of Subcatchment 5S: DA C2 Runoff Area=0.240 ac 12.50% Impervious Runoff Depth>0.92" Tc=5.0 min CN=50 Runoff=0.35 cfs 0.018 of Pond 6P: BIOFILTER C2 Peak Elev=413.91' Storage=99 cf Inflow=0.35 cfs 0.018 of Outflow=0.38 cfs 0.017 of Subcatchment 7S: DA D Runoff Area=0.790 ac 81.01% Impervious Runoff Depth>4.08" Tc=5.0 min CN=87 Runoff=5.57 cfs 0.268 of Pond 8P: Stormtech Isolator Row Peak EIev=410.84' Storage=0.069 of Inflow=15.84 cfs 0.810 of Primary=1.98 cfs 0.551 of Secondary=13.82 cfs 0.245 of Outflow=15.80 cfs 0.796 of Pond 9P: Stormtech Storage Row Peak EIev=409.73' Storage=0.056 of Inflow=13.82 cfs 0.245 of Primary=1.71 cfs 0.063 of Secondary=10.73 cfs 0.169 of Outflow=12.45 cfs 0.232 of Pond 10P: Bayfilter/STR. A7 Peak EIev=410.69' Storage=0.009 of Inflow=14.41 cfs 0.783 of Outflow=14.67 cfs 0.783 of Subcatchment 11S: DA E Runoff Area=0.470 ac 70.21% Impervious Runoff Depth>3.37" Tc=5.0 min CN=80 Runoff=2.84 cfs 0.132 of Link 12L: RUNOFF Inflow=17.12 cfs 0.915 of Primary=17.12 cfs 0.915 of Total Runoff Area = 3.860 ac Runoff Volume = 0.951 of Average Runoff Depth = 2.96" 46.63% Pervious = 1.800 ac 53.37% Impervious = 2.060 ac Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 1 S: DA A Runoff = 4.95 cfs @ 11.96 hrs, Volume= 0.229 af, Depth> 3.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type II 24-hr 10-YR Rainfall=5.54" Area (ac) CN Description 0.130 39 >75% Grass cover, Good, HSG A 0.230 61 >75% Grass cover, Good, HSG B 0.230 98 Roofs, HSG A 0.250 98 Roofs, HSG B 0.840 79 Weighted Average 0.360 42.86% Pervious Area 0.480 57.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 2S: DA B Runoff = 3.53 cfs @ 11.96 hrs, Volume= 0.160 af, Depth> 2.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type II 24-hr 10-YR Rainfall=5.54" Area (ac) CN Description 0.280 39 >75% Grass cover, Good, HSG A 0.110 61 >75% Grass cover, Good, HSG B 0.260 98 Roofs, HSG A 0.110 98 Roofs, HSG B 0.760 71 Weighted Average 0.390 51.32% Pervious Area 0.370 48.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 3S: DA C1 Runoff = 3.17 cfs @ 11.96 hrs, Volume= 0.144 af, Depth> 2.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type II 24-hr 10-YR Rainfall=5.54" Area (ac) CN Description 0.100 39 >75% Grass cover, Good, HSG A 0.450 61 >75% Grass cover, Good, HSG B 0.030 98 Roofs, HSG A 0.180 98 Roofs, HSG B 0.760 68 Weighted Average 0.550 72.37% Pervious Area 0.210 27.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 19 Summary for Pond 4P: BIOFILTER C1 Inflow Area = 0.760 ac, 27.63% Impervious, Inflow Depth > 2.27" for 10-YR event Inflow = 3.17 cfs @ 11.96 hrs, Volume= 0.144 of Outflow = 1.97 cfs @ 12.03 hrs, Volume= 0.136 af, Atten= 38%, Lag= 3.9 min Primary = 1.97 cfs @ 12.03 hrs, Volume= 0.136 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 445.59' @ 12.03 hrs Surf.Area= 800 sf Storage= 1,271 cf Plug -Flow detention time= 42.9 min calculated for 0.136 of (95% of inflow) Center -of -Mass det. time= 13.8 min ( 856.1 - 842.2 ) Volume Invert Avail.Storage Storage Description #1 440.00' 2,940 cf Biofilter Storage (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 440.00 750 0.0 0 0 442.50 750 40.0 750 750 445.50 750 20.0 450 1,200 447.00 1,570 100.0 1,740 2,940 Device Routing Invert Outlet Devices #1 Primary 439.00' 15.0" Round Culvert L= 53.4' Ke= 0.600 Inlet / Outlet Invert= 439.00' / 435.00' S= 0.0749 '/' Cc= 0.900 n= 0.012 #2 Device 1 441.00' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 446.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.96 cfs @ 12.03 hrs HW=445.56' (Free Discharge) L1=Culvert (Passes 1.96 cfs of 13.50 cfs potential flow) �2=Orif ice/G rate (Orifice Controls 1.96 cfs @ 10.00 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 5S: DA C2 Runoff = 0.35 cfs @ 11.98 hrs, Volume= 0.018 af, Depth> 0.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type II 24-hr 10-YR Rainfall=5.54" Area (ac) CN Description 0.170 39 >75% Grass cover, Good, HSG A 0.040 61 >75% Grass cover, Good, HSG B 0.030 98 Roofs, HSG B 0.240 50 Weighted Average 0.210 87.50% Pervious Area 0.030 12.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 21 Summary for Pond 6P: BIOFILTER C2 Inflow Area = 0.240 ac, 12.50% Impervious, Inflow Depth > 0.92" for 10-YR event Inflow = 0.35 cfs @ 11.98 hrs, Volume= 0.018 of Outflow = 0.38 cfs @ 12.01 hrs, Volume= 0.017 af, Atten= 0%, Lag= 1.9 min Primary = 0.38 cfs @ 12.01 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 413.91' @ 12.01 hrs Surf.Area= 175 sf Storage= 99 cf Plug -Flow detention time= 65.1 min calculated for 0.017 of (91 % of inflow) Center -of -Mass det. time= 19.8 min ( 918.5 - 898.8 ) Volume Invert Avail.Storage Storage Description #1 412.50' 563 cf Biofilter Storage (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 412.50 175 0.0 0 0 414.50 175 40.0 140 140 417.50 175 20.0 105 245 418.60 403 100.0 318 563 Device Routing Invert Outlet Devices #1 Primary 411.30' 15.0" Round Culvert L= 42.0' Ke= 0.600 Inlet / Outlet Invert= 411.30' / 409.20' S= 0.0500 '/' Cc= 0.900 n= 0.012 #2 Device 1 413.50' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 418.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.34 cfs @ 12.01 hrs HW=413.88' (Free Discharge) 11=Culvert (Passes 0.34 cfs of 7.75 cfs potential flow) �2=Orif ice/G rate (Orifice Controls 0.34 cfs @ 2.11 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 22 Summary for Subcatchment 7S: DA D Runoff = 5.57 cfs @ 11.96 hrs, Volume= 0.268 af, Depth> 4.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type II 24-hr 10-YR Rainfall=5.54" Area (ac) CN Description 0.150 39 >75% Grass cover, Good, HSG A 0.020 98 Roofs, HSG A 0.620 98 Roofs, HSG B 0.790 87 Weighted Average 0.150 18.99% Pervious Area 0.640 81.01 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 23 Summary for Pond 8P: Stormtech Isolator Row Inflow Area = 3.390 ac, 51.03% Impervious, Inflow Depth > 2.87" for 10-YR event Inflow = 15.84 cfs @ 11.96 hrs, Volume= 0.810 of Outflow = 15.80 cfs @ 11.97 hrs, Volume= 0.796 af, Atten= 0%, Lag= 0.4 min Primary = 1.98 cfs @ 11.97 hrs, Volume= 0.551 of Secondary = 13.82 cfs @ 11.97 hrs, Volume= 0.245 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 410.84' @ 11.97 hrs Surf.Area= 0.018 ac Storage= 0.069 of Plug -Flow detention time= 21.9 min calculated for 0.795 of (98% of inflow) Center -of -Mass det. time= 11.5 min ( 832.3 - 820.8 ) Volume Invert Avail.Storage Storage Description #1 404.50' 0.053 of 10.00'W x 80.001 x 9.50'H Prismatoid 0.174 of Overall - 0.041 of Embedded = 0.134 of x 40.0% Voids #2 407.00' 0.039 of StormTech MC-4500 x 16 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap #3 407.00' 0.002 of StormTech MC-4500 Cap x 2 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.34'L = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.92'L with 0.58' Overlap 0.094 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 406.20' 6.0" Vert. Treatment Underdrain C= 0.600 #2 Secondary 409.73' 15.0" Round Culvert L= 10.0' Ke= 0.600 Inlet / Outlet Invert= 409.73' / 408.50' S= 0.1230 '/' Cc= 0.900 n= 0.012 #3 Secondary 407.16' 18.0" Round Culvert L= 5.0' Ke= 0.600 Inlet / Outlet Invert= 407.16' / 407.00' S= 0.0320 '/' Cc= 0.900 n= 0.012 #4 Device 3 410.00' 4.0' long x 4.00' rise Weir B 2 End Contraction(s) 3.0' Crest Height Primary OutFlow Max=1.98 cfs @ 11.97 hrs HW=410.82' (Free Discharge) L1=Treatment Underdrain (Orifice Controls 1.98 cfs @ 10.07 fps) Secondary OutFlow Max=13.48 cfs @ 11.97 hrs HW=410.82' (Free Discharge) 2=Culvert (Inlet Controls 3.80 cfs @ 3.34 fps) L3=Culvert (Passes 9.68 cfs of 13.61 cfs potential flow) L4=Weir B (Weir Controls 9.68 cfs @ 3.07 fps) Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 24 Summary for Pond 9P: Stormtech Storage Row Inflow = 13.82 cfs @ 11.97 hrs, Volume= 0.245 of Outflow = 12.45 cfs @ 12.00 hrs, Volume= 0.232 af, Atten= 10%, Lag= 1.9 min Primary = 1.71 cfs @ 12.00 hrs, Volume= 0.063 of Secondary = 10.73 cfs @ 12.00 hrs, Volume= 0.169 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 409.73' @ 12.00 hrs Surf.Area= 0.018 ac Storage= 0.056 of Plug -Flow detention time= 4.9 min calculated for 0.232 of (95% of inflow) Center -of -Mass det. time= 4.0 min ( 723.7 - 719.8 ) Volume Invert Avail.Storaae Storaae Description #1 404.50' 0.053 of 10.00'W x 80.001 x 9.50'H Prismatoid 0.174 of Overall - 0.041 of Embedded = 0.134 of x 40.0% Voids #2 407.00' 0.039 of StormTech MC-4500 x 16 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap #3 407.00' 0.002 of StormTech MC-4500 Cap x 2 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.341 = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.92'L with 0.58' Overlap 0.094 of Total Available Storage Device Routina Invert Outlet Devices #1 Primary 406.20' 6.0" Vert. Treatment Underdrain C= 0.600 #2 Secondary 407.17' 18.0" Round Culvert L= 5.0' Ke= 0.600 Inlet / Outlet Invert= 407.17' / 407.00' S= 0.0340 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=1.71 cfs @ 12.00 hrs HW=409.71' (Free Discharge) L1=Treatment Underdrain (Orifice Controls 1.71 cfs @ 8.70 fps) Secondary OutFlow Max=10.68 cfs @ 12.00 hrs HW=409.71' (Free Discharge) L2=Culvert (Inlet Controls 10.68 cfs @ 6.05 fps) Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 25 Summary for Pond 10P: Bayfilter/STR. A7 Inflow Area = 3.390 ac, 51.03% Impervious, Inflow Depth > 2.77" for 10-YR event Inflow = 14.41 cfs @ 12.00 hrs, Volume= 0.783 of Outflow = 14.67 cfs @ 12.00 hrs, Volume= 0.783 af, Atten= 0%, Lag= 0.0 min Primary = 14.67 cfs @ 12.00 hrs, Volume= 0.783 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 410.69' @ 12.00 hrs Surf.Area= 0.001 ac Storage= 0.009 of Plug -Flow detention time= 1.1 min calculated for 0.783 of (100% of inflow) Center -of -Mass det. time= 0.8 min ( 836.1 - 835.3 ) Volume Invert Avail.Storage Storage Description #1 402.83' 0.012 of 6.00'W x 8.00'L x 11.17'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 402.83' 18.0" Round Culvert L= 10.6' Ke= 0.600 Inlet / Outlet Invert= 402.83' / 401.43' S= 0.1321 '/' Cc= 0.900 n= 0.012 #2 Device 1 402.83' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 409.50' 3.0' long x 4.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 6.7' Crest Height Primary OutFlow Max=14.58 cfs @ 12.00 hrs HW=410.69' (Free Discharge) L1=Culvert (Passes 14.58 cfs of 21.27 cfs potential flow) �2=Orif ice/G rate (Orifice Controls 2.61 cfs @ 13.28 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 11.97 cfs @ 3.64 fps) Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 11 S: DA E Runoff = 2.84 cfs @ 11.96 hrs, Volume= 0.132 af, Depth> 3.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type II 24-hr 10-YR Rainfall=5.54" Area (ac) CN Description 0.140 39 >75% Grass cover, Good, HSG A 0.330 98 Roofs, HSG A 0.470 80 Weighted Average 0.140 29.79% Pervious Area 0.330 70.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 27 Summary for Link 12L: RUNOFF Inflow Area = 3.860 ac, 53.37% Impervious, Inflow Depth > 2.84" for 10-YR event Inflow = 17.12 cfs @ 11.99 hrs, Volume= 0.915 of Primary = 17.12 cfs @ 11.99 hrs, Volume= 0.915 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Post-Dev POSTDEV Type 11 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 28 Time span=1.00-24.00 hrs, dt=0.04 hrs, 576 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: DA A Runoff Area=0.840 ac 57.14% Impervious Runoff Depth>4.41" Tc=5.0 min CN=79 Runoff=6.59 cfs 0.308 of Subcatchment 2S: DA B Runoff Area=0.760 ac 48.68% Impervious Runoff Depth>3.56" Tc=5.0 min CN=71 Runoff=4.94 cfs 0.225 of Subcatchment 3S: DA C1 Runoff Area=0.760 ac 27.63% Impervious Runoff Depth>3.25" Tc=5.0 min CN=68 Runoff=4.53 cfs 0.206 of Pond 4P: BIOFILTER C1 Peak EIev=446.10' Storage=1,751 cf Inflow=4.53 cfs 0.206 of Outflow=3.35 cfs 0.198 of Subcatchment 5S: DA C2 Runoff Area=0.240 ac 12.50% Impervious Runoff Depth>1.56" Tc=5.0 min CN=50 Runoff=0.65 cfs 0.031 of Pond 6P: BIOFILTER C2 Peak EIev=414.17' Storage=117 cf Inflow=0.65 cfs 0.031 of Outflow=0.62 cfs 0.030 of Subcatchment 7S: DA D Runoff Area=0.790 ac 81.01% Impervious Runoff Depth>5.29" Tc=5.0 min CN=87 Runoff=7.11 cfs 0.348 of Pond 8P: Stormtech Isolator Row Peak EIev=411.10' Storage=0.072 of Inflow=21.23 cfs 1.110 of Primary=2.04 cfs 0.695 of Secondary=19.13 cfs 0.400 of Outflow=21.17 cfs 1.096 of Pond 9P: Stormtech Storage Row Peak EIev=411.48' Storage=0.075 of Inflow=19.13 cfs 0.400 of Primary=2.12 cfs 0.090 of Secondary=15.05 cfs 0.298 of Outflow=17.17 cfs 0.388 of Pond 10P: Bayfilter/STR. A7 Peak EIev=411.00' Storage=0.009 of Inflow=19.18 cfs 1.083 of Outflow=19.35 cfs 1.083 of Subcatchment 11S: DA E Runoff Area=0.470 ac 70.21% Impervious Runoff Depth>4.52" Tc=5.0 min CN=80 Runoff=3.76 cfs 0.177 of Link 12L: RUNOFF Inflow=22.41 cfs 1.260 of Primary=22.41 cfs 1.260 of Total Runoff Area = 3.860 ac Runoff Volume = 1.296 of Average Runoff Depth = 4.03" 46.63% Pervious = 1.800 ac 53.37% Impervious = 2.060 ac Post-Dev POSTDEV Type 11 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 1 S: DA A Runoff = 6.59 cfs @ 11.96 hrs, Volume= 0.308 af, Depth> 4.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type II 24-hr 25-YR Rainfall=6.81" Area (ac) CN Description 0.130 39 >75% Grass cover, Good, HSG A 0.230 61 >75% Grass cover, Good, HSG B 0.230 98 Roofs, HSG A 0.250 98 Roofs, HSG B 0.840 79 Weighted Average 0.360 42.86% Pervious Area 0.480 57.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 11 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 2S: DA B Runoff = 4.94 cfs @ 11.96 hrs, Volume= 0.225 af, Depth> 3.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type II 24-hr 25-YR Rainfall=6.81" Area (ac) CN Description 0.280 39 >75% Grass cover, Good, HSG A 0.110 61 >75% Grass cover, Good, HSG B 0.260 98 Roofs, HSG A 0.110 98 Roofs, HSG B 0.760 71 Weighted Average 0.390 51.32% Pervious Area 0.370 48.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 11 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 3S: DA C1 Runoff = 4.53 cfs @ 11.96 hrs, Volume= 0.206 af, Depth> 3.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type II 24-hr 25-YR Rainfall=6.81" Area (ac) CN Description 0.100 39 >75% Grass cover, Good, HSG A 0.450 61 >75% Grass cover, Good, HSG B 0.030 98 Roofs, HSG A 0.180 98 Roofs, HSG B 0.760 68 Weighted Average 0.550 72.37% Pervious Area 0.210 27.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 11 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 32 Summary for Pond 4P: BIOFILTER C1 Inflow Area = 0.760 ac, 27.63% Impervious, Inflow Depth > 3.25" for 25-YR event Inflow = 4.53 cfs @ 11.96 hrs, Volume= 0.206 of Outflow = 3.35 cfs @ 12.02 hrs, Volume= 0.198 af, Atten= 26%, Lag= 3.7 min Primary = 3.35 cfs @ 12.02 hrs, Volume= 0.198 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 446.10' @ 12.02 hrs Surf.Area= 1,079 sf Storage= 1,751 cf Plug -Flow detention time= 33.8 min calculated for 0.198 of (96% of inflow) Center -of -Mass det. time= 12.4 min ( 844.3 - 831.8 ) Volume Invert Avail.Storage Storage Description #1 440.00' 2,940 cf Biofilter Storage (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 440.00 750 0.0 0 0 442.50 750 40.0 750 750 445.50 750 20.0 450 1,200 447.00 1,570 100.0 1,740 2,940 Device Routing Invert Outlet Devices #1 Primary 439.00' 15.0" Round Culvert L= 53.4' Ke= 0.600 Inlet / Outlet Invert= 439.00' / 435.00' S= 0.0749 '/' Cc= 0.900 n= 0.012 #2 Device 1 441.00' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 446.00' 48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=3.18 cfs @ 12.02 hrs HW=446.09' (Free Discharge) L1=Culvert (Passes 3.18 cfs of 14.08 cfs potential flow) �2=Orif ice/G rate (Orifice Controls 2.08 cfs @ 10.59 fps) 3=Orifice/Grate (Weir Controls 1.10 cfs @ 0.98 fps) Post-Dev POSTDEV Type 11 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 5S: DA C2 Runoff = 0.65 cfs @ 11.97 hrs, Volume= 0.031 af, Depth> 1.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type II 24-hr 25-YR Rainfall=6.81" Area (ac) CN Description 0.170 39 >75% Grass cover, Good, HSG A 0.040 61 >75% Grass cover, Good, HSG B 0.030 98 Roofs, HSG B 0.240 50 Weighted Average 0.210 87.50% Pervious Area 0.030 12.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 11 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 34 Summary for Pond 6P: BIOFILTER C2 Inflow Area = 0.240 ac, 12.50% Impervious, Inflow Depth > 1.56" for 25-YR event Inflow = 0.65 cfs @ 11.97 hrs, Volume= 0.031 of Outflow = 0.62 cfs @ 11.99 hrs, Volume= 0.030 af, Atten= 5%, Lag= 1.3 min Primary = 0.62 cfs @ 11.99 hrs, Volume= 0.030 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 414.17' @ 11.99 hrs Surf.Area= 175 sf Storage= 117 cf Plug -Flow detention time= 39.7 min calculated for 0.030 of (95% of inflow) Center -of -Mass det. time= 11.0 min ( 889.3 - 878.3 ) Volume Invert Avail.Storage Storage Description #1 412.50' 563 cf Biofilter Storage (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic -feet) (cubic -feet) 412.50 175 0.0 0 0 414.50 175 40.0 140 140 417.50 175 20.0 105 245 418.60 403 100.0 318 563 Device Routing Invert Outlet Devices #1 Primary 411.30' 15.0" Round Culvert L= 42.0' Ke= 0.600 Inlet / Outlet Invert= 411.30' / 409.20' S= 0.0500 '/' Cc= 0.900 n= 0.012 #2 Device 1 413.50' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 418.00' 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.61 cfs @ 11.99 hrs HW=414.16' (Free Discharge) L1=Culvert (Passes 0.61 cfs of 8.28 cfs potential flow) �2=Orif ice/G rate (Orifice Controls 0.61 cfs @ 3.09 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Post-Dev POSTDEV Type 1124-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 35 Summary for Subcatchment 7S: DA D Runoff = 7.11 cfs @ 11.96 hrs, Volume= 0.348 af, Depth> 5.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type II 24-hr 25-YR Rainfall=6.81" Area (ac) CN Description 0.150 39 >75% Grass cover, Good, HSG A 0.020 98 Roofs, HSG A 0.620 98 Roofs, HSG B 0.790 87 Weighted Average 0.150 18.99% Pervious Area 0.640 81.01 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 11 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 36 Summary for Pond 8P: Stormtech Isolator Row Inflow Area = 3.390 ac, 51.03% Impervious, Inflow Depth > 3.93" for 25-YR event Inflow = 21.23 cfs @ 11.96 hrs, Volume= 1.110 of Outflow = 21.17 cfs @ 11.97 hrs, Volume= 1.096 af, Atten= 0%, Lag= 0.4 min Primary = 2.04 cfs @ 11.97 hrs, Volume= 0.695 of Secondary = 19.13 cfs @ 11.97 hrs, Volume= 0.400 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 411.10' @ 11.97 hrs Surf.Area= 0.018 ac Storage= 0.072 of Plug -Flow detention time= 18.1 min calculated for 1.094 of (99% of inflow) Center -of -Mass det. time= 10.3 min ( 823.1 - 812.8 ) Volume Invert Avail.Storage Storage Description #1 404.50' 0.053 of 10.00'W x 80.001 x 9.50'H Prismatoid 0.174 of Overall - 0.041 of Embedded = 0.134 of x 40.0% Voids #2 407.00' 0.039 of StormTech MC-4500 x 16 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap #3 407.00' 0.002 of StormTech MC-4500 Cap x 2 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.34'L = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.92'L with 0.58' Overlap 0.094 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 406.20' 6.0" Vert. Treatment Underdrain C= 0.600 #2 Secondary 409.73' 15.0" Round Culvert L= 10.0' Ke= 0.600 Inlet / Outlet Invert= 409.73' / 408.50' S= 0.1230 '/' Cc= 0.900 n= 0.012 #3 Secondary 407.16' 18.0" Round Culvert L= 5.0' Ke= 0.600 Inlet / Outlet Invert= 407.16' / 407.00' S= 0.0320 '/' Cc= 0.900 n= 0.012 #4 Device 3 410.00' 4.0' long x 4.00' rise Weir B 2 End Contraction(s) 3.0' Crest Height Primary OutFlow Max=2.03 cfs @ 11.97 hrs HW=411.08' (Free Discharge) L1=Treatment Underdrain (Orifice Controls 2.03 cfs @ 10.36 fps) Secondary OutFlow Max=18.89 cfs @ 11.97 hrs HW=411.08' (Free Discharge) 2=Culvert (Inlet Controls 4.70 cfs @ 3.83 fps) L3=Culvert (Inlet Controls 14.19 cfs @ 8.03 fps) L4=Weir B (Passes 14.19 cfs of 14.41 cfs potential flow) Post-Dev POSTDEV Type 11 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 37 Summary for Pond 9P: Stormtech Storage Row Inflow = 19.13 cfs @ 11.97 hrs, Volume= 0.400 of Outflow = 17.17 cfs @ 12.01 hrs, Volume= 0.388 af, Atten= 10%, Lag= 2.1 min Primary = 2.12 cfs @ 12.01 hrs, Volume= 0.090 of Secondary = 15.05 cfs @ 12.01 hrs, Volume= 0.298 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 411.48' @ 12.01 hrs Surf.Area= 0.018 ac Storage= 0.075 of Plug -Flow detention time= 5.1 min calculated for 0.388 of (97% of inflow) Center -of -Mass det. time= 3.7 min ( 723.5 - 719.8 ) Volume Invert Avail.Storaae Storaae Description #1 404.50' 0.053 of 10.00'W x 80.001 x 9.50'H Prismatoid 0.174 of Overall - 0.041 of Embedded = 0.134 of x 40.0% Voids #2 407.00' 0.039 of StormTech MC-4500 x 16 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.031 = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap #3 407.00' 0.002 of StormTech MC-4500 Cap x 2 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.341 = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.92'L with 0.58' Overlap 0.094 of Total Available Storage Device Routina Invert Outlet Devices #1 Primary 406.20' 6.0" Vert. Treatment Underdrain C= 0.600 #2 Secondary 407.17' 18.0" Round Culvert L= 5.0' Ke= 0.600 Inlet / Outlet Invert= 407.17' / 407.00' S= 0.0340 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=2.10 cfs @ 12.01 hrs HW=411.40' (Free Discharge) L1=Treatment Underdrain (Orifice Controls 2.10 cfs @ 10.71 fps) Secondary OutFlow Max=14.88 cfs @ 12.01 hrs HW=411.40' (Free Discharge) L2=Culvert (Inlet Controls 14.88 cfs @ 8.42 fps) Post-Dev POSTDEV Type 11 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 38 Summary for Pond 10P: Bayfilter/STR. A7 Inflow Area = 3.390 ac, 51.03% Impervious, Inflow Depth > 3.83" for 25-YR event Inflow = 19.18 cfs @ 12.01 hrs, Volume= 1.083 of Outflow = 19.35 cfs @ 12.02 hrs, Volume= 1.083 af, Atten= 0%, Lag= 1.1 min Primary = 19.35 cfs @ 12.02 hrs, Volume= 1.083 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 411.00' @ 12.02 hrs Surf.Area= 0.001 ac Storage= 0.009 of Plug -Flow detention time= 1.0 min calculated for 1.083 of (100% of inflow) Center -of -Mass det. time= 0.8 min ( 826.4 - 825.6 ) Volume Invert Avail.Storage Storage Description #1 402.83' 0.012 of 6.00'W x 8.00'L x 11.17'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 402.83' 18.0" Round Culvert L= 10.6' Ke= 0.600 Inlet / Outlet Invert= 402.83' / 401.43' S= 0.1321 '/' Cc= 0.900 n= 0.012 #2 Device 1 402.83' 6.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 409.50' 3.0' long x 4.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 6.7' Crest Height Primary OutFlow Max=18.67 cfs @ 12.02 hrs HW=410.96' (Free Discharge) L1=Culvert (Passes 18.67 cfs of 21.67 cfs potential flow) �2=Orif ice/G rate (Orifice Controls 2.65 cfs @ 13.52 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 16.02 cfs @ 4.05 fps) Post-Dev POSTDEV Type 11 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 39 Summary for Subcatchment 11 S: DA E Runoff = 3.76 cfs @ 11.96 hrs, Volume= 0.177 af, Depth> 4.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Type II 24-hr 25-YR Rainfall=6.81" Area (ac) CN Description 0.140 39 >75% Grass cover, Good, HSG A 0.330 98 Roofs, HSG A 0.470 80 Weighted Average 0.140 29.79% Pervious Area 0.330 70.21% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Post-Dev POSTDEV Type 11 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 10/24/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Page 40 Summary for Link 12L: RUNOFF Inflow Area = 3.860 ac, 53.37% Impervious, Inflow Depth > 3.92" for 25-YR event Inflow = 22.41 cfs @ 11.98 hrs, Volume= 1.260 of Primary = 22.41 cfs @ 11.98 hrs, Volume= 1.260 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs ESCP Calculations: Sediment Basin Design Spreadsheet Sediment Basin Design Nomographs Riser Buoyancy Calculations ECO VILLAGE Orange cells need input, white cells are calculations. Basin SB-1 Step 1: Preliminary Design Top of Dam 408.7 Downstream Toe of Dam 400.0 Barrel length (ft) 127.0 Slope of principal spillway barrel (%) 13.6% SteD 2: Calculate Runoff Rational Method Drainage Area (ac) 4.00 C 0.8 I2 4.3 I25 6.6 Q2 (cfs) 12.9 Q25 (cfs) 19.8 From Plate 3.14- Spillway Capacity with emergency spillway (cfs) 19.8 Riser Diameter (in) 48 Actual head (ft) 0.70 QP (max) 24.0 From Table 3.14-C Required spillway capacity 0.0 HP 0.0 b - Bottom width (ft) 0 S - slope of exit channel (ft/foot) 0.00 X - minimum length of exit channel (f 0 SteD 5: Grade Basin Design Parameters Maximum Top of wet Storage 406.0 Required Wet + Dry Storage (cf) 14,472 Wet Storage Required Volume (cy) 268 Required Volume (cf) 7,236 Minimum Standpipe Invert 404.0 Cleanout Required Volume (cy) 132 Cleanout Required Volume (cf) 3,564 Design I Elevation Area Bottom of Wet Stora2el 400.0 1 1A Basin Cleanout Top of Wet Cleanout Volume (cf) Wet Storage Volume (cf) Wet Storage Volume (cy) Dry Storage Required Volume (cy) Required Volume (cf) Maximum Top of Dry Storage Bottom of Dry Top of Dry Dry Storage Volume (cf) Dry Storage Volume (cy) SB-1 401.0 1,780 402.0 2,161 403.0 2,577 404.0 3,030 3,578 8,751 324 268 7,236 406.7 Design Elevation Area (s Storage 404.0 3,030 405.0 3,720 Storage 406.0 4.350 Step 6: Final Details Upstream Toe of Dam Principle Spillway Elevation Trash rack and anti -vortex device From Table 3.14-D: _ Diameter (in) Height (in) From Retention Basin Design and Plate 3.14-B: Head on barrel (ft) QP (max) Barrel diameter (in) Dewatering Orifice Design Riser Height h (ft) S (cf) Q (cfs) A (sf) d (ft) Dewatering Orifice Diameter (in) Flexible Tubing Diameter (in) Baffle Calculation Length of Flow (L) (ft) Effective Width (We) (ft) LIWe Baffles Required? 7,410 274 400.0 405.0 72 21 16.0 28.9 6.0 1.0 7,410 0.34 0.071 0.301 6 8 225 70 3.2 no 1992 TABLE 3.14-D CONCENTRIC TRASH RACK AND ANTI -VORTEX DEVICE DESIGN TABLE 3.14 Cylinder Minimum Top D Height, Minimum Size q12 Diameter, Thickness, inches Support Bar Thickness Stiffener inches gage 18 16 6 #6 Rebar or 11/2 x 16 ga. - 11/2 x 3/16 angle (F&C) 15 21 16 7 - 18 27 16 8 - 21 30 16 11 16 ga.(C), 14 ga.(F) 24 36 16 13 - 27 42 16 15 - 36 54 14 17 #8 Rebar 14 ga.(C), 12 - ga.(F) 42 60 16 19 _ 48 72 16 21 J 11/4" pipe or 11/4 x 14 ga.(C), 10 - '� 11/4 x 1/4 angle ga.(F) 54 78 16 25 " " - 60 90 14 29 11/2" pipe or 11/2 x 12 ga.(C), 8 - 1'/s x'/a angle ga.(F) 66 96 14 33 2" pipe or 2 x 2 x 12 ga.(C), 8 2 x 2 x 1/4 3/16 angle ga.(F) angle w/stiffener 72 102 14 36 21/2 x 21h x '/4 angle 78 114 14 39 21/2" pipe or2x2x " " " '/4 angle 84 120 12 42 21/2" pipe or 21/2 x 21/2 x 21/z x 21/2 x 1/4 angle 5/16 angle Note,: The criterion for sizing the cylinder is that the area between the inside of the cylinder and the outside of the riser is equal to or greater than the area inside the riser. Therefore, the above table is invalid for use with concrete pipe risers. Note2: Corrugation for 12"-36" pipe measures 2Y3" x 1/2 ; for 42" -84" the corrugation measures 5" x 1" or 8" x 1". 11 Note3: C = corrugated; F = flat. Source: Adapted from USDA-SCS and Carl M. Henshaw Drainage Products Information. III - 104 1992 3.14 :. . ROpV,,�� AIZ ==_ ;r,1!/��Im�+l8O1 ro nir a���� � �many, = a2r,r',,04.0" IV-29,17,Vfrmm: WC a CC �MMMF d N7i ,i � lip ei �ME5WEC WIA �.?�� 7� 0H W, P�.7r1,V 141HC � C I���� F1111,0AF/AMAI � �i,�d° �i�l� ■NYNflB Source: USDA-SCS 111 - 97 Plate 3.14-8 1992 eNmv r v m N o N m m 02011, men Om0 m mm� �o mry NoZ1,10 O n m m m aN mmv v Nmnm oNo nNrmm mm N �YOry NOr n.0 Ovm v .mi rvryN.-i T-. 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W W I .r- � N1 3.14 o m m m m r m O o 0 0 0 o m m m m m m n rvN.�.r ommm 000000mmma��m ry o mmm r m N 0 0 0 0 0 o m m m m m m 0 0 0 0 0 0 m m m m m m O D000 OT0000•m O M 0004 O OOmi Omirym a� a M W0 0 0 0 o 0.000 m m O O .py mNp N Omr O m M 0000 OmmO�O�m m V N mr O N OmmN.-1 mm ry m N n O m N O m n .i 19 O O O m m m m m m -I . -I - - . .1 -. 1 0 0 0 m m mmm m N .�r or vNr n O ommmmmm `1-m1 -100 O m mmm mmn • N O O O m m m m m NneN mrm m.o_ �� dN ��.m.mry aN Nrmmo °iu o�oo0 000pp�}vo .] W Source: USDA-SCS III - 99 Eco Village Basin Structure Buoyancy Calculation Concrete Riser Dimensions: ID=48" OD=60" H=4.57' above pond bottom Volume inside Riser = (n)(D/2)^2(H) Volume inside Riser= (rc)(4/2)^2(4.57)=57.4 cubic feet Buoyant Force = p*V p=62.4 lb/cf BF = 62.4 lb/cf * 57.4 cf Buoyant Force = 3582 Ibs 1.25 x BF = 4477 Ibs (required adjustment) Concrete Riser dimentions: Volume of riser = Vol. of Riser OD - Volume inside Riser _ (n)(OD/2)"2(H)- (n)(lD/2)"2(H) Volume of riser = (r[)(5/2)^2(4.57)- (rc)(4/2)^2(4.57) Volume of riser = 89.7-57.4 = 32.3 cf Riser Weight = 150 Ib/ft * 32.3 cf Riser Weight = 4845 Ibs Concrete Base Dimensions: W=L=48" D=8" Base Volume = 10.7 cf Base Weight = p*V p conc.= 150 lb/cf Wbase= 150 lb/cf * 37.5 Base Weight = 1600 Ibs Total Weight = Base + Riser Total Weight = 6445 Ibs Weight > 1.25*Bouyant Force 6445 Ibs > 4477 Ibs Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report 3 En 722170 38° 3' 9" N M O M N V 38° 2' 46' N 722170 722240 722310 722380 3 fn Map Scale: 1:2,030 if printed on B portrait (11" x 17") sheet. Meters N 0 30 60 120 180 Feet 0 50 100 200 300 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 usDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey Hydrologic Soil Group —Albemarle County, Virginia, and Charlottesville City, Virginia 722240 722310 722380 722450 M450 722520 722520 3 a N 722590 38° 39" N N V 38° 2' 46' N 722590 3 f� v N 8/1 /2019 Page 1 of 5 Hydrologic Soil Group —Albemarle County, Virginia, and Charlottesville City, Virginia Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Ed Percent of,' — 16 Chewacla silt loam B/D 0.5 7.6 2.1% 35.6% 21 B Culpeper fine sandy loam, 2 to 7 percent slopes B 47D Louisburg sandy loam, 15 to 25 percent slopes A 13.3 62.1 % 48E Louisburg very stony sandy loam, 25 to 45 percent slopes A 0.0 0.0% Subtotals for Soil Survey Area 21.4 99.8% Totals for Area of Interest 21.4 100.0% Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 47D Louisburg sandy loam, 15 to 25 percent slopes A 0.0 0.2% Subtotals for Soil Survey Area 0.0 0.2% Totals for Area of Interest 21.4 100.0% USDA Natural Resources Web Soil Survey 8/1/2019 Conservation Service National Cooperative Soil Survey Page 4 of 5 Hydrologic Soil Group —Albemarle County, Virginia, and Charlottesville City, Virginia Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie -break Rule: Higher uSDA Natural Resources Web Soil Survey 8/1/2019 Conservation Service National Cooperative Soil Survey Page 5 of 5 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=38.0483 &... NOAA Atlas 14, Volume 2, Version 3 Location name: Charlottesville, Virginia, USA* Latitude: 38.0483°, Longitude:-78.4651* Elevation: 408.24 p N'I'dsft**source: ESRI Ma " source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, I Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 2 5 10 25 50 1 100 00 200 500 1000 0.353 0.421 0.493 0.554 0.624 0.678 0.729 0.777 0.834 0.881 5-min (0.318-0.392) (0.379-0.467) (0.444-0.546) (0.498-0.613) (0.558-0.688) (0.604-0.747) (0.645-0.803) (0.683-0.856) (0.726-0.922) (0.760-0.977) 0.563 0.673 0.789 0.886 0.994 1.08 1.16 1.23 1.32 1.39 10-min (0.508-0.626) (0.607-0.746) (0.710-0.875) (0.796-0.981) (0.889-1.10) (0.962-1.19) (1.03-1.28) (1.08-1.36) (1.15-1.46) (1.20-1.54) 0.704 0.846 0.999 1.12 1.26 1.37 1.46 1.55 1.66 1.74 15-min (0.635-0.783) (0.763-0.938) (0.899-1.11) 1 (1.01-1.24) 1 (1.13-1.39) 1 (1.22-1.51) 1 (1.30-1.61) 1 (1.37-1.71) 1 (1.45-1.84) 1 (1.50-1.93) 0.966 1.17 1.42 1.62 1.87 2.06 2.24 2.42 2.64 2.82 30-min (0.871-1.07) 1 (1.05-1.30) 1 (1.28-1.57) 1 (1.46-1.80) 1 (1.67-2.06) 1 (1.83-2.27) 1 (1.99-2.47) 1 (2.13-2.67) 1 (2.30-2.92) 1 (2.43-3.13) 1.20 1.47 1.82 2.11 2.49 1 F 2.79 3.09 3.39 1 F 3.79 4.12 60-min (1.09-1.34) 1 (1.32-1.63) 1 (1.64-2.02) 1 (1.90-2.34) 1 (2.22-2.74) 1 (2.49-3.08) 1 (2.74-3.40) 1 (2.98-3.74) 1 (3.30-4.19) 1 (3.55-4.57) 1.45 1.76 2.20 2.58 3.08 3.49 3.91 4.36 4.97 5.49 2-hr (1.27-1.66) 1 (1.54-2.00) 1 (1.93-2.50) 1 (2.27-2.93) 1 (2.68-3.48) 1 (3.03-3.95) 1 (3.38-4.42) 1 (3.73-4.92) 1 (4.21-5.62) 1 (4.60-6.22) 1.59 1.92 2.40 2.82 3.36 3.82 4.28 4.77 5.45 6.03 3-hr (1 .39-1.82) 1 (1.68-2.21) 1 (2.10-2.76) 1 (2.45-3.23) 1 (2.91-3.84) 1 (3.29-4.35) 1 (3.67-4.88) 1 (4.06-5.44) 1 (4.58-6.22) 1 (5.00-6.89) 2.02 2.44 3.03 3.57 4.29 4.92 5.58 6.29 7.31 8.20 6-hr (1.79-2.29) 1 (2.15-2.77) 1 (2.67-3.43) 1 (3.13-4.04) 1 (3.74-4.85) 1 (4.25-5.54) 1 (4.78-6.29) 1 (5.33-7.09) 1 (6.10-8.24) 1 (6.75-9.26) 2.54 3.06 3.82 4.52 5.50 6.37 7.31 8.35 9.88 11.3 12-hr (2.24-2.91) 1 (2.70-3.50) 1 (3.35-4.37) 1 (3.96-5.16) 1 (4.78-6.25) 1 (5.48-7.23) 1 (6.21-8.29) 1 (7.00-9.46) 1 (8.13-11.2) 1 (9.11-12.8) 3.03 3-.6 7 1 F-4-.69--]5.54 6.81 7.90 9.10 10.4 12.4 14.1 24-hr (2.72-3.40) 1 (3.30-4.12) 1 (4.20-5.26) 1 (4.95-6.20) 1 (6.04-7.59) 1 (6.96-8.79) 1 (7.95-10.1) 1 (9.01-11.6) 1 (10.5-13.8) 1 (11.8-15.6) 3.58 4.33 5.51 6.49 7.89 9.07 10.4 11.7 13.8 15.5 2-day (3.21-4.00) 1 (3.89-4.85) 1 (4.94-6.16) 1 (5.79-7.23) 1 (7.00-8.78) 1 (7.98-10.1) 1 (9.04-11.5) 1 (10.2-13.1) 1 (11.8-15.4) 1 (13.1-17.3) 3.81 4.61 5.86 6.89 8.38 9.63 11.0 12.5 14.6 16.4 3-day (3.46-4.22) 1 (4.19-5.11) 1 (5.31-6.49) 1 (6.23-7.62) 1 (7.53-9.25) 1 (8.59-10.6) 1 (9.73-12.1) 1 (10.9-13.7) 1 (12.7-16.2) 1 (14.1-18.2) 4.04 4.89 6.21 7.30 8.87 10.2 11.6 13.2 15.4 17.3 4-day (3.71-4.44) (4.49-5.38) (5.69-6.83) (6.66-8.00) (8.06-9.72) (9.20-11.2) (10.4-12.7) (11.7-14.4) (13.5-16.9) (15.0-19.1) 4.70 5.65 7.07 8.23 9.90 11.3 12.8 14.4 16.7 18.6 7-day (4.32-5.12) 1 (5.20-6.17) 1 (6.49-7.71) 1 (7.53-8.97) 1 (9.01-10.8) 1 (10.2-12.3) 1 (11.5-13.9) 1 (12.8-15.7) 1 (14.7-18.3) 1 (16.2-20.4) 5.32 6.39 7.89 9.11 10.8 12.2 13.7 15.3 17.5 19.4 10-day (4.92-5.76) 1 (5.91-6.91) 1 (7.28-8.53) 1 (8.39-9.85) 1 (9.93-11.7) 1 (11.2-13.2) 1 (12.4-14.8) 1 (13.8-16.6) 1 (15.6-19.0) 1 (17.1-21.1) 6.99 8.34 10.1 11.4 13.3 14.7 16.2 17.7 19.8 21.4 20-day (6.55-7.48) 1 (7.81-8.92) 1 (9.42-10.8) 1 (10.7-12.2) 1 (12.4-14.2) 1 (13.7-15.8) 1 (15.0-17.4) 1 (16.3-19.0) 1 (18.1-21.3) 1 (19.4-23.1) 8.57 10.2 12.0 13.4 15.3 16.7 18.0 19.4 21.2 22.5 30-day (8.07-9.13) 1 (9.57-10.8) 1 (11.3-12.8) 1 (12.6-14.3) 1 (14.3-16.3) 1 (15.6-17.7) 1 (16.8-19.2) 1 (18.0-20.7) 1 (19.5-22.6) 1 (20.7-24.1) 10.7 12.6 14.8 16.4 18.4 19.9 21.4 22.8 24.6 26.0 45-day (10.1-11.3) 1 (11.9-13.4) 1 (14.0-15.6) 1 (15.5-17.3) 1 (17.3-19.5) 1 (18.7-21.1) 1 (20.1-22.7) 1 (21.3-24.2) 1 (22.9-26.2) 1 (24.1-27.7) FUZZ]14.8 17.1 18.8 20.9 22.5 24.1 25.5 27.4 28.7 60-day (11.9 13.2) (14.0-15.6) (16.2-18.0) (17.8 19.8) 1 (19.8 22.1) (21.2-23.8) (22.6-25.4) (23.9-27.0) (25.6-29.0) (26.7-30.5) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90 % confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5 % . Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 1 of 4 11/13/2018, 5:19 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=38.0483 &... 30 25 c L 20 30 25 C L 20 4� a - 15 4, 49 CL �, 10 CL a PD5-based depth -duration -frequency (DDF) curves Latitude: 38.0483". Longitude:-70.4651" � O 4f'I O O '•'� ['V N rti'7 � r: O O O u'i d Duration 5-� 0 — 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14, Volume 2, Version 3 Created {GMTY Tue Nov 13 22:19:42 201E Back to Top Maps & aerials Small scale terrain Average recurrence interval (years) — 1 2 — 5 — 10 25 50 100 200 500 1000 Duration 5-min — 2-day — 10-rnn — 3-day 15-min — 4-day 30-min — 7-day — 60-min — 10-day — 2-hr — 20-day — 3-hr — 30-day — 6-hr — 45-day — 12-hr — 60-day 24-hr 2of4 11/13/2018, 5:19 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=38.0483 &... 2mi =tip— I/ scale terrain t R � Washinatonl DW.,�'I� Hel'risonl)ul'cl • 5t8Lill ti)n I IR61NIA `A Rich + Va" • • Lynchbul'9 100km 60mi Large scale map Anj r w n ton a Virginia { Rlsoriburg f219y �t ILIIIGin I Virginia ' chmon M Lynchburg Clacksburg VRwncke _ rr 100km 60mi Noe10 Large scale aerial 3 of 4 11/13/2018, 5:19 PM