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WPO201900053 Calculations WPO VSMP 2020-02-28
PROJECT MANAGEMENT SHIMCIVIL ENGINEERING LAND PLANNING ENGINrtItKING'a pLT February 21, 2020 John Anderson, PE CN-HDepartment of Community Development 401 McIntire Road Charlottesville, VA 22902 Regarding: WPO 201900053 Eco Village VSMP — SWM Calculation Packet Dear John, 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 3.52 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, 1.06 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 analyzed 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-engineering.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 47D ECO VILLAGE HSG A PREDEV VRRM i MAP 16 PROPERTY AREA: 6.53 AC HSG B/D j ° 1 WOODS AREA: 4.31 AC j HSG A: 3.24 HSG B: 1.07 AC ,j TURF AREA: 1.74 AC HSG A: 1.12 HSG B: 0.62 i, IMPERVIOUS AREA: 0.48 AC j HSG A: 0.36 AC HSG B: 0.12 AC 1 1 470 \` 1 SHED Ln ° �-------------- j^1 \•ter •, •— \� I � 47D I L ° ; HSG A TURF �` HSG B •, ° \ ° TURF ° 2 HSG r / I ' I I I ` D ,` I �,, , - I ° HSG A ;113 TURFf'� � �• 7 ATE ROUTE 631 RIO ROAD EAST 16 SHED 47D ISG A TURF TURF D�4 HSid B 47D HSG A If TURF O O O 1 / HSG B° ° 00`, ° 100,0 0 TURF �' ,.••- � '00 00 TURF ,4 7D 1001` -_ H G ` _ ` s-- FrW WAM TURF - - _ -40 _-___—_- _- _—- �rwnfia-===__-_-___-_____-____ - - - - - - - - - - - - - - - - - - - - - —=6M3YiSPtA— — — — — — — — — — — — - - - - - - - - - - - - - - - - - - - - - - - STATE ROUTE 631 RIO ROAD EAST ECO VILLAGE POSTDEV VRRM MAP PROPERTY AREA: 6.53 AC WOODS AREA: 1.06 AC HSG A: 1.06 HSG B: 0 AC TURF AREA: 3.20 AC HSG A: 2.01 HSG B: 1.19 IMPERVIOUS AREA: 2.27 AC HSG A: 1.65 AC HSG B: 0.62 AC SHED �C" do 400 - T ,41 \ \ 3t �\ 420 , D 4 - -� / NOTE: TV = TREATMENT VOLUME. TV IS OBTAINED FROM VRRM SPREADSHEET. •� I i i i i f -\ do ' �J41 e --440 - - 43Q — — _ - -- --- ---------- ----- — — i - STRIO ROR D ET ST631 O ECO VILLAGE BMP DRAINAGE MAP DA A: LEVEL 1 RAIN GARDENS ALONG PERIMETER. 0.84 AC TOTAL (0.36 AC TURF, 0.48 AC IMP) TV = 1893 CF. 23 RAIN GARDENS PROVIDED. TYP. DA PER GARDEN: 0.037 AC (.016 AC TURF, 0.021 AC IMP) TYP. TV PER GARDEN = 83 CF DA B: 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. DA PER GARDEN: 0.051 AC (.026 AC TURF, 0.025 AC IMP) TYP. TV PER GARDEN = 101 CF UA �,: Lr`VLL i biUFiv_ i KA W IUN BASIN. TO BIOFILTER C: 0.76 AC TOTAL (0.55 AC TURF, 0.21 AC IMP) TV = 1105 CF DA D: LEVEL 2 BIOFILTRATION BASIN. TO BIOFILTER D: 0.24 AC TOTAL (0.21 AC TURF, 0.03 AC IMP) TV = 225 CF DA E: 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 F - AREA NOT TREATED 0.47 AC TOTAL. (0.14 AC 4 TURF, 0.33 AC IMP) NO TV. 460. 4s R,0 \ Q ` � -", -W vrrginto nonop trect-on mernoa ne-uevetopmenr c 13 2011 BMP Standards and Specifications Q 2013 Draft BMP Standards and Specifications Project Name: ECO VILLAGE Date: 2/21/2020 Linear Development Project? No Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 5.90 Land Cover (acres) Forest/Open Space (acres) -- undisturbed foresi/opan space 3.24 1.07. 4.31 Managed Turf (acres) - disturbed, jaded far ya rds or other turf to be mowed/mono ed 1.12 0.62 174 Impervious Cover(acres) 0.36 0.12 0.48 I b.sd I Post -Development Land Cover (acres) A Solls I Broils CSoils Dsolls Totals Managod Tod (acres) - &s-bod, graded for ��--® Ionp-m. Cover (acres) ��--® Check., BMP Design Specifications List: 2013 Draft Stds & Specs Linearproject? No Land cover areas entered correctly? ./ Total disturbed area entered? ./ Runoff Coefficients (Rv) 43 iA Soils B Soils C Sails D Soils 1.00 Fmest/Open Space 0.02 0.03 0.04 0.05 L/L) 0.26 Managed Turf 0.15 0.20 0.22 0.25 1 1.96 Impervious Cover 0.95 0.95 0.95 0.95 - ��- �®� '' lllllllllllllll� ®® ®® Toral Site Area (acres) ®® ®® Pre-ReDevelopment Treatment Volume (acre-ft) 0.0704 0.0670 Pre-ReDevelopment Treatment Volume (cubic feet) 3,067 2,111 Pre-ReDevelopment TP Load 1.93 1.83 (Ib/yr) Pre-fleDeveippment TP Load peracre oso bag pb/acreM) Baseline TP Load (lb/yr) (0.4116s/acre/yrapp1ied to pre -redevelopment area excluding pervious 1.94 Adjusted Lord Cover Summary: re ReDevelopment land cover minis pervious land cover (forest/open space or managed urf) acreage pn c-dfor new impervious cover. IdJusted total acreage is consistent with Post -ReDevelopment acrwg,(minus acreage of ie impervious cover). :olumn I shows food reduction requtiement far ncW impervious rover (based on new ievelopment load limit, 0.4116s/acre/year). RW Post-D.-lap.- Treatment Volume0.2264 (acre-k) Final Post -Development Treatment volume 9,863 (wblc feet) Final Past - Development TP Load 6.20 (Ib/yr) Nnal Post-nevelopment TP wad peracre ¢ss (Ib/acre/yr) Post-ReDevelopment Forest/Open Space Cove, (acres) 1.06 Weighted Rv(forest) 0.02 %Forest 22% Managed Turf Cover acres) 3.20 Weighted Rv lturf) 0.17 %Managed Turf 68% ReDev. Impervious cover(acres) 0.48 Rv(I Pc,,ous) 0.95 %Impervious 10% Total ReD_ $ite Area (acres) 474 ReDev Site Rv 0.21 Treatment Volume and Nutrient Load TP Load Reduction Required (lb/yr) 1 3.52 Post-ReDevelopment Treatment Volume 0.OB47 (acre-k) Post-ReDevelopment Treatment Volume 3,691 (cubmfe ) Post-ReDevelopment Load (TP)) 2.32 (16/Yr)a Post-Renevelopment TP Load per acre Im/aae/ttl Maa. Reduction Raqulred (Below Pre- eaevelopment Load) aa% Post -Development New Impervious NewNa, lm� 179 (acres) Rv(impervious) 0.95 Past -Development Treatment Volume 0.1417 (aere-k) Post -Development Treatment Valume(cubic 6,173 feet) TP Load Reduction TP Load Reduction Required for 0.38 Required for Nev, 3.14 Redeveloped Area Impervious Area (lb/yr) (1h/Yr) • Reduction below new development load limitation patrequi,ed Drainage Area A and I ... r Iaemat Stormwater Best Manaeement Practices (RR = Runoff Reduction) Total Phosphorvs Available for Removal in D.A. A(lb/yr) 1.19 Post Development Treatment Volume in D.A. A(W) 1,893 Colon £rnm dmndnwn lictc_ Runoff Managed Turf Impervious Volumefrom Remaining TotaIBMP Phosphorus Phosphorus Load Untreated Phosphorus Remaining Practice F Reduction Credit Area Cover Credit Upstream Runoff Runoff Volume Treatment Removal from Upstream Phosphorus Load Removed By Phosphorus Load Downstream Practice to be Credit(%) (acres) Am.(nms) Practice (k') Reduction(k') (W) Volume(k') Efficiency(%) P..ites(Ib) to Pmdice Qb) Practi.e(Ib) (Ib) Employed I.a. Vegetatetl Roaf MS (Spec.S) 4S 0 0 0 0 0.00 0.00 0.00 1.6. Vegetated. Rod. IS— g5) 60 0 0 0 0 0.00 0.00 0.00 2. Rooftop Disconnection (RR) 3. Permeable Pavement (RR) 4.Grass Channel(RR) 5. Dry Swale (RR) 6.8i ,t,nti (RR) 3. Permeable Pavement (RR) 4.Grass Channel(RR) 5. Dry Swale (RR) 6.8i ,t,nti (RR) 5. Dry Swale (RR) 6.8i ,t,nti (RR) 7. infiltration (RR) B. Emended Detention Pond (RR) 9. Sheetflow to filter/Open Space (RR) TOTAL IMPERVIOUS COVER TREATED(..) 0.48 AREACHECK: OR. TOTAL MANAG ED TURF AREA TREATED(..) 0.36 1AREA CHECK: OK. TOTAL RUNOFF REDUCTION I N D.A. A(k') 1 757 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A(Ib/yr) 1.19 TOTAL PHOSPHORUS REMOVED WITH RUNOFF RED U CTIONPRACTICESIND.A.A(Ib/yr) 0.65 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/yr) 0.54 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS et Swale I— RR) 11. Filtering Practices (,, RR) 12. Constructed Wetland (no RR) 13. Wet Ponds I- RR) 14. Manufactured Treatment Devices (11 RR) TOTAL IMPERVIOUS [OVER TREATED (ac) 0.48 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED it, 0.36 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(lb/yr) 3.52 TOTALPHOSPHORUSAVAHABLE FOR REMOVAL IN D.A.A(Ib/yr) 1.19 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES I N D.A. A(Ib/yr) 0.37 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (Ib/y,)j 0.65 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. A(Ib/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. A (Ib/yr) 5.44 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A.AQb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. A(Ib/yr) 5.44 Nitrogen Removal Efficiency(%) Nitrogen Load tram Upstream PraRims(Ibs) Untreated Nitrogen Load to Practice (Ibs) Nitrogen Removed By Pracice (Ibs) Remaining Nitrogen Load (Ibs) 0 OAO 0.00 0.00 0 0.00 000 0.00. 2. Rooftop Disconnecion (RR) 3. Permeable Pavement (RR) 4. Grass Channel(RR) 5. Dry Swale (RR) 6. 8ioretcntion (RR) 7. infiltration (RR) 8. Extended Detention Pond (RR) 9. Sheetflow to Filter/Open Space IRRI TOTAL RUNOFF REDUCTION IN D.A. A(it') 757 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/yr) 5.44 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only) ?5 0.00 0.00 0.00 0.00 35 0.00 OAO 0.00 0.00 11. Filtering Practices (,o RR) 12. Constructed Wetland (no RR) 13. Wet Ponds I- RR) 14. Manufattumd BMP (11 RR) 9 Eco Villlege VRRM Re-Spreadaheat DA.B Drainage Area B A Soils BSoils CSoils DSoils Totals Land Cover Rv Fa-t/Dpen Space(acres) 0.00 0.00 Managed Tprf(acre,) 0.28 0.11 0.39 0.16 ,rpervious Cover lanes) 0.26 0.11 0.37 0,95 Total 0.76 Stormwater Best Management Practices (RR = Runoff Reduction) Total Phosphorus Available for Removal in D.A. B (lb/yr) 0.95 Post Development Treatment Volume in D.A. B (ft') 1,508 -.snlnrt from drnndnwn fiats-_ Runoff Managed Impervious Volume from Runoff Remaining 7otaIBMP Phosphorus Phosphorus UntreatedPhosphorus Remaining Practice Reduction Credit Turf Credit Cover Credit Upstream Reduction Runoff Treatment Removal from Phosphorus Removed By Phosphorus Downstream Practice to be Credit (%) Area (acres) Area (acres) Practice (ft') (ft') Volume (ft3) Volume (ft') Efficiency (%) Upstream Load to practice (lb) Load (lb) Employed Practices (lb) Practice fib) 1. Vegetated Roof (RR) I. a. Vegetated Roofal(Spec x5) 45 0 0 0. 0 0.00 0.00 0.00 1.b.Vegetated Rovf-IS,Far.) 60 O o 0 n O.OD D.00 0.00 2. Rooftop Disconnection (RR) 3. Permeable Pavement (RR) 4. Grass Channel (RR) S. Dry Swale (RR) 6. Bioretention (RR) 3. Permeable Pavement (RR) 4. Grass Channel (RR) S. Dry Swale (RR) 6. Bioretention (RR) S. Dry Swale (RR) 6. Bioretention (RR) 7. Infiltration (RR) B. Extended Detention Pond (RR) 9. Sheetflow to Filter/Open Space (RR) TOTAL IMPERVIOUS COVER TREATED (ac) 0.37 AREA CHECK: OK. TOTAL TURFAREATREATED AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. B (ft') 603 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B(Ib/yr)W TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (Ib/yr)TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 10. Wet Swale (no RR) 11. Filtering Practices (no RR) 12. Constructed Wetland (no RR) 13. Wet Ponds (no RR) 14. Manufactured Treatment Devices (no RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.37 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.39 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 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 ACHIEVED IN D.A. B Qb/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 (Ib/yr)W433 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (Ib/yr) TOTAL NITROGEN REMOVED IN D.A. B (Ib/yr) TOTAL IMPERVIOUS COVER TREATED (ac) 0.37 AREA CHECK: OK. TOTAL TURFAREATREATED AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. B (ft') 603 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B(Ib/yr)W TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (Ib/yr)TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 10. Wet Swale (no RR) 11. Filtering Practices (no RR) 12. Constructed Wetland (no RR) 13. Wet Ponds (no RR) 14. Manufactured Treatment Devices (no RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.37 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.39 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 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 ACHIEVED IN D.A. B Qb/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 (Ib/yr)W433 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (Ib/yr) TOTAL NITROGEN REMOVED IN D.A. B (Ib/yr) 14. Manufactured Treatment Devices (no RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.37 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.39 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 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 ACHIEVED IN D.A. B Qb/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 (Ib/yr)W433 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (Ib/yr) TOTAL NITROGEN REMOVED IN D.A. B (Ib/yr) TOTAL IMPERVIOUS COVER TREATED(ac) 0.37 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.39 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 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 ACHIEVED IN D.A. B Qb/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 (Ib/yr)W433 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (Ib/yr) TOTAL NITROGEN REMOVED IN D.A. B (Ib/yr) Nitrogen Nitrogen Load Untreated Nitrogen Remaining Removal from Upstream Nitrogen Load to Removed By Nitrogen Efficiency (%) Practices (Ibs) Practice (Ibs) Practice (Ibs) Load (Ibs) 0 o.DD o.DD -xi n 0.00 D.oO D.DD 2. Rooftop Disconnection (RR) 3. Permeable Pavement (RR) 4. Grass Channel (RR) S. Dry Swale AR) 6. Bioretention (RR) 7. Infiltration (RR) I8. Extended Detention 6. Bioretention (RR) 7. Infiltration (RR) I8. Extended Detention I8. Extended Detention Pond (RR) 9. Sheetflow to Filter/Open Space (RR) TOTAL RUNOFF REDUCTION IN D.A. B (ft') 603 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr)l 4.33 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only) 10. Wet Swale (Coastal Plain) (no RR) 11. Filtering Practices (no RR) 12. Constructed Wetland (no RR) 13. Wet Ponds (no RR) 14. Manufactured 14. Manufactured BMP (no RR) 10,aaza 2:50 PM Ecu Villlege VRRM Renav Spreadsheet Drainage Area C A Soils BSoils CSoils DSoils Totals Land Cover Rv Forest/Open Space(acres) 0.00 0.00 Managed Turf(acre,) 0.10 0.45 0.55 0.19 Impervious Cover lanes) 0.03 0.18 0.21 0,95 Total 0.76 Stormwater Best Management Practices (RR = Runoff Reduction) Total Phosphorus Available for Removal in D.A. C pb/yr) 0.69 Post Development Treatment Volume in D.A. C (ft') 1,105 -.snlnrt from drnndnwn fiats-_ Runoff Managed Impervious Volume from Runoff Remaining Total BMP Phosphorus Phosphorus UntreatedPhosphorus Remaining Practice Reduction Credit Turf Credit Cover Credit Upstream Reduction Runoff Treatment Removal from Phosphorus Removed By Phosphorus Downstream Practice to be Credit (%) Area (acres) Area (acres) Practice (ft') (ft') Volume (ft3) Volume (ft') Efficiency (%) Upstream Load to practice (lb) Load (lb) Employed Practices (lb) Practice fib) 1. Vegetated Roof (RR) I. a. Vegetated Roofal(Spec x5) 45 0 0 0. 0 0.00 0.00 0.00 1.b.Vegetated Rovf-15pecx5) 60 D o 0 0 n.11a D.00 0.00 2. Rooftop Disconnection (RR) 3. Permeable Pavement (RR) 4. Grass Channel (RR) S. Dry Swale (RR) 6. Bioretention (RR) 3. Permeable Pavement (RR) 4. Grass Channel (RR) S. Dry Swale (RR) 6. Bioretention (RR) S. Dry Swale (RR) 6. Bioretention (RR) 7. Infiltration (RR) B. Extended Detention Pond (RR) 9. Sheetflow to Filter/Open Space (RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.21 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac)1 0.55 1 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. C (ft,)l 884 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C (Ib/yr)WO6TOTALPHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ibyr)TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 10. Wet Swale (no RR) 11. Filtering Practices (no RR) 12. Constructed Wetland (no RR) 13. Wet Ponds (no RR) 14. Manufactured Treatment Devices (no RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.21 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED(ac) 0.55 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C (Ib/yr) 0.69 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.05 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) V62, TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. C (Ib/yr) TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. C (Ib/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 4.57 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. C (Ib/yr) 4.57 TOTAL IMPERVIOUS COVER TREATED(ac) 0.21 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac)1 0.55 1 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. C (ft,)l 884 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C (Ib/yr)WO6TOTALPHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ibyr)TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 10. Wet Swale (no RR) 11. Filtering Practices (no RR) 12. Constructed Wetland (no RR) 13. Wet Ponds (no RR) 14. Manufactured Treatment Devices (no RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.21 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED(ac) 0.55 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C (Ib/yr) 0.69 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.05 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) V62, TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. C (Ib/yr) TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. C (Ib/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 4.57 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. C (Ib/yr) 4.57 14. Manufactured Treatment Devices (no RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.21 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED(ac) 0.55 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C (Ib/yr) 0.69 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.05 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) V62, TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. C (Ib/yr) TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. C (Ib/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 4.57 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. C (Ib/yr) 4.57 TOTAL IMPERVIOUS COVER TREATED(ac) 0.21 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED(ac) 0.55 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. C (Ib/yr) 0.69 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.05 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) V62, TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. C (Ib/yr) TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. C (Ib/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 4.57 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. C (Ib/yr) 4.57 Nitrogen Nitrogen Load Untreated Nitrogen Remaining Removal from Upstream Nitrogen Load to Removed By Nitrogen Efficiency (%) Practices (Ibs) Practice (Ibs) Practice (Ibs) Load (Ibs) 0 o.Do o.o0 -xi n o.00 a.00 o.Do 2. Rooftop Disconnection (RR) 3. Permeable Pavement (RR) 4. Grass Channel (RR) S. Dry Swale (RR) 6. Bioretention (RR) 7. Infiltration (RR) I8. Extended Detention 6. Bioretention (RR) 7. Infiltration (RR) I8. Extended Detention I8. Extended Detention Pond (RR) 9. Sheetflow to Filter/Open Space (RR) TOTAL RUNOFF REDUCTION IN D.A. C (ft') 884 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. C (Ib/yr) 4.57 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only) 10. Wet Swale (Coastal Plain) (no RR) 11. Filtering Practices (no RR) 12. Constructed Wetland (no RR) 13. Wet Ponds (no RR) 14. Manufactured 14. Manufactured BMP (no RR) 11 vz,nc2a 2:51 PM Ecu Villlege VRRM Re -Spreadsheet -. D Drainage Area D A Soils BSoils CSoils DSoils Totals Land Cover Rv Fa-t/Open Space(acres) 0.00 0.00 Managed Tprf(acre,) 0.17 0.04 0.21 0.16 Impervious Cover lanes) 0.03 0.03 0,95 Total 0.24 Stormwater Best Management Practices (RR = Runoff Reduction) Total Phosphorus Available for Removal in D.A. D (Ib/yr) 0.14 Post Development Treatment Volume in D.A. D (frail 121 -.S,Iert from drnndnwn fiats-_ Runoff Managed Impervious Volume from Runoff Remaining Total BMP Phosphorus Phosphorus UntreatedPhosphorus Remaining Practice Reduction Credit Turf Credit Cover Credit Upstream Reduction Runoff Treatment Removal from Phosphorus Removed By Phosphorus Downstream Practice to be Credit (%) Area (acres) Area (acres) Practice (ft') (ft') Volume (ft3) Volume (ft') Efficiency (%) Upstream Load to practice (lb) Load (lb) Employed Practices (lb) Practice fib) 1. Vegetated Roof (RR) I. a. Vegetated Roofal(Spec x5) 45 0 0 0. 0 0.00 0.00 0.00 1.b.Vegetated Rovf-IS,Far.) 60 D o 0 n n.On0.0a 2. Rooftop Disconnection (RR) 3. Permeable Pavement (RR) 4. Grass Channel (RR) S. Dry Swale (RR) 6. Bioretention (RR) 3. Permeable Pavement (RR) 4. Grass Channel (RR) S. Dry Swale (RR) 6. Bioretention (RR) S. Dry Swale (RR) 6. Bioretention (RR) 7. Infiltration (RR) B. Extended Detention Pond (RR) 9. Sheetflow to Filter/Open Space (RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.03 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac)1 0.21 1 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. D (frail 180 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. D (Ib/yr) 0.14 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.13 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.01 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 10. Wet Swale (no RR) 11. Filtering Practices (no RR) 12. Constructed Wetland (no RR) 13. Wet Ponds (no RR) 14. Manufactured Treatment Devices (no RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.03 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.21 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. D (Ib/yr) 0.14 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.01 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.13 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. D (Ib/yr) 0.14 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. D (lb/yr) 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.93 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. D (Ib/yr) 0.93 TOTAL IMPERVIOUS COVER TREATED(ac) 0.03 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac)1 0.21 1 AREA CHECK: OK. TOTAL RUNOFF REDUCTION IN D.A. D (frail 180 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. D (Ib/yr) 0.14 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.13 TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. D (lb/yr) 0.01 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 10. Wet Swale (no RR) 11. Filtering Practices (no RR) 12. Constructed Wetland (no RR) 13. Wet Ponds (no RR) 14. Manufactured Treatment Devices (no RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.03 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.21 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. D (Ib/yr) 0.14 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.01 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.13 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. D (Ib/yr) 0.14 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. D (lb/yr) 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.93 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. D (Ib/yr) 0.93 14. Manufactured Treatment Devices (no RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.03 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.21 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. D (Ib/yr) 0.14 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.01 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.13 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. D (Ib/yr) 0.14 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. D (lb/yr) 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.93 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. D (Ib/yr) 0.93 TOTAL IMPERVIOUS COVER TREATED(ac) 0.03 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.21 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. D (Ib/yr) 0.14 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.01 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.13 TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. D (Ib/yr) 0.14 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. D (lb/yr) 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.93 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. D (Ib/yr) 0.93 Nitrogen Nitrogen Load Untreated Nitrogen Remaining Removal from Upstream Nitrogen Load to Removed By Nitrogen Efficiency (%) Practices (Ibs) Practice (Ibs) Practice (Ibs) Load (Ibs) 0 o.DD o.DD -xi n o.DD D.DO o.Do 2. Rooftop Disconnection (RR) 3. Permeable Pavement (RR) 4. Grass Channel (RR) S. Dry Swale (RR) 6. Bioretention (RR) 7. Infiltration (RR) I8. Extended Detention 6. Bioretention (RR) 7. Infiltration (RR) I8. Extended Detention I8. Extended Detention Pond (RR) 9. Sheetflow to Filter/Open Space (RR) TOTAL RUNOFF REDUCTION IN D.A. D (ft') 180 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. D (Ib/yr) 0.93 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only) 10. Wet Swale (Coastal Plain) (no RR) 11. Filtering Practices (no RR) 12. Constructed Wetland (no RR) 13. Wet Ponds (no RR) 14. Manufactured 14. Manufactured BMP (no RR) 12 vz,naza 2:52 PM Ecc Villlege VRRM Re-Spraadsheat DA.E Drainage Area E A Soils BSoils CSoils DSoils Totals Land Cover Rv Forest/Dpen Space(acres) 0.00 0.00 Managed Turf(acre,) 0.15 0.15 0.15 Impervious Cover lanes) 0.02 0.62 0.64 0,95 Total 0.79 Stormwater Best Management Practices (RR = Runoff Reduction) Total Phosphorus Available for Removal in D.A. E (lb/yr) 1.44 Post Development Treatment Volume in D.A. E (ft') 2,289 -.snlnrt from drnndnwn fiats-_ Runoff Managed Impervious Volume from Runoff Remaining Total BMP Phosphorus Phosphorus UntreatedPhosphorus Remaining Practice Reduction Credit Turf Credit Cover Credit Upstream Reduction Runoff Treatment Removal from Phosphorus Removed By Phosphorus Downstream Practice to be Credit (%) Area (acres) Area (acres) Practice (ft') (ft') Volume (ft3) Volume (ft') Efficiency (%) Upstream Load to practice (lb) Load (lb) Employed Practices (lb) Practice fib) 1. Vegetated Roof (RR) I. a. Vegetated Roofal(Spec x5) 45 0 0 0. 0 0.00 0.00 0.00 1.b.Vegetated Rovf-IS,Far.) 60 0 0 0 n O.OD D.OD 0.00 2. Rooftop Disconnection (RR) 3. Permeable Pavement (RR) 4. Grass Channel IRA) S. Dry Swale (RR) 6. Bioretention (RR) 3. Permeable Pavement (RR) 4. Grass Channel IRA) S. Dry Swale (RR) 6. Bioretention (RR) S. Dry Swale (RR) 6. Bioretention (RR) 7. Infiltration (RR) B. Extended Detention Pond (RR) 9. Sheetflow to Filter/Open Space (RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 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)W.Do TOTALPHOSPHORUSREMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E (Ib/yr)TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. E (lb/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 10. Wet Swale (no RR) 11. Filtering Practices (no RR) 12. Constructed Wetland (no RR) 13. Wet Ponds (no RR) 14. Manufactured Treatment Devices (no RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.64 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.15 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. E (Ib/yr) 1.44 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. E Qb/yr) 1.01 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E (Ib/yr) VOD TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. E (Ib/yr) TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. E (lb/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E (Ib/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. E Qb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. E (Ib/yr) 0.00 TOTAL IMPERVIOUS COVER TREATED(ac) 0.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 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)W.Do TOTALPHOSPHORUSREMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E (Ib/yr)TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. E (lb/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS 10. Wet Swale (no RR) 11. Filtering Practices (no RR) 12. Constructed Wetland (no RR) 13. Wet Ponds (no RR) 14. Manufactured Treatment Devices (no RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.64 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.15 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. E (Ib/yr) 1.44 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. E Qb/yr) 1.01 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E (Ib/yr) VOD TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. E (Ib/yr) TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. E (lb/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E (Ib/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. E Qb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. E (Ib/yr) 0.00 14. Manufactured Treatment Devices (no RR) TOTAL IMPERVIOUS COVER TREATED(ac) 0.64 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.15 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. E (Ib/yr) 1.44 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. E Qb/yr) 1.01 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E (Ib/yr) VOD TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. E (Ib/yr) TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. E (lb/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E (Ib/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. E Qb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. E (Ib/yr) 0.00 TOTAL IMPERVIOUS COVER TREATED(ac) 0.64 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 0.15 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 3.52 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. E (Ib/yr) 1.44 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. E Qb/yr) 1.01 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E (Ib/yr) VOD TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. E (Ib/yr) TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. E (lb/yr) SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E (Ib/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. E Qb/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. E (Ib/yr) 0.00 Nitrogen Nitrogen Load Untreated Nitrogen Remaining Removal from Upstream Nitrogen Load to Removed By Nitrogen Efficiency (%) Practices (Ibs) Practice (Ibs) Practice (Ibs) Load (Ibs) 0 o.DD o.DD -xi n 0.00 D.DO D.DD 2. Rooftop Disconnection (RR) 3. Permeable Pavement (RR) 4. Grass Channel (RR) S. Dry Swale (RR) 6. Bioretention (RR) 7. Infiltration (RR) I8. Extended Detention 6. Bioretention (RR) 7. Infiltration (RR) I8. Extended Detention I8. Extended Detention Pond (RR) 9. Sheetflow to Filter/Open Space (RR) TOTAL RUNOFF REDUCTION IN D.A. E (ft') 0 NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. E (Ib/yr) 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only) 10. Wet Swale (Coastal Plain) (no RR) 11. Filtering Practices (no RR) 12. Constructed Wetland (no RR) 13. Wet Ponds (no RR) 14. Manufactured 14. Manufactured BMP (no RR) 13,aaza 2:53 PM 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 0.21 0.03 0.64 OK. IMPERVIOUS COVER TREATED (ac) 0.48 0.37 0.21 0.03 0.64 OK. MANAGED TURF AREA (ac) 0.36 0.39 0.55 0.21 0.15 OK. MANAGED TURF AREA TREATED (ac) 0.36 0.39 0.55 0.21 0.15 OK. AREA CHECK OK. OK. OK. OK. OK. Site Treatment Volume (ft3) 9,863 Runoff Reduction Volume and TP By Drainage Area D.A. D D.A. E TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (ft) 757 603 884 180 0 2,425 TP LOAD AVAILABLE FOR REMOVAL (Ib/yr) 1.19 0.95 0.69 0.14 1.44 4.41 TP LOAD REDUCTION ACHIEVED (Ib/yr) 1.03 0.82 0.67 0.14 1.01 3.66 TP LOAD REMAINING (Ib/yr) 0.16 0.13 0.02�j 0.00 0.43 0.75 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 5.44 4.33 4.57 0.93 0.00 15.27 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (1b/yr)jj 6.20 TP LOAD REDUCTION. REQUIRED (1b/yr)jj 3.52 TP LOAD REDUCTION ACHIEVED (Ib/yr) 3.66 TP LOAD REMAINING (Ib/yr): 2.54 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): ** TARGET TP REDUCTION EXCEEDED BY 0.14 LB/YEAR ** Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (Ib/yr) 44.33 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 15.27 REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr) 29.07 14 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: 43882 Total Rainfall (in): 43 Total Disturbed Acreage: 5.90 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) A soils BSoils CSoils DSoils Totals %of Total Forest/Open (acres) 3.24 1.07 0.00 0.00 4.31 66 Managed Turf(acres) 1A2 0.62 0.00 a00 1.74 27 Impervious Cover (acres) 0.36 0.12 0.00 0.00 OAR 7 6.53 100 Post-ReDevelopment Land Cover (acres) A soils B Soils C Soils D Soils Totals % of Total Forest/Open (acres) 1.06 0.00 0.00 0.00 1.06 16 Managed Turf (acres) 2.01 1.19 0.00 0.00 3.20 49 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 &53 100 Site Tv and Land Cover Nutrient Loads Final Post -Development post- Post- Adjusted Pre- (Post-ReDevelopment ReDevelopment Development ReDevelopment & New Impervious) (New Impervious) Site Rv 0.42 0.21 0.95 0.17 Treatment Volume (ft') 9,863 3,691 6,173 2,919 TP Load (lb/yr) 6.20 2.32 3.88 1.83 Baseline TP Load(lb/yr): 1.9434* *seduction below new developmenNoad limiration norrequired Total TP Load Reduction Required (lb/yr) 1 3.52 1 0.38 3.14 Final Post -Development Load (Post-ReDevelopment & New Impervious) Pre- ReDevelopment TN Load (lb/yr) 44.33 13.79 Pre Final Post -Development Post-ReDevelopment TP ReDevelopment TP Load per acre Load per acre TP Load per acre (lb/acre/yr) (Ib/acre/yr) lb/acre r 0.39 0.95 0.49 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 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 Ib/oc/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 Ib/ac/yr Total Runoff Volume Reduction (ft') 2,425 Total TP Load Reduction Achieved (lb/yr) 3.66 Total TN Load Reduction Achieved (Ib/yr) 1S.27 Remaining Post Development TP Load (lb/yr) 2.54 Remaining TP Load Reduction (lb/yr) Required 0.00 ** TARGET TP REDUCTION EXCEEDED BY 0.14 LB/YEAR ** 'Reduction below new development load limitation not required ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ Drainage Area Summary D.A. A D.A. 8 D.A. C 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 0.55 0.21 0.15 1.66 Impervious Cover (acres) 0.48 0.37 0.21 0.03 0.64 1.73 Total Area (acres) 0.84 0.76 0.76 0.2.4 0.79 3.39 Drainage Area Compliance Summary D.A. A D.A. B D.A. C D.A. D D.A. E Total TP Load Reduced (lb/yr) 1.03 0.82 0.67 0.14 1.01 1 3.66 TN Load Reduced (lb/yr) 5.44 4.33 4.57 0.93 0.00 15.27 Drainage Area A Summary Land Cover Summary Summary Print 15 Virginia Runoff Reduction Method Worksheet 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) 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 BMP Selections Managed Turf Impervious Cover TP Load from Practice Credit Area Credit Area BMP Treatment 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 0.36 0.48 1,893.05 0.00 1.19 0.65 0.53 14.b. MTD -Filtering #1 or Urban Bioretention (Spec k9) 14.b. Manufactured Treatment Device - Filtering 1,135.83 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 A Soils BSoils CSoils DSoils Total %of Total Forest/Open (acres) 0.00 0.00 0.00 a00 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 0.31 49 1 0.76 BMP Selections Managed Turf Impervious Cover TP Load from Practice Credit Area Credit Area BMP Treatment 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 Al or Urban Bioretention (Spec N9) 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 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) 0.10 OAS 0.00 0.00 0.55 72 Impervious Cover (acres) 0.03 0.18 0.00 0.00 0.21 28 0.76 BMP Selections Managed Turf Impervious Cover TP Load from Practice Credit Area Credit Area BMP Treatment 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 M2 or Micro-Bioretention rig (Spec #9) 0.55 0.21 1,105.34 0.00 0.69 0.62 0.07 14.b. MTD- Filtering 14.b. Manufactured Treatment Device - Filtering 221.07 0.07 0.00 0.05 0.02 Total Impervious Cover Treated (acres) 0.21 Total Turf Area Treated (acres) 0.55 Total TP Load Reduction Achieved in D.A. (lb/yr) 0.67 Total TN Load Reduction Achieved in D.A. (lb/yr) 4.57 Summary Print 16 Virginia Runoff Reduction Method Workshect 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) 0.17 0.04 0.00 0.00 0.21 88 Impervious Cover (acres) 0.03 0.00 0.00 0.00 0.03 13 0.24 BMP Selections Managed Turf Impervious Cover TP Load from Practice Credit Area Credit Area BMP Treatment 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 k2 or Micro-Bioretention rig (Spec #9) 0.21 0.03 225.06 0.00 0.14 0.13 0.03 14.b. MTD -Filtering 14.b. Manufactured Treatment Device - Filtering 45.01 0.01 0.00 0.01 0.00 Total Impervious Cover Treated (acres) 0.03 Total Turf Area Treated (acres) 0.21 Total TP Load Reduction Achieved in D.A. (lb/yr) 0.14 Total TN Load Reduction Achieved in D.A. (lb/yr) 0.93 Drainage Area E Summary Land Cover Summary A Soils B Soils C Soils D Soils Total % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.15 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 BMP Selections Managed Turf Impervious Cover TP Load from Practice Credit Area Credit Area BMP Treatment 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 OAS 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 Runoff Volume and CN Calculations 1-year storm 2-year storm 10-year storm Target Rainfall Event (in) 1 3.03 3.67 5.54 Drainage Areas RV & CN Drainage Area A Drainage Area B Drainage Area C Drainage Area D Drainage Area E CN 79 71 68 50 87 RR (ft') 757 603 884 180 0 1-year return period RV wo RR (-in) 1.21 0.79 0.64 0.10 1.77 RV w RR (ws-in) 0.96 0.56 0.32 0.00 1.77 CN adjusted 75 66 59 4N/A 87 2-year return period RV wo RR (-in) 1.70 1.11 1.00 0.24 2.14 RV w RR (ws-in) 1.45 0.95 0.68 0.03 2.34 CN adjusted 75 67 62 40 87 30-year return period RV wo RR (-in) 3.27 2.53 2.27 0.93 4.08 RV w RR (ws-in) 3.02 2.31 1.95 0.72 4.08 CN adjusted 76 68 64 47 87 Summary Print 17 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 3.10 3.10 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 1508cf/15=101 Pretreatment Vol. 12.5 cf each 15.2 cf each Impervious Area 0.48 cc 0.37 cc Required Media Area 65.10 79.22 Provided Media Area 66 80 Trees Provided 1 1 Rain Garden Sizing Calculations depth of stone 1.00 1.00 depth of media 1.50 1.50 ponding depth 0.50 0.50 equivalence depth: stone 0.4 0.4 equivalence depth: media 0.375 0.375 equivalence depth: surface 0.5 0.5 sum 1.275 1.275 TV (from VRRM) (cf) 83 101 Required area=TV / sum of equivalent depth) 65.10 79.22 Rain Garden bottom area (sf) 66 80 downspout energy downspout energy preatreatment dissipater dissipater 18 Eco Village Biofilter Summary BMP C UP D Gravel Bottom El. 440.00 412.50 Soil Media Bottom 442.50 414.50 Filter Surface 445.50 417.50 Top of Berm 447.10 418.60 Standpipe 48" Conc. Riser 24" HDPE Riser Underdrain(Perf PVC) 6" @ 441.0 6" @ 413.5 Riser Rim Elev. 446.00 418.00 15" HDPE @ 15" HDPE @ Pipe Out 439.00 411.30 Weir Length N/A N/A 1 -yr WSE 10-yr WSE 100-yr WSE Level of Design Level 2 Level 2 Design Volume (cf) 1105 231 Pretreatment Vol. (cf) 166 35 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) Pretreatment volume (cf) pretreatment: 750 165.75 native grass filter strip gravel flow spreader 175 33.75 native grass filter strip gravel flow spreader 19 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. chambers can also be used in conjunction 1h Gr 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. STORMTECH MC-4500 END CAP (not to scale) Nominal End Cap Specifications Size (LxWxH) 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 m3) Weight 120 Ibs (54.4 kg) Shipping 7 end caps/pallet 11 pallets/truck LLLLLLL �" � 52.0" (1321 mm) ' ACTUAL ' LENGTH 30.7" u v v (781 mm) �- INSTALLED } 59.4" Ak(150.mm) 35.1" (891 mm) f` 90.2" (2291 mm) 48.3"(1227 mm) INSTALLED LENGTH Fe- I" (1524 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. EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND 44 CHAMBERS SHALL MEET ASTM 1= 2418"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) M 4500 END CAP SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS GRANULAR WELL -GRADED SOILIAGGREGATE 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) 9" 100" (2540 mm) (230 mm) MIN 24" .0' (2A m) (600 mm) MIN" MAX 12" (300 mm) MIN I , 60" (1525 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN 12" (300 MM) TYP 'MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). 20 LLLLLLLLY �" � 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 MC-4500 Chamber 7.4 (5.2) 7.8 (5.5) 8.3 (5.9) 8.8 (6.2) MC-4500 End Cap 9.6 (6.8) 10.0 (7.1) 10.4 (7.4) 10.9 (7.7) MC-4500 Chamber I 6,681 (4.0) 7,117 (4.2) 1 7,552 (4.5) 1 7,987 (4.7) MC-4500 End Cap 8,691 (5.2) 9,075 (5.4) 9,460 (5.6) 9,845 (5.9) 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 CHAMBER YD3 (M3) FoundationStone Depth I II 1 MC-4500 Chamber 10.5 (8.0) 10.8 (8.3) 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. Working on a project? Visit us at ^+war-stnrmterh_cnm. 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 Ti 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-2-4, 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 M431 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 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 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. PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS MC-4500 END CAP SUBGRADE SOILS (SEE NOTE 3) 0 0 Lo It �i PAVEMENT LAYER (DESIGNED o BY SITE DESIGN ENGINEER) W a 0 TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED 7 O, INSTALLATIONS WHER E RUTTING FROM VEHICLES MAY OCCUR, 24" INCREASE COVER TO 30" (750 mm). (2,1 m) (600 mm) MIN* MAX 12" (300 mm) MIN a d U � � Y 60" o U (1524 mm) — � W ,o O ¢ — o II I� III =III —I 1 DEPTH OF STONE TO BE DETERMINED ° IIIIIIIIiII1II — Z BY SITE DESIGN ENGINEER 9" (230 mm) MIN Z 91, (230 mm) MIN 100"(2540 mm) 12" (300 mm)MIN > CO i *FOR COVER DEPTHS GREATER THAN 7.0' (2.1 m) PLEASE CONTACT STORMTECH m M Z� Q= Wo I I NOTES: �Q _j J V Jco i 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 w 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. Z • TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3". a r • 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. SHEET 1 1 22 of MC-4500 TECHNICAL SPECIFICATION CREST STIFFENING RIB VALLEY STIFFENING RIB CREST WEB UPPER JOINT MRRI IhATInN FOOT LOWER JOINT CORR. G5 BUILD ROW IN THIS DIRECTION (12' INS' NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) CHAMBER STORAGE MINIMUM INSTALLED STORAGE" WEIGHT NOMINAL END CAP SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) END CAP STORAGE MINIMUM INSTALLED STORAGE' WEIGHT NTS nn �— 100.0" (2540 mm) �- 90.2" (2291 mm) —I nm) 100.0" X 60.0" X 48.3" (2540 mm X 1524 mm X 1227 mm) 106.5 CUBIC FEET (3.01 ml) 162.6 CUBIC FEET (4.60 ml) 130.0 lbs. (59.0 kg) 90.2" X 59.4" X 30.7" (2291 mm X 1509 mm X 781 mm) 35.7 CUBIC FEET (1.01 ml) 108.7 CUBIC FEET (3.08 ml) 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) --- MC450OREPE15B --- 1.70" (43 mm) MC450OREPE18TC 18" (450 mm) 29.36" (746 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) 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. NOTE: ALL DIMENSIONS ARE NOMINAL 23 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 CHAMBER 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 MAYBE 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 CONCRETEC PAVEM CONCRETE SLAB 6" (150 mm) MIN THICKNE STORMTECH CHAMBER OPTIONAL INSPECTION PORT MC-4500 END CAP TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS 12" (300 mm) MIN WIDTH r 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). 7NC0ETE 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„ J SCHED 40 PVC (200 mm) 1 ORE 4.5" (114 mm) !D IOLE IN CHAMBER 1.5" HOLE SAW REQ'D) ANY VALLEY LOCATION CONNECTION DETAIL 4" PVC INSPECTION PORT DETAIL NTS O O Lo It z 0 lw U c 24 NTS SHEET 1 of 1 THE ISOLATOR° DOW 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. SO 740, SO 310; COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE SC-730'. 8' (2.4 m) MIN WIDE SC-310'. 5' (1.5 m) MIN WIDE MC-4500, MC-3500 DC-780, SC-160LP; COVER PIPE i CONNECTION TO END GAP W ITH ADS GEOSYNTHETICS601TNON-WOVENGEOTEXTILE CATCH BASIN OR Q Q MANHOLE SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" 1600 mm) MIN RECOMMENDED) 24' (600 mm) HDPE ACCESS PIPE REQUIRED: MC-4500, MC-3500. SO 740, OC-780 12" (300 mm) HDPE ACCESS PIPE REQUIRED', SC-310 8" (200 mm) HOPE ACCESS PIPE REQUIRED: SC-160LP OPTIONAL INSPECTION PORT STORMTECH CHAMBER STORMTECH END CAP TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS, CONTINUOUS FABRIC WITHOUT SEAMS 10.3' (3.1 m) MIN WIDE: MC4500 8,25' (2.5 m) MIN WIDE: MC-3500 5(1.5 m) MIN WIDE: OC-]80, 11-11 4' (1 2 m) MIN WIDE'. SC-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 3/16/11 6.3 f E KOKE New LKsEaLLoLKOK. FLxeA poLeAE Ls Cl frame o.E grade Some SKE f eLE DAM 9/24/11 6.2 0.1 f E SM 6/20/13 61%, 0.s f E Muck?, feel., debrLs vLsLbLe LK rwo "hole o rid LK ISOLaCor Row, MO LKEeKO KCe due SysEern JeUed aln(A vacu.uMed Nd 7/7/13 6.3 f E o 'D:)M ZMOASS,ST�� a C a °Y StormTech rXII FOR STORMTECH INSTRUCTIONS, ■ 17� DOWNLOAD THE ■ ■'■` INSTALLATION APP • YY L' ■ StormTech Construction Guide 6 'N' Stormffietche An«<` 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. 29 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 RECOMMEND) END CAP (MC-4500 SHOWN) CHAMBER (MC-4500 SHOWN) 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 Qf r+Y r1� �iYJ e ✓� ♦ - 4� r� rr rr r� ,r� �r r� r� ry r� n� r� P� r� s� 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.stormf6ch.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 .1 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.) INSERTATEE 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) MC-4500 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 32 4 Table 1-Acceptable Fill Materials Material Location Description I AASHTO M43 I Compaction/Density Designation' Requirement QD Final 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-2-4, 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: RII 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. (A) 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. StormTech 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 Storm Tech for compaction requirements. Figure 2 - Fill Material Locations ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) MC-4500 - 12" (300 mm) MIN MC-3500 - 6" (150 mm) MIN ou Liu Lrn iiu� 6 ILil;aiil` Figure 1- Inspection Port Detail CONCRETEC PAVEM CONCRETE SLAB 6" (1 SO 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 IR UNPAVED APPLICATIONS 8- NYLOPLAST INSPECTION PORT BODY (PART# 2708AG41PKIT) OR TRAFFIC RATED BOX WISOLID LOCKING COVER 4" (100 rum) SCHE040 PVC 4" (100 rum) 4" (100 rum) SCHED 40 PVC SCHED40PVC 1 COUPLING 4" (100 rum) 8" SCHED40PVC (200 mm) CORE 4,5" (114 mm) 0 HOLE IN CHAMBER (4.5" HOLE SAW REDD) ANY VALLEY LOCATION CONNECTION DETAIL NTS PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) D 'TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR C INCREASE COVER TO a0'(7m 50mm7. �� MC-4500-24"(600 mMC-4500 - 7.0'2.1 m) MAX )MIN ( MC-3500 - 18" (450 mm) MIN MC-3500 - 8.0' (2.4 m) MAX 12" (300 mm) MIN _ — MC-4500 - 60" (1525 mm) MC-3500 - 45" (1140 mm) ������l�l��'��I��I��'r,11���1��►'I�����i�l���'���II��������I�l���� ����'������Ilali�l���������1���������'dl = 1111111111111=III—III=III I —I L DEPTH OF STONE TO BE DETERMINED - - � BY SITE DESIGN ENGINEER 9" (230 rum) MIN I IHI JII— ,IC-4500 100" (2540 mm) 12" (300 rum) MIN MC-3500 - 77" (1950 rum) 33 5 NOTES. Table 2 - Maximum Allowable Construction Vehicle Loads' 1. 36" (900 mm) of stabilized cover materials over the Maximum Allowable Wheel Loads Maximum Allowable Track Loads' Maximum Allowable Roller Loads chambers is required for full dump truck travel and Material Location Fill Depth over Chambers in. Max Axle Load for Max Wheel Load Track Max Ground Max Drum Weight dumping. [mm] Tru ks for Loaders Width Pressure or Dynamic Force 2. During paving operations, dump truck axle loads on ®Final FBI 36" [900] 32,000 [142] 16,000 V1] 12" [305] 3420 [164] 38,000 [169] 24" (600mm) of cover maybe necessary. Precautions Material Compacted 18" [457] 2350 [113] should be taken to avoid rutting of the road base layer, 24" [610] 3" [ 1850 [891 1510 [ 1 to ensure that compaction requirements have been met, 366" 9914141 1310 [631 and that a minimum of 24" (600 mm) of cover exists ©Initial Fill 24" [600] 32,000 [142] 16,000 [711 12" [305] 2480 [119] 20,000 [89] over the chambers. Contact StormTech for additional Material Compacted 18" [457] 1770 [85] guidance on allowable axle loads during paving. 24 30" [6] 30" [762] 1[58] 1210 0 [58] 3. Ground pressure for track dozers is the vehicle 36" [914] 1070 [51] operating weight divided by total ground contact area 24" [600] 24,000 [107J 12,000 [53] 12" [305] 2245 [101 16,000 [71] for both tracks. Excavators will exert higher round 9 9 Loose/Dumped 24" [610]45� 24" [610] 1325 [63] 1325 [63] pressures based on loaded bucket weight and boom 30" [762] 1135 [54] extension. 36" [914] _1010 [481 18" (450] 24,000 [107J 12,000 [53] 12" [305] 2010 [96] 5,000 [221 4. Mini -excavators (<8,000lbs/3,628 kg) can be used with 18" [457 1480 p1] (static loads only)' at least 12" (300 ram) of stone over the chambers and 24" [610] [762] 1220 [58]30" 1060 [51] are limited by the maximum ground pressures in Table 2 based on a full bucket at maximum boom extension. ®Embedment 12" [300] NOTALLOWED NOTALLOWED 12" [305] 1100 [53] NOT ALLOWED Stone 18" [457] 715 [34] 5. StormTech does not require compaction of initial fill at 24" [610] 660 [32] 30" 6P 580 28 18" (450 mm) of cover. However, requirements by others 6" [150] NOTALLOWED NOTALLOWED NOTALLOWED NOTALLOWED NOTALLOWED for 6" (150 ram) lifts may necessitate the use of small compactors at 18" (450 mm) of cover. 6. Storage of materials such as construction materials, Table 3 - Placement Methods and Descriptions equipment, spoils, etc. should not be located over I Wheel Load Restrictions I Track Load Restrictions Roller , , Restrictions the StormTech system. The use of equipment over Material Location Placement Methods/ Restrictions I the StormTech system not covered in Table 2 (ex. soil I I See Tablefor Construction Loads mixing equipment, cranes, etc) is limited. Please contact (D) Final Fill A variety of placement methods may be 36" (900 mm) minimum Dozers to push parallel to Roller travel parallel to rows StormTech for more information. 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 Z Allowable track loads based on vehicle travel only. chambers. reached. Excavators shall not operate on chamber beds until the ©Initial Fill Excavator positioned off bed recommended. Asphalt can be dumped into Small LGP track dozers & skid Use dynamic force of roller total backfill reaches 3 feet (900 mm) over the entire Material Small excavator allowed over paver when compacted loaders allowed to grade cover only after compacted fill bed.Excavators shall not operate on chamber beds until 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 the total backfill reaches 3 feet (900 mm) over the entire chambers. Equipment must push parallel parallel to chamber rows only. bed. to rows at all times. 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. ® Embedment No equipment allowed on bare chambers. No wheel loads allowed. Stone Use excavator or stone conveyor Material must be placed positioned off bed or on foundation outside the limits of the stone to evenly fill around all chambers chamber bed. to at least the top of chambers. No tracked equipment is No rollers allowed. allowed on chambers until a min. 12" (300 mm) cover stone is in place. (A)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.storm?e4ch.com 6 17.0 Standor 1 I united Warrantl, 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. 614 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 uuT�, company 20 Beaver Road, Suite 104 Wethersfield Connecticut 06109 888.892.2694 fax 866.328.8401 www.stormtech.com 35 Llill1MlLY 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 o7Jyd2 (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 Q — ft 12.5 x 360 / 15000 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 36 Llill1MlLY 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-oioe.com Advanced Drainage Systems and the ADS logo is a registered trademark of Advanced Drainage Systems, Inc. ©Advanced Drainage Systems, Inc. #315W 02/12 37 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® BAYFILTERTM STORMWATER FILTRATION SYSTEM a 0 "<w..s•sc"�•Y J 9A,TI • 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: • BayFilter offers enhanced pollutant removal for cleaner stormwater runoff. 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 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. 0 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/a" (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. r Modular Vault Assembly Vault End Section Trolley System 0 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. h. 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 Flow Disk a Hold Down Bar and Bracket Drain Down Module Filter Placement Chain Hoist System Fla- h u A 4 BayFilter Vault Overview Vault Internal Assembly iillill � �11111111 9r k44111&*]►111NI►ll&I INTRODUCTION ............................... 2 BAYFILTER...................................3 BASIC PRINCIPLES OF FILTRATION ............... 4 BAYFILTER PRODUCTS ......................... 6 BAYFILTER OPERATION ........................ 8 SYSTEM DESIGN & SIZING ..................... 10 INSTALLATION ............................... 15 INSPECTION & MAINTENANCE .................. 17 AVAILABILITY & COST ......................... 18 BAYFILTER SPECIFICATIONS ................... 18 INTRODUCTION Clean water is essential to quality of life. BaySaver Technologies is 100% committed to minimizing pollution in stormwater which helps protect our water resources. By collaborating with the regulatory and engineering community to develop products and processes, BaySaver continually develops state of the art stormwater filters that are proven to effectively remove pollutants such as sediments, phosphorous, metals, nitrogen, trash, and hydrocarbons. BAYFILTER The BayFilter cartridge system is an ongoing commitment to state of the art stormwater treatment. The compound spiral media configuration allows for a large filter surface area in a compact footprint. This configuration results in the most efficient and effective stormwater filter available in the marketplace. The BayFilter is available in multiple sizes with multiple media configurations to meet any flow rate and design consideration while being able to target specific pollutants. A BayFilter System is typically a concrete structure (precast vault, manhole, or cast in place structure) with a single or multiple BayFilter cartridges. Inside the structure the BayFilters are connected to an outlet manifold through which the treated water exits the system. OUTLET FIFE AIR RELEASE VALVE POLYMER F�4L OUTLET�} PATHWAY INLET I � r: DRAINAGE MATERIAL ' f FLOW MEDIA CON (7L SPIRAL e ORIFICE OUTLET :. DRAINAGE MATERIAL T ET INLET .: . ` FILTER ..�....w...� .� .. LEG I _ OUTLET COLLECTION i r�woroeo Y Iil'ii�1�IL11��■ i Plan View BayFilter Cutaway I rrrr���■i ��s L Profile View 9-4111 LLLLLLLL2 � 111111 BASIC PRINCIPLES OF STORMWATER FILTRATION Stormwater treatment has unique requirements, which often require the treatment of large volumes of water at relatively high flow rates to high levels of pollutant removal with long periods of time between maintenance intervals. At BaySaver we believe it is our responsibility to engineer a balance within these variables to provide effective stormwater treatment at an exceptional value to our clients. What makes for an effective and efficient stormwater filter? A filter must be able to remove the pollutants of concern and function for a reasonable period of time as defined by industry and regulatory standards. A filter system should also be designed to limit re -suspension or release of pollutants that have been collected between maintenance periods. The traditional pollutants of concern in stormwater is sediment. Phosphorous, metals, turbidity, nitrogen, fecal coliform, and bacteria are also pollutants of concern although they are not commonly regulated nationwide. BaySaver Technologies has completed both field and laboratory testing of the BayFilter. Testing demonstrates BayFilter's effectiveness and efficiency at capturing the pollutants listed above. Settling and filtration are the two primary methods to remove pollutants from stormwater. Some settling of particles and pollutants occurs as the influent enters the filter vault. Settling typically removes the larger particles and debris, it does not remove the small particles or any dissolved materials. It is the filter which performs the work of removing the very small particles, and dissolved nutrients and metals. The media within a filter must be small enough to intercept the tiny sediment particles which won't settle (fig. 1), and be capable of attracting and attaching charged and elemental particles through ion exchange. The area of media provided by a stormwater filter is an important factor to consider when selecting and specifying a filter system. The more surface area provided by the media, the greater the potential flow through and across the media and the greater the pollutant removal potential of the filter. The vertically oriented and patented compound spiral media Figure 1: Coarse Industry Media Figure 2: BayFilter Media configuration of the BayFilter maximizes a media filter's area potential. The particle size of the media is also important with respect to pollutant interception and adsorption. A tightly packed, fine media (fig 2) captures a greater percentage of fine and dissolved pollutants when compared to a loosely packed, coarse media or a membrane media. A fine and tightly packed media not only minimizes the interstitial spaces between the media particles to optimize interception of pollutants, it also maximizes the amount of surface area in a given volume provided by the media for ion exchange. The quantity of sediment a filter is capable of capturing is a significant component to filter longevity. A filter must be able to treat large quantities of sediment while maintaining claimed flow rates and removal efficiencies. The sediment loading capacity of the BayFilter is 350 pounds (158.7 kg) for the 45 gpm (170.3 Ipm) and 30 gpm (113.6 Ipm) cartridges. Surface area and loading rate contribute significantly to filter longevity. Greater filter surface area (sf) allows for a reduced loading rate (gpm/sf of filter media), which in turn increases the service life of the filter. For example, a 10 square foot (0.9 m2) filter with a loading rate of 1 GPM (3.8 I/min) per square foot of filter area will pass 10 GPM (37.9 I/min). A 20 ft2 filter with a loading rate of 0.5 GPM (1.9 I/min) per square foot of filter area will also pass 10 GPM (37.9 I/min). If one gallon of treated water will occlude one square foot of filter area every 10 days, a 10 ft2 (0.9 m2) filter flowing at one GPM (3.8 I/min) will be expired in 100 days. A 20 ft2 (1.9 m2) filter flowing at 0.5 GPM (1.9 I/min) will be expired in 400 days. Increasing media area and reducing flow rate has a beneficial impact on pollutant removal and filter longevity and these are some of the core engineering principles on which the BayFilter design is based. BaySaver Technologies is committed to the purpose of protecting public waterways. Permanently capturing pollutants, effectively backwashing media, allowing media to drain between storm events, and providing an economically reasonable maintenance interval are key design parameters for properly functioning stormwater filtration systems. The BayFilter cartridge system helps meet and exceed these key requirements needed to protect our water resources. Top of Cartridge Bottom of Cartridge IT IIIIVY �to BAYFILTER PRODUCT DETAILS BayFilter 545 Size = 28" (711 mm) diameter Weight = 250 lbs. (113 kg) Media Area = 90 ft2 (8.4 m2) Flow Rate = 45 gpm (170 I/min) Flow Rate per Square Foot = 0.50 gpm/ft2 (20 I/min/m2) Minimum Operational Head = 32" (813 mm) Recommended Design Head = 34" (864 mm) Sediment Capture Capacity = 350 lbs (159 kg) Manifold Diameter = 6" (152 mm) BayFilter 530* Size = 28" (711 mm) diameter Weight = 250 lbs. (113 kg) Media Area = 90 ft2 (8.4 m2) Flow Rate = 30 gpm (114 I/min) Flow Rate per Square Foot = 0.33 gpm/ft2 (13 I/min/m2) Minimum Operational Head = 30" (762 mm) Recommended Design Head = 32" (813 mm) Sediment Capture Capacity = 350 lbs (159 kg) Manifold Diameter = 4" (102 mm) BayFilter 522** Size = 28" (711 mm) diameter Weight = 125 lbs. (57 kg) Media Area = 45 ft2 (4.2 m2) Flow Rate = 22.5 gpm (85 I/min) Flow Rate per Square Foot = 0.50 gpm/ft2 (20 I/min/m2) Minimum Operational Head = 18" (457 mm) Recommended Design Head = 20" (508 mm) Sediment Capture Capacity = 175 lbs (79 kg) Manifold Diameter = 3" (76 mm) d 6' s6' z2s 6' DAYFILTER 545 028• BayFilter 545 O 4' 34' 22,5' 34' 4' 1 x BAYFILTFR 530 sa28' BayFilter 530 3' c 22' IS' 12' 3, BAYFELTER 522 p28' BayFilter 522 NOTES: The 500 series is for Total Suspended Solids (TSS) and Phosphorous and utilizes EMC media. *BayFilter 530 replaces BFC cartridge. ** BayFilter 522 replaces 545L cartridge. BayFilter 645 Size = 28" (711 mm) diameter Weight = 250 lbs. (113 kg) Media Area = 90 ft2 (8.4 m2) Flow Rate = 45 gpm (170 I/min) Flow Rate per Square Foot = 0.50 gpm/ft2 (20 I/min/m2) Minimum Operational Head = 32" (813 mm) Recommended Design Head = 34" (864 mm) Sediment Capture Capacity = 350 Ibs (159 kg) Manifold Diameter = 6" (152 mm) BayFilter 630 Size = 28" (711 mm) diameter Weight = 250 Ibs. (113 kg) Media Area = 90 ft2 (8.4 m2) Flow Rate = 30 gpm (114 I/min) Flow Rate per Square Foot = 0.33 gpm/ft2 (13 I/min/m2) Minimum Operational Head = 30" (762 mm) Recommended Design Head = 32" (813 mm) Sediment Capture Capacity = 350 Ibs (159 kg) Manifold Diameter = 4" (102 mm) BayFilter 622 Size = 28" (711 mm) diameter Weight = 125 Ibs. (57 kg) Media Area = 45 ft2 (4.2 m2) Flow Rate = 22.5 gpm (85 I/min) Flow Rate per Square Foot = 0.50 gpm/ft2 (20 I/min/m2) Minimum Operational Head = 18" (457 mm) Recommended Design Head = 20" (508 mm) Sediment Capture Capacity = 175 Ibs (79 kg) Manifold Diameter = 3" (76 mm) 6' 136' � 22 5' ix 32' x 6' BAYALTER 645 028' BayFilter 645 0 4' 3V 22.5' 30' 4' 4 x 6AYFILT€R 630 ' 28• BayFilter 630 3' o x BAYFILTER 622 028' BayFilter 622 NOTES: The 600 series is for enhanced metals treatment. 11117!2 D,tb BAYFILTER OPERATION Stormwater runoff enters the manhole or concrete structure via an inlet pipe and begins to fill the structure. When the water surface elevation in the vault/manhole reaches the minimum operating level, water flows through the BayFilter driven by a hydrostatic head. Within the BayFilter, the water flows through a proprietary filter media and drains via a vertical pipe. The vertical pipe is connected to the under drain system, which conveys filtered water to the outfall. During a typical storm event, the BayFilter system has four cycles: A. BayFilter cartridge fills and releases air B. Positive head filtration C. Siphon (negative head) filtration D. Siphon break and hydrodynamic backwash The cycle operation of a BayFilter is as follows: A. BayFilter cartridge fill and air release: The BayFilter vault and BayFilter cartridges fill when stormwater flow enters the system. As the vault fills, water enters the BayFilter cartridge through the inlet plate on the bottom. Air is purged from the media spiral and filter housing during this process. The air release is critical for the proper functioning of the siphon. The siphon draws flow through the BayFilter during periods of low water in the vault. BayFilter Vault OUTLU PIPE AN RELLAW VALVE P� r � - OAff.4fi K PA1"WAY nr`€r DRAWIAGE TR i ` 5 FLU* ❑HUAM iPtRA1 6 corizi OURV p C!FWW i€ INLET WATE AL .4" PLATE FILTH LEG I BayFilter Cutaway Cartridge Filling A B. Positive Head Filtration: Water enters the Filter from the bottom of the filter housing and travels upward through the inlet -flow conduit -spiral. From the inlet spiral, untreated water flows horizontally through the engineered media. Treated water exits the engineered media and flows into the outlet -flow conduit -spiral. Treated water flows vertically to the top of the cartridge where it can exit through the outlet pipe —please see product details (pg.6) for operating head levels. Finally, filtered water leaves the system via the outlet. C. Siphon (Negative Head) Filtration: After the water level in the vault falls below the top of the filter cartridge - minimum operating head level, a siphon is established and water will continue to flow through the filter media until the siphon is broken. During siphon, the water level in the vault will decrease until it reaches the inlet plate of the BayFilter. D. Siphon Break and Hydrodynamic Backwash: When the water level drops below the inlet plate, air enters the filter and the siphon breaks. Once the siphon breaks, a gravity -driven backwash occurs with all of the water flowing from the outlet pathway backwards through the filter media. This backwash has the effect of dislodging particles captured in the filtration layers and re-establishing porosity. Dislodged particles are transported back in to the filter vault and accumulate on the filter vault floor. Each BayFilter has a maximum flow rating. At this flow, each cartridge can treat the specified total sediment load before requiring maintenance. BayFilter flow may also be custom regulated to meet specified design parameters by modifying the flow control orifice. Please contact BaySaver for custom design requirements. Positive Filtration A ,F r�ac�n eR } Siphon Filtration Backwash LL UTA �� I I I IV BAYFILTER SYSTEM DESIGN & SIZING The BayFilter cartridge system design is easily completed in four phases: A. BayFilter System Configuration B. BayFilter Site Plan Placement C. BayFilter System Sizing D. Final Check The design process can be iterative until the determined design parameters are satisfied. Some of the items to consider when designing a stormwater filtration system: • Site specific constraints and proposed BayFilter system location • BayFilter system configuration —on-line or off-line • Pretreatment requirements • Operating head • Treatment efficiency requirements and local regulations • Pollutant loading (sediment load) • Treatment flow rates and hydraulics • Maintenance intervals BAYFILTER SYSTEM CONFIGURATION BayFilter systems can accommodate any treatment flow requirement. The peak design flow through the storm drain system will be significantly greater than the treatment design flow through BayFilter. It is a best practice to only convey the required treatment flow through a stormwater filter and this will extend the filter's life cycle. Conveying the peak design flow around a stormwater filter is considered off-line treatment. Off -Line Design Schematics of off-line BayFilter systems are shown below. In Figure 1, the bypass structure diverts treatment flows to the BayFilter system and allows high flows to pass to a separate outfall. The bypass structure will feature flow controls designed by an engineer to ensure that the required treatment flows are sent to the BayFilter. In Figure 2, this same concept is accomplished within a 3-chamber vault. In stormwater filter system installations, sediment will accumulate in the filter cartridge and on the vault floor. In off-line installations, high intensity flows are routed away from the vault minimizing the risk of re- suspending the sediment accumulated on the vault floor. In online applications it is possible for high flows to mobilize and release this sediment. OVERFLOW POPE FLOW1' SPUTTER INLET PIPE OUTLET PIPE 8AVILTER Figure 1: Offline Configuration External Bypass Figure 2: Inline Configuration Internal Bypass MANHOLE Operating Head Head is required to activate BayFilter flow and establish siphon flow. The height of individual BayFilter cartridges will determine the operating head. Please consult product details for individual operating head levels. The drainage system and network does not need to provide the operating head. Filter systems can easily be designed on sites where the elevation drop of the hydraulic grade line is less than the required operating head of the filter. Consult BaySaver Technologies Engineering Department for verification based on your particular site conditions. Pretreatment Regional regulations may require pretreatment of stormwater flows prior to flow entering filters. Pretreatment will remove a portion of the influent pollutant load. This will lessen the pollutant load received by a filter and potentially increase the maintenance interval duration. The BaySeparatorlm system (Figures 3 & 4) is an ideal hydrodynamic separator that removes sediments and floatables from stormwater runoff. Please contact your ADS representative for additional pre-treatment options. BAYFILTER SITE PLAN PLACEMENT Locating a BayFilter system on your site will be determined by giving consideration to several factors including: maintenance access, the unit's footprint, available head, available depth, and the surface elevation of the receiving waters. A BayFilter system must be installed in an area that is accessible to maintenance equipment. The maintenance of a BayFilter system requires a vacuum truck as well as the removal and replacement of the filter cartridges. The manhole covers, and or access hatches of the BayFilter must be placed in locations that can be easily reached by such a vehicle. Consult the BaySaver Technologies Engineering Department for expert assistance. Traditional BaySeparator Figure 3: Traditional BaySeparator Pre -Treatment Configuration sMOW JUNTION FIRE 1AANffOLE TRiaerL B'YSEIJA.RATOR I4,,� Figure 4: BaySeparator FS Unit Pre -Treatment Configuration IT 4 IIIIVY �16 BayFilter System Sizing Each BayFilter system relies on a collection of individual BayFilter cartridges to achieve the desired removal efficiency. Accurately determining the required number of filters is important to efficient operation. Undersizing a system may lead to shorten service life. A valuable stormwater treatment system will be provided when the three design parameters listed below are given consideration. Jurisdiction - specific sizing requirements Flow capacity of the system Treated sediment load of the system Each parameter results in a required number of BayFilter cartridges. After computing the number of filters for each parameter, determine which requires the most filters, and this is is the limiting design parameter and the number of required BayFilter cartridges for your drainage area. Jurisdiction Local regulatory requirements play a significant role in any BayFilter design. Depending on the jurisdiction in which the project site is located, the engineer may have to meet minimum treatment flow rates, treatment volumes or some other criteria such as filter bed area. Some jurisdictions specify a methodology for calculating a minimum treatment flow rate for a given site. Flow Capacity Regulatory requirements will determine water quality treatment values. The BayFilter system is simply applied by the design professional to their computed values. Typically, the primary treatment value is treatment flow rate (QTRT)• This value tells us the rate at which flow must pass through a filter system. Other common treatment values are water quality volume and phosphorous load reduction. Please contact BaySaver Technologies Engineering Department when designing to volume or phosphorous requirements. The minimum number of BayFilter cartridges can be determined by dividing the treatment flow rate by flow rate of the BayFilter you have chosen. This calculation provides the minimum number of BayFilters that will be necessary to fully treat the water quality flow from the site. The step-by-step procedure is shown below. BayFilter Series 500 System Sizing Table BayFilter Treatment Treatment Cartridge Flow Rate Volume gpm (1/min) f3 (m3) 522 22.5 (85.1) 1250 (35.4) 530 30.0 (113.6) 2500 (70.8) 545 45.0 (170.3) 2500 (70.8) BayFilter Series 600 System Sizing Table BayFilter Treatment Treatment Cartridge Flow Rate Volume gpm (1/min) f (m ) 622 22.5 (85.1) 1250 (35.4) 630 30.0 (113.6) 2500 (70.8) 645 45.0 (170.3) 1 2500 (70.8) 1. Determine the required treatment flow rate (QTRT) based on locally approved methodologies for the project site. This may involve the use of the Rational Method, TR-55 or another locally specified hydrologic model. If a locally approved methodology is not specified, BaySaver Technologies recommends using one of these commonly accepted models. 2. Using the BayFilter cartridge treatment flow rate (QBayFilter) calculate the minimum numbers of BayFilter cartridges required to treat that flow using Equation 1. Refer to the product details for BayFilter flow rates. The minimum number of BayFilter cartridges is equal to the maximum treatment flow rate divided by QBayFilter) rounded up to the next whole number. Sediment Load Capacity BayFilter sediment load capacity allows the professional designer to establish the maintenance interval for the stormwater system. Establishing a sediment load is a straight forward computation which may be completed once the number of BayFilter cartridges required to treat the flow is known. With the known filter quantity, a designer will establish the sediment load capacity for the BayFilter system, and compare this value to the annual sediment load for the site. The following equations may be used to compute these values and help determine BayFilter suitability for a specific site design. Sediment Load Capacity Calculations 1. Calculate the annual treated runoff volume according to Equation 2. VTRT is the annual treated runoff volume, P is the average annual precipitation (in inches), A is the area of the site (in acres), c is the runoff coefficient of the site (c is dimensionless), and % Capture is the fraction of the total annual runoff that is treated by the stormwater quality system. If % Capture is not otherwise specified, a default value of 0.90 can be used. Please check local regulations. 2. Using the annual treated runoff volume, calculate the anticipated total system sediment load to BayFilter according to Equation 3. In Equation 3, L is the mass of sediment that BayFilter is exposed to annually (in pounds), VTRT is the annual treated runoff volume as calculated in step 1 (in ft3), and TSSINis the influent concentration of TSS in the runoff (in mg/L). The influent TSS concentration (TSS IN)depends greatly on the site and the surrounding land use. In the absence of readily available data, BaySaver Technologies recommends using a minimum event mean concentration (EMC) TSS value of 60 mg/l. The impact on the filter cartridge will also be less if 28.3 It L (lbs) = vTRT x TSSi, x ft3 x Equation 3 QTRT (c f s) x 448.8 9fPm # Cartridges = QBayFilter Equation 1 f t 43,560 f tZ vTRT (f t3) = P x A x c x 12 in x acre x% capture Equation 2 kg 2.2 lbs 106mg x kg the filtration system is preceded by pretreatment. In these cases, the influent TSS to the BayFilter system need to be reduced to reflect pretreatment sediment removal. The BaySaver Technologies' Engineering Department can assist with these calculations. 3. Once the total annual system sediment load (L) is calculated, the engineer must ensure that the number of cartridges specified will be able to remove that sediment load at the specified design flow rate. Divide the total system sediment load L by the capacity of each BayFilter and note the associated BayFilter flow rate. Round up to the next whole number to get the minimum number of BayFilters required. This quantity of BayFilters will need to treat this sediment load at the required flow rate per BayFilter. The BaySaver Technologies Engineering Department is available to assist with the required calculations. FINAL CHECK It may be beneficial to perform a Final Check on the BayFilter design for your site. The BaySaver Engineering Department is available to assist you with this function. Standard Details and Notes Standard details are available on the Website at www.BaySaver.com or by calling 1.800.229.7283. BayFilter Configurations BayFilter Systems include the four typical concrete structures: manhole, precast vault, box culvert, and cast in place. BaySaver Technologies can also design BayFilter systems with Nyloplast structures, and HP Pipe manholes. BayFilter systems in manholes have a small footprint and easily fit into site plans. Manhole BayFilter systems are ideal for applications downstream from water quality detention structures. Please consult with the BaySaver Technologies Engineering Department for more details. When designing access for a BayFilter utilizing manhole frame and covers a minimum of 30" (762) diameter should be used, however, it is recommended that a 36" (914) diameter opening is used to provide ample access for filter replacement and maintenance. In each BayFilter system, the BayFilters are arranged so that a maintenance worker can stand on the floor of the manhole while installing or removing the cartridges. Example of a manhole BayFilter system '' � . � u�niu-r■11-.ail• i■!■ Example of a precast vault BayFilter system INSTALLATION 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 (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/a" (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 i Trolley System ««« 'W . ; 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. h. 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 • '/a" (6 mm) and 5/8" (16 mm) concrete drill bit • 3/a" (19 mm) wrench Filter Tee Flow Disc Hold Down Bar and Bracket Drain Down Module mot) k Filter Placement Chain Hoist System AY BayFilter Vault Overview Vault Internal Assembly Pre -Assembled Manifold In some areas the vaults can be provided with pre -in- stalled manifold systems. Please contact your local ADS or BaySaver representatives for additional details. Inspection and Maintenance The BayFilter system requires periodic maintenance to continue operating at the design efficiency. The maintenance process is comprised of the removal and replacement of each BayFilter cartridge, vertical drain down module; and the cleaning of the vault or manhole with a vacuum truck. The maintenance cycle of the BayFilter system will be driven mostly by the actual solids load on the filter. The system should be periodically monitored to be certain it is operating correctly. Since stormwater solids loads can be variable, it is possible that the maintenance cycle could be more or less than the projected duration. BayFilter systems in volume -based applications are designed to treat the WQv in 24 to 48 hours initially. Late in the operational cycle of the BayFilter, the flow rate will diminish as a result of occlusion. When the drain down exceeds the regulated standard, maintenance should be performed. When a BayFilter system is first installed, it is recommended that it be inspected every six (6) months. When the filter system exhibits flows below design levels the system should be maintained. Filter cartridge replacement should also be considered when sediment levels are at or above the level of the manifold system. Please contact the BaySaver Technologies Engineering Department for maintenance cycle estimations or assistance at 1.800.229.7283. Maintenance Procedures 1. Contact BaySaver Technologies for replacement filter cartridge pricing and availability at 1-800-229-7283. 2. Remove the manhole covers and open all access hatches. 3. Before entering the system make sure the air is safe per OSHA Standards or use a breathing apparatus. Use low OZ, high CO, or other applicable warning devices per regulatory requirements. 4. Using a vacuum truck remove any liquid and sediments that can be removed prior to entry. 5. Using a small lift or the boom of the vacuum truck, remove the used cartridges by lifting them out. 6. Any cartridges that cannot be readily lifted can be easily slid along the floor to a location BayFilter System Cleanout Vactor Truck Maintenance Jet Vactoring Through Access Hatch they can be lifted via a boom lift. 7. When all the cartridges have been removed, it is not practical to remove the balance of the solids and water. Loosen the stainless clamps on the Fernco couplings for the manifold and remove the drain pipes as well. Carefully cap the manifold and the Ferncos and rinse the floor, washing away the balance of any remaining collected solids. 8. Clean the manifold pipes, inspect, and reinstall. 9. Install the exchange cartridgess and close all covers. 10. The used cartridges may be sent back to BaySaver Technologies for recycling. BayFilter Availability and Cost BayFilter systems are available throughout the United States from BaySaver Technologies. Material, installation, and maintenance costs vary with location. For BayFilter pricing in your area, please contact BaySaver Technologies at 1-800-229-7283. BayFilter cartridges and outlet components can be shipped anywhere in the world. Manholes and precast vaults are also supplied by BaySaver Technologies as part of a complete stormwater filtration system. BayFilter Specifications Products A. Internal components: all components including concrete structure(s), PVC manifold piping and filter cartridges, shall be provided by BaySaver Technologies 1-800-229-7283). B. PVC manifold piping: all internal PVC pipe and fittings shall meet ASTM D1785. Manifold piping shall be provided to the contractor pre-cut and/or pre - assembled. Minor field modifications may be necessary. 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 flow control (i.e. flow disk) shall be supplied with each cartridge to restrict the flow rate to a maximum of 45 gpm (170 I/min). D. Filter media: filter media shall be a proprietary mix produced by BaySaver Technologies and may consist of the following materials: zeolite, perlite, and activated alumina and/or other materials required to meet the project pollutant removal requirements. Manifold Tee View of a Cleaned System 4 Cartridge Hoist Point E. Precast concrete vault: concrete structures shall be provided according to ASTM C478, C858, and C913. The materials and structural design of the devices shall be per ASTM C478 and ACI 318. Precast concrete shall be provided by BaySaver Technologies. Performance A. The stormwater filter system shall be 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 a minimum of 80% of suspended solids, 60% of total phosphorus, 50% of turbidity, 40% of total copper, and 40% of total zinc. All filter designs shall comply with local regulations. D. The stormwater filtration system shall not have any components that leach nitrates, phosphates or metals. 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's cartridges shall have a treated sediment capacity for 80% TSS removal between 150-350 Ibs (68-159 kg). 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 an annual 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. If flow monitoring is not available, BayFilter cartridges should be replaced when sediment levels are at or above the top of the manifold. 1111 V Y � to THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONSTM ADS "Terms and Conditions of Sale" are available on the ADS website, www.ads-pipe.com The ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. BayFilter'' is a registered trademark of BaySaverTechnologies, Inc. © 2017 Advanced Drainage Systems, Inc. #10951 12/17 MH NFDS� 1-800-821-6710 www.ads-pipe.com 1-800-229-7283 www.baysaver.com PROJECT INFORMATION ENGINEERED JIM CLARK �o��ASS/ST� ffl!; [j) PRODUCT 240 463 0124 bystor mTd&r MANAGER: JAMES.CLARK@ADS-PiPE.COM FOR STORMTECH 6 ADS SALES REP: MIKE GREEN 304-240-0082 L��� INSTRUCTIONS, DOWNLOAD THE � A!Fql a ■ ■ MIKE.GREEN@ADS-PIPE.COM �� ® 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. 9. 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. 63 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. 64 ©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 (W) 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) O N 04 i STRUCTURE PER PLAN INSPECTION PORT W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 3.5 CFS ISOLATOR ROW (DESIGN BY ENGINEER / PROVIDED BY OTHERS) (SEE DETAIL) 24" CORED END CAP, PART# MC450OREPE24BC OR MC450OREPE24BW TYP OF ALL MC-4500 24" BOTTOM CONNECTIONS AND ISOLATOR ROWS 69.52' 81.52' BAYFILTER WQU AS SPECIFIED (SEE SHEET 4 FOR DETAILS) J Q c U 0 ui J Z o Q w J � J w 0 U 0 o 7 U _j 00 o of 7 Lo w a o 2 U it r U Li H O Q � o a W 0 — 18" CORED END CAP, PART# MC450OREPE18TC OR ® o MC450OREPE18TW TYP OF ALL MC-4500 18" TOP CONNECTIONS ~ 3 rr — 18" X 18" ADS N-12 BOTTOM MANIFOLD INVERT 1.97" ABOVE CHAMBER BASE (SEE NOTES) o 0 �o w— L O a � 0 0 N O m Oco N Z — PROPOSED STRUCTURE W/WEIR < _ MAXIMUM INLET FLOW 5.5 CFS w O (DESIGN BY ENGINEER / PROVIDED BY OTHERS) : H � Q O J � J v _ 0 �o �z �o 0 � a 65 SHEET 3 OF 7 24" SOLID LID CONTROL WEIR TROLLEY (DESIGN BY ENGINEER) 18" INLET PIPE 11.17' 1 [134.04"] 10.50' 10.02' [126104"] [120.24"] 4.33' [51.96" 2.67' [32.04"] 1 18" OUTLET PIPE 6" INLET PIPE 6" INLET ORIFICE SECTION A -A SCALE: 1/4" = 1' 36" SOLID LID 414.0± 412.85 WQv (TBD BY ENGINEER) TBD BY ENGINEER STEPS (TYP) 530 BAYFILTER CARTRIDGE (TYP) ----- 407.16 405.50 402.83 I [PROPOSED] 4" PVC OUTLET MANIFOLD 4" PVC TEE W/ FLOWDISK (TYP) 4" FLEXIBLE COUPLER 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 04ifO BF-1 6-8-3 OUTLET PIPE AIR RELEASE VALVE WATER QUALITY VOLUME 6,924 CF DRAINAGE AREA POLYME CARTRIDGE DESIGN VOLUME 2500 CF INLET DF M, MEDIA OUTLET DF M, �I OUTLET ��► FLOW C INLET P Iil_'911 # BAYFILTER CARTRIDGES 3 CAPTURED SEDIMENT CAPACITY* 786 LBS Y 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 ATE 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 EG 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 66 D 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) D STEPS (TYP) 36" SOLID LID '�.lNbw-T \my'\IyW J � Q � U 0J Z Ui Y Q 2 J U) 0 U J LLI O o °' U -1 00 o of 27 Lo LL Q o in 2 U it r w H O Q � o a z 0 it 0 a 0 oco J N CD Z Q = 2O w :D0, 0 W V 0 w VJ � a SHEET 4 OF 7 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-2-4, 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 M431 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?,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) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 'TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, - INCREASE COVER TO 30" (750 mm). 7.0' 24" (2.1 m) (600 mm) MIN' MAX 12" (300 mm) MIN + 60" (1524 mm) l I1 11111111111 1 I11 1111 III 111 I1111 I1 -1 DEPTH OF STONE TO BE DETERMINED -III "'=iTi ii' -iT=III 1il= "=1T IITI II -1i1—"i=1Tl=III="" iI-III=III=1Tl =III III II_1I lllll1-111-11lllliiil 7, BY SITE DESIGN ENGINEER 9" (230 mm) MIN 1 I I I I II IIIIII—III I I —I IIIIII—I I I_I I I—III-1 I II I I IIII—III I I —III —III —I I I_I III —III —III —III —III I I„ �_ _ 12" (300 mm) MIN g MC-4500 ) mm 230 MIN 100" (2540 mm) 12" (300 mm) MIN SUBGRADE SOILS ( END CAP (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. 67 1 W w ( J J U) J � W H Q 0 J W Q 2 U oco J C, 07 Om Z Q = 2O LU Q O J � J v _ _) rn 00 o 27 Lo o iq r U w H O Q � o a 0 a U W 0 W r 0 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 �u i �lioggo �q pia vi6 �n: 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. AInTGC 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) Rl IOLE IN CHAMBER 1.5" HOLE SAW REQ'D) ANY VALLEY LOCATION CONNECTION DETAIL 4" PVC INSPECTION PORT DETAIL NTS J � Q � � U 0J z o Y Q 2 J U) 0 U O H O C)OJ 0 o of 27 Lo LU Q o in C) �* r U W H O Q R' o a 0 a U 0 w r 0 0 m JC, CDo Z� Q= 2O w Q O J � J 68 NTS SHEET 6 OF 7 MAN I F MANIFOL MIP STORMTECH UNDERDRAIN DETAIL NTS STORK CHA UTLET MANIFOLD i FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETICS 601 NON -WOVEN GEOTEXTIL STORMTECH END CAP I FOUNDATION STONE BENEATH CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE DESIGN 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 G= BUILD ROW IN THIS � 90.2" (2291 mm) ERDRAIN DIRECTION MC-4500 TECHNICAL SPECIFICATION CREST WEB UPPER JOINT MPPI I(:ATI(1NI FOOT NTS 11 nn DN )HEADER )STUB 4 (12: INS7 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 ml) (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) --- MC450OREPE15B --- 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 � 0 J J U) c J � C w O O rn () J 00 w Of 27 Q o x U w H Q 0 0 m J N CD o Z� Qx 2O w O J � J �x 0 U 6 w Y U w x U m rn 0 CO r U W O a Z 0 a U 0 a 0 SHEET 7 OF 7 NOTE: X'LL DIMENSIONS ARE NOMINAL I _ 390 ,. i'1-50 ' 50 2 1 i I 1 'I - I , l 1 •i 50 I ` 50 TESE I S T ^D 5 1 CIF E;F-�«1 I it I I !` 1 _ 1 I I � I y 1 • -i BF F � 10 ` Y 70 Project: Ecovillage, VA (S150496) ,• Chamber Model- MC-4500 StormTech- Units- Imperial Number of Chambers- 32 Number of End Caps - 4 Voids in the stone (porosity) - 40 Base of STONE Elevation - 404.50 it p, maude venmeter srooe in cz,onao- AmountofStoneAboveChambers- 12 in Amount of Stone Below Chambers- 30 Area of system - 1632 9 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 feet Incremental Stone cubic feet Incremental Ch, EC and Stone cubic feet Cumula8ve System cubic feet ElevaBon feet 102 0.00 0.00 0.00 0.00 54.40 54.40 767943 413,00 101 0.00 0.00 0.00 0.00 54.40 54.40 7625.03 412.92 100 0.00 0.00 0.00 0.00 54.40 54.40 7570.63 412.83 99 0.00 0.00 0.00 0.00 54.40 54A0 7516.23 412.75 98 0.00 0.00 0.00 0.00 54.40 54A0 7461.83 412.67 97 0.00 0.00 0.00 0.00 54.40 54.40 7407.43 412.58 96 0.00 0.00 0.00 0.00 54.40 54.40 7353.03 412.50 95 0.00 0.00 0.00 0-00 54A0 54.40 7298.63 412.42 94 0.00 0.00 0.00 0.00 54.40 54.40 7244.23 412.33 93 0.00 0.00 0.00 0.00 54.40 54.40 7189.83 412.25 92 0.00 0.00 0.00 0.00 54A0 54A0 7135.43 412.17 91 0.00 0.00 0.00 0.00 54A0 54.40 7081.03 412.08 90 0.04 0.00 1.31 0.00 53.88 55.19 7026.63 412.00 89 0.12 0.01 3.72 0.04 52.90 56.65 6971.44 411.92 88 0.16 0.03 5.27 0.11 52.25 57.63 6914.79 411.83 87 0.21 0.05 6.68 0.19 51.65 58.52 6857.16 411.75 86 0.27 0.07 8.59 0.27 50.86 59.71 6798.64 411.67 85 0.45 0.09 14.49 0.35 48.46 63.30 6738.93 411.58 84 0.67 0.11 21.29 0.45 45.70 67.44 6675.62 411.50 83 0.80 0.14 25.57 0.57 43.95 70.08 6608.18 411.42 82 0.91 0.17 29.06 0.67 42.51 72.24 6538.10 411.33 81 1.00 0.19 32.09 0.77 41.26 74.12 6465.86 411.25 80 1.09 0.22 34.79 0.86 40.14. 75.79 6391.74 411.17 79 1.16 0.24 37.23 0.97 39.12 77.32 6315.95 411.08 78 1.23 0.27 39.49 1.08 38.17 78.74 6238.63 411.00 77 1.30 0.30 41.59 1.19 37.29 80.07 6159.89 410.92 76 1.36 0.32 43.55 1.29 36.46 81.31 6079.82 410.83 75 1.42 0.35 45.40 1.39 35.68 82.47 5998.51 410.75 74 1.47 0.37 47.15 1.48 34.95 83.58 5916.04 410.67 73 1.53 0.39 48.80 1.58 34.25 94.63 5832.46 410.58 72 1.57 0.42 50.38 1.67 33.58 85.63 5747.83 410.50 71 1.62 0.44 51.88 1.76 32.94 88.59 5662.20 410.42 70 1.67 0.46 53.32 1.85 32.33 87.50 5575.61 410.33 69 1.71 0.48 54.69 1.94 31.75 88.38 5488.11 410.25 68 0.50 56.00 2.02 31.19 89.21 5399.73 410.17 11.75 67 .79 0.53 57.26 2.10 30.66 90.02 5310.52 410.08 fib 1.83 0.55 58.47 2:18 30.14 90.79 5220.51 410.00 65 1.86 0.56 59.63 2.26 29.64. 97.53 5129.72 409.92 64 1.90 0.58 60.75 2.33 29.17 92.25 5038.18 409.83 63 1.93 0.60 61.82 2.41 28.71 92.94 4945.94 409.75 62 1.98 0.62 62.85 2.48 28.27 93.60 4853.00 409.67 fit 2.00 0.64 63.84 2.55 27.84 94.24 4759.40 409.58 60 2.03 0.68 64.80 2.62 27.43 94.85 4665.16 409.50 59 2.05 0.67 65.72 2.69 27.03 95.45 4570.31 409.42 58 2.08 0.69 66.61 2.76 26.65 96.02 4474.86 409.33 57 2.11 0.71 67.46 2.83 26.29 96.57 4378.84 409.25 56 2.13 0.72 68.28 2.90 25.93 97.11 4282.27 409.17 55 2.16 0.74 69.08 2.96 25.58 97.62 4185.16 409.08 54 2.18 0.76 69.84 3.02 25.25 98.12 4087.54 409.00 53 2.21 0.77 70.58 3.09 24.93 98.60 3989.42 408.92 52 2.23 0.79 71.28 3.15 24.63 99.06 3890.82 408.83 51 2.25 0.80 71.96 3.21 24.33 99.50 3791.76 408.75 50 2.27 0.82 72.62 3.28 24.04 99.94 3692.26 408.67 49 2.29 0.84 73.25 3.36 23.76 100.37 3592.32 408.58 48 2.31 0.85 73.85 3.38 23.51 100.74 3491.95 408.50 47 233 0.86 74.43 3.43 23.25 101.12 3391.21 408.42 46 134 0.87 74.99 3.49 23.01 101.48 3290.09 408.33 45 236 0.89 75.52 3.54 22.78 101.83 3188.61 408.25 44 138 0.90 76.03 3.59 22.55 102.17 3086.77 408.17 43 2.39 0.91 76.51 3.64 22.34 102.49 2984.60 408.08 42 2.41 0.92 76.97 3.69 22.13 102.80 2882.11 408.00 41 2.42 0.93 77.42 3.74 21.94 103.09 2779.31 407.92 40 2.43 0.95 77.84 3.78 21.75 103.37 2676.22 407.83 39 2.44 0.96 78.23 3.83 21.58 103.64 2572.85 407.75 38 2.46 0.97 78.61 3.87 21.41 103.89 2469.21 407.67 37 2.47 0.98 78.97 3.91 21.25 104.13 2365.32 407.58 36 2.48 0.99 79.31 3.95 21.10 104.35 2261.19 407.50 35 2.49 1.00 79.62 3.99 20.95 104.57 2156.84 407.42 34 2.50 1.01 79.93 4.03 20.82 104.77 2052.27 407.33 33 2.51 1.02. 80.21 4.06 20.69 104.96 1947.50 407.25 32 2.51 1.02 80.47 4.10 20.57 105.14 1842.54 407.17 31 2.53 1.03 80.86 4.13 20.40 105.40 1737.40 407.08 30 0.00 0.00 0.00 0.00 54.40 54.40 1632.00 40700 29 0.00 0.00 0.00 0.00 54.40 54.40 1577.60 406.92 28 0.00 0.00 0.00 0.00 54.40 54.40 1523.20 406.83 27 0.00 0.00 0.00 0.00 54.40 S4.40 1468.80 406.75 26 0.00 0.00 0.00 0.00 54.40 54.40 1414.40 406.67 25 0.00 0.00 0.00 0.00 54.40 54.40 1360.00 406.58 24 0.00 0.00 0.00 0.00 54.40 54.40 1305.60 406.50 23 0.00 0.00 0.00 0.00 54.40 54.40 1251.20 406.42 22 0.00 0.00 0.00 0.00 54.40 54.40 1196.80 406.33 21 0.00 0.00 0.00 0.00 54.40 S4.40 1142.40 406.25 20 0.00 0.00 0.00 0.00 S4.40 54.40 1088.00 406.17 19 000 0.00 0.00 0.00 54.40 54.40 1033.60 406.08 18 0.00 0.00 0.00 0.00 54.40 54.40 979.20 406.00 17 0.00 0.00 0.00 0.00 54.40 54.40 924.80 405.92 16 0.00 0.00 0.00 0.00 54.40 54.40 870.40 405.83 15 0.00 0.00 0.00 0.00 54.40 54.40 816.00 405.75 14 0.00 0.00 0.00 0.00 54.40 54.40 761.60 405.67 13 0.00 0.00 0.00 0.00 54.40 54.40 707.20 405.58 12 0.00 0.00 0.00 0.00 54.40 54.40 652.80 405.50 11 0.00 0.00 0.00 0.00 54.40 54.40 598.40 405.42 10 0.00 0.00 0.00 0.00 54.40 54.40 544.00 405.33 9 0.00 0.00 0.00 0.00 54.40 54.40 489.60 405.25 8 0.00 0.00 0.00 0.00 54.40 54.40 435.20 405.17 7 0.00 0.00 0.00 0.00 54.40 54.40 380.80 405.08 6 0.00 0.00 0.00 0.00 54.40 54.40 326A0 405.00 5 0.00 0.00 0.00 000 54.40 54.40 272.00 404.92 4 0.00 0.00 0,00 0.00 54.40 54.40 217.60 404.83 3 0.00 Goo 0.00 000 54A0 54.40 163.20 404.75 2 0.00 0.00 0.00 0.00 54.40 54.40 108.80 404.67 1 0.00 0.00 0.00 0.00 54.40 54.40 54.40 404.58 WQ Volume: 6924 System Outlet: 1405.5 Volume Below Outlet: 662.80 Volume Subtotal: 7576,80 W Q Elevation: 412.85 BayFilter model 530 Volume per filler 2500 Required Head 32 Minimum Outlet 402.83 Filler outlet invert 402.83 Number of filters 3 71 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 72 J � r`1��, J��•�e.. �-: r � r' CONC. ENDWALL TOP-387.80 INV-38&28 ECO VILLAGE PREDEV INLET x� DRAINAGE MAP V 1 / / / o / o/ 1 oo / TO X1 PRE/ 91410 SF TOTAL o ° ~`\+•�►_._. 430 Epp` 40 TO X4 PRE: 32820 SF - - 46 --- \ �♦ - -L ° ° TO X2 PRE: / / � 1 \\\ 162140 SF TOTAL ,, \ 1 I I e /i� 1 rn ♦ \ \ \ TO X3 PRE: ♦ \\ \\ 1,50 41170SFTOTAL i of 440 ------ �00, 41, STATE ROUTE 631 Cw RIO ROAD EAST /--- 80 0 80 160 240 . 74 Scale: 1 "=80' I, - SHED r %i % Q ECO VILLAGE POSTDEV INLET DRAINAGE MAP a X2: $25 SF l \ SF ,s s O E2• p 144 IPE 0320 / I B3 E3--- I 125 F \ / 1 15450 F TO X4: \ TO B5: I I --- ------_ 30310 SF -----_ - 34515 SF I I �� _------_ ----- ' 0 2 VIA L T: ` T - 0 SF D _ STATE ROUTE 631 RIO ROAD EAST / 80 0 80 160 240 75 Scale: 1 "=80' Eco Village LD-204 Stormwater Inlet Computations Inlets on Grade Only Sag Inlets Only E O L ro z m c o E > w o ° U Q m a U) ° O E U a' X N ° U U 6 ° > _ ro° Q W C D �` O Q -2 O Q in 5 U U M U E O O O cs a cs F N o a U O 2 U 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) (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 0.00 1.73 0.015 0.120 0.020 0.083 100.0% 1.73 0.00 6.5 2.80 0.00 2.80 100.0% 2.80 0.00 C2 D1-313 6 0.03 0.81 0.02 4.0 0.10 0.00 0.10 0.015 0.040 0.020 0.083 0.90 0.14 100.0% 0.10 0.00 6.5 0.15 0.00 0.15 1.05 0.15 100.0% 0.15 0.00 D2 D1-313 12 0.34 0.69 0.23 4.0 0.93 0.00 0.93 0.015 0.050 0.020 0.083 2.32 0.18 100.0% 0.93 0.00 6.5 1.52 0.00 1.52 3.86 0.21 100.0% 1.52 0.00 A6C D1-313 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 A613 D1-36 12 0.14 0.72 0.10 4.0 0.41 0.00 0.41 0.015 0.130 0.020 - 3.11 0.06 100.0% 0.41 0.00 6.5 0.66 0.00 0.66 3.72 0.08 96.6 % 0.64 0.02 A6Z D1-36 8 0.17 0.56 0.09 4.0 0.37 0.00 0.37 0.015 0.040 0.020 0.083 3.05 0.06 100.0% 0.37 0.00 6.5 0.61 0.00 0.61 1.85 0.16 100.0% 0.61 0.00 A6A D1-313 6 0.03 0.81 0.02 4.0 0.08 0.00 0.08 0.015 0.040 0.020 0.083 0.87 0.14 100.0% 0.08 0.00 6.5 0.14 0.02 0.16 1.22 0.15 100.0% 0.16 0.00 A6 D1-36 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 B2 DI-3B 14 0.75 0.39 0.29 4.0 1.17 0.00 1.17 0.015 0.045 0.020 0.083 3.03 0.19 100.0% 1.17 0.00 6.5 1.90 0.00 1.90 4.58 0.22 100.0% 1.90 0.00 76 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 77 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 13* 12 Q 10: 0.90 455.10 454.10 77.05 1.30% 8 1.5 - - 12A* 12 Q 10: 0.30 457.00 456.00 52.73 1.90% 8 1.8 12* I1 Q 10: 1.20 453.60 453.20 31.99 1.25% 8 1.5 H2* /1 Q 10: 1.50 457.30 453.10 85.88 4.89% 8 2.9 - - 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 B4 B3 0.36 0.58 0.21 0.98 5.48 7.30 7.17 426.70 415.50 110.01 10.18% 15 22.0 16.0 0.11 E3* E2 Q 10: 1.50 427.00 418.00 153.21 5.87% 8 3.2 E2 E1 0.33 0.55 0.18 0.18 5.00 7.48 1.35 414.70 413.50 11.85 10.13% 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 J2* J1 Q 10: 0.60 413.25 412.90 16.20 2.16% 8 2.0 - - G2* G1 Q 10: 1.15 431.00 423.00 168.63 4.74% 8 2.9 F1 * 82 Q 10: 1.15 421.00 413.50 164.08 4.57% 8 2.8 - - B2 131 0.92 0.72 0.66 1.92 5.09 7.44 14.26 409.00 407.00 50.55 3.96% 18 21.9 12.0 0.07 C2 C1 0.03 0.81 0.02 0.02 5.00 7.48 0.18 410.40 408.00 28.67 8.37% 15 20.2 11.6 0.04 D2 131 0.34 0.69 0.23 0.23 5.00 7.48 1.75 408.00 407.00 51.61 1.94% 15 10.8 6.3 0.14 A7 A6 2.17 5.00 7.48 16.25 402.83 402.43 10.65 3.76% 18 22.1 13.6 0.01 A6C A6B 0.48 0.62 0.30 0.30 5.00 7.48 2.22 395.50 392.20 44.15 7.47% 15 19.1 10.4 0.07 A613 A6A 0.14 0.72 0.10 0.40 5.07 7.45 2.97 392.00 389.50 40.40 6.19% 15 17.4 10.6 0.06 A6Z A6A 0.17 0.56 0.09 0.09 5.00 7.48 0.70 387.70 387.20 32.60 1.53% 15 11.0 5.0 0.11 MA A6 0.03 0.81 0.02 0.51 5.11 7.44 3.82 387.00 386.20 33.38 2.40% 15 10.8 8.1 0.07 A7 A6 2.17 5.10 7.44 16.16 400.43 389.00 122.69 9.32% 18 34.8 13.9 0.15 A6 A5 0.29 0.52 0.15 2.84 5.18 7.41 21.04 386.00 384.20 50.10 3.59% 18 21.6 13.8 0.06 A5 A4 2.84 5.24 7.39 20.97 384.00 378.00 66.58 9.01 % 18 8.4 13.7 0.08 A4 A3 2.84 5.30 7.37 20.91 373.00 360.00 88.22 14.74% 18 43.7 24.4 0.06 A3 A2 2.84 5.36 7.35 20.85 355.00 343.50 72.92 15.77% 18 45.2 25.0 0.05 A2 Al 2.84 5.41 7.33 20.80 338.50 335.00 56.19 6.23% 24 61.2 17.6 0.05 Note: All Postdev flow to Existing Culverts X1-X4 under Rio Rd East is less than the Predev flow. * 8" Pipes will carry rain garden runoff. Typ. 8" pipe serves max. (5) rain gardens. Qio calculated from Rain Garden HydroCAD Drainage area runoff, multiplied by # of gardens served. 78 DESIGN Of DURET PROTECTION FROM A ROUND PIPE FLOWING FULL eMINIMI+-11 TAILWATER CIDITIDN (Tw ,-- 0.5 DIAMETER) 3 0vt1et W Do + La17 I ; OUTLET F1 Q25=20.80 CFS. D5o = 9" La=13' DEPTH=12" Recommende-d Rin. Asa 6I i r a F IIIIILI @1 nhllllllll ill! Y ia' � ������ lllllf 11 111111 LIB illllllllllll.11pI '•` I IIIIIIIIIIIIIIIIIi���l�IIIIIIIIIII � � �'� I� ��II IIIM lull IIII lull 1 ��.��� y� � '11RI+uI�.uRA l�l11�n lgir�,,�� MINN ����IIIIUIIlI1111��_:,�uIUICI aif MI� �I ' F �I�Illlu� -■ .IvI�IIIIII111�I lklll�Illllll��'I!! �I~ ,' `I 1 11 I'IIIIIIIIIE111 IIII I III i Ip:ll�llliIIIII=II J t I �' pp rr i I1IIIIIIIIIIIIIIIIN1��11I� !II! I® 1 III 1 h If 1 Ir1 III IIIII A� M � 79 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 Isolatotow 9P 10P Stormtech Storage Row 11 S Bayfilter/S A7 DA E 12L RUNOFF Subcat Reach Pon Link Drainage Diagram for POSTDEV epared by Shimp Engineering, P.C., Printed 2/21/2020 EHyd:rCAD@ 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC 80 Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 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 913: 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 1013: 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 81 Post-Dev POSTDEV Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Pa ece33 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 // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 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, 83 Post-Dev POSTDEV Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 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, 84 Post-Dev POSTDEV Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 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) 85 Post-Dev POSTDEV Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 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 Descriotion 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, M Post-Dev POSTDEV Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 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) 87 Post-Dev POSTDEV Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 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, M Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 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 4.33'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 2.921 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) 1:3=Culvert 2=Culvert (Inlet Controls 1.01 cfs @ 2.24 fps) (Passes 1.39 cfs of 12.14 cfs potential flow) L4=Weir B (Weir Controls 1.39 cfs @ 1.56 fps) 89 Post-Dev POSTDEV Type 1124-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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 2.34'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 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) t--1=Treatment Underdrain (Orifice Controls 0.20 cfs @ 1.80 fps) Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=404.50' (Free Discharge) t-2=Culvert ( Controls 0.00 cfs) Post-Dev POSTDEV Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 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 1 410.08' 3.0' long x 4.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 7.2' 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) a Post-Dev POSTDEV Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 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 Descriotion 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, VA Post-Dev POSTDEV Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 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 93 Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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 Inf1ow=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 913: 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 1013: Bayfilter/STR. A7 Peak EIev=411.25' Storage=0.009 of Inf1ow=14.41 cfs 0.783 of Outflow=14.37 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=16.84 cfs 0.915 of Primary=16.84 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 94 Post-Dev POSTDEV Type // 24-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 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, 95 Post-Dev POSTDEV Type // 24-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 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 // 24-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 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, 97 Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 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) t2=Orifice/Grate (Orifice Controls 1.96 cfs @ 10.00 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 98 Post-Dev POSTDEV Type // 24-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 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 Descriotion 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, 99 Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 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) L1=Culvert (Passes 0.34 cfs of 7.75 cfs potential flow) t2=Orifice/Grate (Orifice Controls 0.34 cfs @ 2.11 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 100 Post-Dev POSTDEV Type // 24-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 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, ME Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 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 4.33'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 2.921 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) 1:3=Culvert 2=Culvert (Inlet Controls 3.80 cfs @ 3.34 fps) (Passes 9.68 cfs of 13.61 cfs potential flow) L4=Weir B (Weir Controls 9.68 cfs @ 3.07 fps) 102 Post-Dev POSTDEV Type 1124-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 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 2.34'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 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) t--1=Treatment Underdrain (Orifice Controls 1.71 cfs @ 8.70 fps) Secondary OutFlow Max=10.68 cfs @ 12.00 hrs HW=409.71' (Free Discharge) t-2=Culvert (Inlet Controls 10.68 cfs @ 6.05 fps) 103 Post-Dev POSTDEV Type // 24-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 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 = 14.37 cfs @ 12.00 hrs, Volume= 0.783 af, Atten= 0%, Lag= 0.1 min Primary = 14.37 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= 411.25' @ 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= 0.9 min ( 836.2 - 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 1 410.08' 3.0' long x 4.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 7.2' Crest Height Primary OutFlow Max=14.29 cfs @ 12.00 hrs HW=411.24' (Free Discharge) L1=Culvert (Passes 14.29 cfs of 22.08 cfs potential flow) �2=Orif ice/G rate (Orifice Controls 2.70 cfs @ 13.76 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 11.59 cfs @ 3.60 fps) 104 Post-Dev POSTDEV Type // 24-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 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, 105 Post-Dev POSTDEV Type // 24-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 27 Summary for Link 12L: RUNOFF Inflow Area = 3.860 ac, 53.37% Impervious, Inflow Depth > 2.84" for 10-YR event Inflow = 16.84 cfs @ 11.99 hrs, Volume= 0.915 of Primary = 16.84 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/1 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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 913: 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 1013: Bayfilter/STR. A7 Peak EIev=411.59' Storage=0.010 of Inflow=19.18 cfs 1.083 of Outflow=19.50 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=22.59 cfs 1.260 of Primary=22.59 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 107 Post-Dev POSTDEV Type // 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 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, 108 Post-Dev POSTDEV Type // 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 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, M Post-Dev POSTDEV Type // 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 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, M Post-Dev POSTDEV Type/1 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 2/21/2020 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=Orifice/Grate (Orifice Controls 2.08 cfs @ 10.59 fps) t3=Orifice/Grate (Weir Controls 1.10 cfs @ 0.98 fps) "`i Post-Dev POSTDEV Type // 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 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 Descriotion 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, 112 Post-Dev POSTDEV Type/1 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 2/21/2020 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) t2=Orifice/Grate (Orifice Controls 0.61 cfs @ 3.09 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 113 Post-Dev POSTDEV Type // 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 2/21/2020 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, 114 Post-Dev POSTDEV Type/1 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 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 4.33'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 2.921 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) 1:3=Culvert 2=Culvert (Inlet Controls 4.70 cfs @ 3.83 fps) (Inlet Controls 14.19 cfs @ 8.03 fps) L4=Weir B (Passes 14.19 cfs of 14.41 cfs potential flow) 115 Post-Dev POSTDEV Type/1 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 2/21/2020 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 2.34'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 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) t--1=Treatment Underdrain (Orifice Controls 2.10 cfs @ 10.71 fps) Secondary OutFlow Max=14.88 cfs @ 12.01 hrs HW=411.40' (Free Discharge) t-2=Culvert (Inlet Controls 14.88 cfs @ 8.42 fps) 116 Post-Dev POSTDEV Type/1 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 2/21/2020 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 = 19.50 cfs @ 12.03 hrs, Volume= 1.083 af, Atten= 0%, Lag= 1.2 min Primary = 19.50 cfs @ 12.03 hrs, Volume= 1.083 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 411.59' @ 12.03 hrs Surf.Area= 0.001 ac Storage= 0.010 of Plug -Flow detention time= 1.0 min calculated for 1.081 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 1 410.08' 3.0' long x 4.50' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 7.2' Crest Height Primary OutFlow Max=18.76 cfs @ 12.03 hrs HW=411.54' (Free Discharge) L1=Culvert (Passes 18.76 cfs of 22.51 cfs potential flow) �__3=Sharp-Crested 2=Orifice/Grate (Orifice Controls 2.75 cfs @ 14.00 fps) Rectangular Weir (Weir Controls 16.01 cfs @ 4.05 fps) "n Post-Dev POSTDEV Type // 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 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, 118 Post-Dev POSTDEV Type // 24-hr 25-YR Rainfall=6.81 " Prepared by Shimp Engineering, P.C. Printed 2/21/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 40 Summary for Link 12L: RUNOFF Inflow Area = 3.860 ac, 53.37% Impervious, Inflow Depth > 3.92" for 25-YR event Inflow = 22.59 cfs @ 11.98 hrs, Volume= 1.260 of Primary = 22.59 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 HM Very is 3)S TYP. DA A TYP. DA B N7 N7 Z2 4 A P 4P Typ. BMP A Rain Typ. BMP B Rain Gardens Gardens Subcat Reach Pon Link Drainage Diagram for RAINGARDENS Prepared by Shimp Engineering, P.C., Printed 2/24/2020 HydroCAD@ 9.10 s/n 07054 @ 2011 HydroCAD Software Solutions LLC 120 RAIN GARDENS RAINGARDENS Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/24/2020 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: TYP. DA A Runoff Area=0.037 ac 56.76% Impervious Runoff Depth>1.40" Tc=5.0 min CN=82 Runoff=0.10 cfs 0.004 of Pond 2P: Typ. BMP A Rain Gardens Peak EIev=1.08' Storage=0.001 of Inflow=0.10 cfs 0.004 of 6.0" Round Culvert x 0.10 n=0.012 L=8.0' S=0.0200 '/' Outflow=0.07 cfs 0.004 of Subcatchment 3S: TYP. DA B Runoff Area=0.051 ac 49.02% Impervious Runoff Depth>1.21" Tc=5.0 min CN=79 Runoff=0.11 cfs 0.005 of Pond 4P: Typ. BMP B Rain Gardens Peak EIev=1.28' Storage=0.001 of Inflow=0.11 cfs 0.005 of 6.0" Round Culvert x 0.10 n=0.012 L=8.0' S=0.0200 '/' Outflow=0.08 cfs 0.005 of Total Runoff Area = 0.088 ac Runoff Volume = 0.009 of Average Runoff Depth = 1.29" 47.73% Pervious = 0.042 ac 52.27% Impervious = 0.046 ac 121 RAIN GARDENS RAINGARDENS Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/24/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Pa ece33 Summary for Subcatchment 1 S: TYP. DA A Runoff = 0.10 cfs @ 11.96 hrs, Volume= 0.004 af, Depth> 1.40" 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 0.016 61 >75% Grass cover, Good, HSG B 0.021 98 Impervious Area 0.037 82 Weighted Average 0.016 43.24% Pervious Area 0.021 56.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 122 RAIN GARDENS RAINGARDENS Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/24/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 4 Summary for Pond 2P: Typ. BMP A Rain Gardens Inflow Area = 0.037 ac, 56.76% Impervious, Inflow Depth > 1.40" for 1-YR event Inflow = 0.10 cfs @ 11.96 hrs, Volume= 0.004 of Outflow = 0.07 cfs @ 12.01 hrs, Volume= 0.004 af, Atten= 24%, Lag= 3.1 min Primary = 0.07 cfs @ 12.01 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 1.08' @ 12.01 hrs Surf.Area= 0.003 ac Storage= 0.001 of Plug -Flow detention time= 28.5 min calculated for 0.004 of (97% of inflow) Center -of -Mass det. time= 11.0 min ( 845.1 - 834.1 ) Volume Invert Avail.Storage Storage Description #1 0.00, 0.001 of 9.50'W x 7.00'L x 1.00'H Stone Storage 0.002 of Overall x 40.0% Voids #2 1.00, 0.000 of 9.50'W x 7.00'L x 1.50'H Filter Media 0.002 of Overall x 20.0% Voids #3 2.50' 0.001 of 9.50'W x 7.00'L x 0.60'H Surface Storage Z=3.0 0.002 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 0.16' 6.0" Round 6" Perf. PVC Underdrain X 0.10 L= 8.0' Ke= 0.600 Inlet / Outlet Invert= 0.16' / 0.00' S= 0.0200 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=0.07 cfs @ 12.01 hrs HW=1.06' (Free Discharge) L1=6" Perf. PVC Underdrain (Inlet Controls 0.07 cfs @ 0.36 fps) 123 RAIN GARDENS RAINGARDENS Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/24/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 5 Summary for Subcatchment 3S: TYP. DA B Runoff = 0.11 cfs @ 11.96 hrs, Volume= 0.005 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 0.026 61 >75% Grass cover, Good, HSG B 0.025 98 Impervious Area 0.051 79 Weighted Average 0.026 50.98% Pervious Area 0.025 49.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 124 RAIN GARDENS RAINGARDENS Type // 24-hr 1-YR Rainfall=3.03" Prepared by Shimp Engineering, P.C. Printed 2/24/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 6 Summary for Pond 4P: Typ. BMP B Rain Gardens Inflow Area = 0.051 ac, 49.02% Impervious, Inflow Depth > 1.21" for 1-YR event Inflow = 0.11 cfs @ 11.96 hrs, Volume= 0.005 of Outflow = 0.08 cfs @ 12.02 hrs, Volume= 0.005 af, Atten= 27%, Lag= 3.5 min Primary = 0.08 cfs @ 12.02 hrs, Volume= 0.005 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 1.28' @ 12.02 hrs Surf.Area= 0.004 ac Storage= 0.001 of Plug -Flow detention time= 29.5 min calculated for 0.005 of (97% of inflow) Center -of -Mass det. time= 11.3 min ( 855.2 - 844.0 ) Volume Invert Avail.Storage Storage Description #1 0.00, 0.001 of 10.00'W x 8.00'L x 1.00'H Stone Storage 0.002 of Overall x 40.0% Voids #2 1.00, 0.001 of 10.00'W x 8.00'L x 1.50'H Filter Media 0.003 of Overall x 20.0% Voids #3 2.50' 0.002 of 10.00'W x 8.00'L x 0.60'H Surface Storaae Z=3.0 0.003 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 0.16' 6.0" Round 6" Perf. PVC Underdrain X 0.10 L= 8.0' Ke= 0.600 Inlet / Outlet Invert= 0.16' / 0.00' S= 0.0200 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=0.08 cfs @ 12.02 hrs HW=1.25' (Free Discharge) L1=6" Perf. PVC Underdrain (Inlet Controls 0.08 cfs @ 0.41 fps) 125 RAIN GARDENS RAINGARDENS Type // 24-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/24/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 7 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: TYP. DA A Runoff Area=0.037 ac 56.76% Impervious Runoff Depth>3.56" Tc=5.0 min CN=82 Runoff=0.23 cfs 0.011 of Pond 2P: Typ. BMP A Rain Gardens Peak Elev=2.84' Storage=0.002 of Inflow=0.23 cfs 0.011 of 6.0" Round Culvert x 0.10 n=0.012 L=8.0' S=0.0200 '/' Outflow=0.14 cfs 0.011 of Subcatchment 3S: TYP. DA B Runoff Area=0.051 ac 49.02% Impervious Runoff Depth>3.27" Tc=5.0 min CN=79 Runoff=0.30 cfs 0.014 of Pond 4P: Typ. BMP B Rain Gardens Peak Elev=3.04' Storage=0.003 of Inflow=0.30 cfs 0.014 of 6.0" Round Culvert x 0.10 n=0.012 L=8.0' S=0.0200 '/' Outflow=0.14 cfs 0.014 of Total Runoff Area = 0.088 ac Runoff Volume = 0.025 of Average Runoff Depth = 3.39" 47.73% Pervious = 0.042 ac 52.27% Impervious = 0.046 ac 126 RAIN GARDENS RAINGARDENS Type // 24-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/24/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Pa ece88 Summary for Subcatchment 1 S: TYP. DA A Runoff = 0.23 cfs @ 11.96 hrs, Volume= 0.011 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 10-YR Rainfall=5.54" Area (ac) CN Description 0.016 61 >75% Grass cover, Good, HSG B 0.021 98 Impervious Area 0.037 82 Weighted Average 0.016 43.24% Pervious Area 0.021 56.76% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 127 RAIN GARDENS RAINGARDENS Type // 24-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/24/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 9 Summary for Pond 2P: Typ. BMP A Rain Gardens Inflow Area = 0.037 ac, 56.76% Impervious, Inflow Depth > 3.56" for 10-YR event Inflow = 0.23 cfs @ 11.96 hrs, Volume= 0.011 of Outflow = 0.14 cfs @ 12.03 hrs, Volume= 0.011 af, Atten= 41 %, Lag= 4.6 min Primary = 0.14 cfs @ 12.03 hrs, Volume= 0.011 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 2.84' @ 12.03 hrs Surf.Area= 0.005 ac Storage= 0.002 of Plug -Flow detention time= 17.4 min calculated for 0.011 of (99% of inflow) Center -of -Mass det. time= 9.1 min ( 816.7 - 807.5 ) Volume Invert Avail.Storage Storage Description #1 0.00, 0.001 of 9.50'W x 7.00'L x 1.00'H Stone Storage 0.002 of Overall x 40.0% Voids #2 1.00, 0.000 of 9.50'W x 7.00'L x 1.50'H Filter Media 0.002 of Overall x 20.0% Voids #3 2.50' 0.001 of 9.50'W x 7.00'L x 0.60'H Surface Storage Z=3.0 0.002 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 0.16' 6.0" Round 6" Perf. PVC Underdrain X 0.10 L= 8.0' Ke= 0.600 Inlet / Outlet Invert= 0.16' / 0.00' S= 0.0200 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=0.14 cfs @ 12.03 hrs HW=2.83' (Free Discharge) L1=6" Perf. PVC Underdrain (Inlet Controls 0.14 cfs @ 0.70 fps) 128 RAIN GARDENS RAINGARDENS Type // 24-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/24/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 10 Summary for Subcatchment 3S: TYP. DA B Runoff = 0.30 cfs @ 11.96 hrs, Volume= 0.014 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 0.026 61 >75% Grass cover, Good, HSG B 0.025 98 Impervious Area 0.051 79 Weighted Average 0.026 50.98% Pervious Area 0.025 49.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 129 RAIN GARDENS RAINGARDENS Type // 24-hr 10-YR Rainfall=5.54" Prepared by Shimp Engineering, P.C. Printed 2/24/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 11 Summary for Pond 4P: Typ. BMP B Rain Gardens Inflow Area = 0.051 ac, 49.02% Impervious, Inflow Depth > 3.27" for 10-YR event Inflow = 0.30 cfs @ 11.96 hrs, Volume= 0.014 of Outflow = 0.14 cfs @ 12.05 hrs, Volume= 0.014 af, Atten= 52%, Lag= 5.6 min Primary = 0.14 cfs @ 12.05 hrs, Volume= 0.014 of Routing by Stor-Ind method, Time Span= 1.00-24.00 hrs, dt= 0.04 hrs Peak Elev= 3.04' @ 12.05 hrs Surf.Area= 0.007 ac Storage= 0.003 of Plug -Flow detention time= 18.2 min calculated for 0.014 of (99% of inflow) Center -of -Mass det. time= 10.0 min ( 825.4 - 815.4 ) Volume Invert Avail.Storage Storage Description #1 0.00, 0.001 of 10.00'W x 8.00'L x 1.00'H Stone Storage 0.002 of Overall x 40.0% Voids #2 1.00, 0.001 of 10.00'W x 8.00'L x 1.50'H Filter Media 0.003 of Overall x 20.0% Voids #3 2.50' 0.002 of 10.00'W x 8.00'L x 0.60'H Surface Storaae Z=3.0 0.003 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 0.16' 6.0" Round 6" Perf. PVC Underdrain X 0.10 L= 8.0' Ke= 0.600 Inlet / Outlet Invert= 0.16' / 0.00' S= 0.0200 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=0.14 cfs @ 12.05 hrs HW=3.03' (Free Discharge) L1=6" Perf. PVC Underdrain (Inlet Controls 0.14 cfs @ 0.73 fps) 130 ESCP Calculations: Sediment Basin Design Spreadsheet Sediment Basin Design Nomographs Riser Buoyancy Calculations 131 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% Step 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 Step 3: Principal Spillway From Plate 3.14-8 Spillway Capacity with emergency spillway (cfs) 19.8 Riser Diameter (in) 48 Actual head (ft) 0.70 QP (max) 24.0 Step 4: Emergency Spillway 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 132 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) L/We Baffles Required? 7,410 274 400.0 405.0 72 -)1 16.0 28.9 18 6.0 1.0 7,410 0.34 0.071 0.301 6 8 225 70 3.2 no 133 1992 TABLE 3.14-D CONCENTRIC TRASH RACK AND ANTI -VORTEX DEVICE DESIGN TABLE 3.14 Riser Cylinder Minimum Top Diam., Height, Minimum Size in. Diameter, Thickness, inches Support Bar Thickness FStiffener inches gage 12 18 16 6 #6 Rebar or 11/2 x 16 ga. - 11/z 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 _ 4 72 16 21 11/4" pipe or 11/4 x 14 ga.(C), 10 - 11/4 x 1/4 angle ga.(F) 54 78 16 25 " I. - 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 or 2 x 2 x '/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". Note3: C = corrugated; F = flat. Source: Adapted from USDA-SCS and Carl M. Henshaw Drainage Products Information. III -164 1992 3.14 .. .. :. 0 1, L� miiuii w=ZMad■u■��iiii M D2R VWE —EaNOI Nvi► r?i.7ifvi niroMMum.....■ rui806•61■ O aFIqf�i0/71��r��iii ru"iiiaiiii MA=1np Miiiiii i �'�Li'���iii�i�iii ■■■■n����n 1 VOI1JA4M Source: USDA-SCS 111 - 9 Plate 3.14-5 135 1992 7 m mmm nomry �vm �, wo�+mm .00nn o tour - 0 n m P N P n 0 m m m 11 ... PP 00 O ti n Q 4 Q .!t O m r ry P a P Q P n N m ry N P n In m e .p P ry r P N PQ Nn @Ill '. nmm rmnom -+.Yon P Inm rv� Nommry �� Nlnm -. ro ory N.Q.-I mrvn vll, ammr mmm PmPoo 00 mPmN n v e Ill O ID n O n h m N N 0 n v v n .+ O m v� d m l~`INNry Nm r O n .D m O .D v in m m n m m m P PPP P 0 0 0 0 0 N m n O r ry vl M1 O m@ O ry h m Om -+m m 0 .p m P -I M1 ry ry n n d Q Vl m N ID m m .D .0 h h r m m m m P m-1 NNn n vv v I„In .n .n .ate mmmm.n rrrM1 m Qm. m N Om O N v O P P S m P 0 r P -1 m P O N Uf ry P n N N P N P r O ry m h P P P P P@@ m Q n O ry d N m 0 -+ m ry m N N tmV N O -i n h r n m O -I P O e� y r m� O ry m ry n ry r n N n .-1 .-I ti rl ti .I N N ry ry ry ry ry N ry N m P n m O m r m N 0. ry m Q P V1 O N P v m n .i Ip P n a m N 101, nmnm Q. O 01 �+ .1 .� .-I m 0 0 -I r m Yl O N N tin n nN N m • m n m ry m 0 O n^ � n N M1^ . n O N v In iet �V IOn m m PPP 0 00 N Nry de In m In MOM- r O n Q. ry 0 .-M. O of In O nry nn nQQQvI vl lNil ✓I of m .D @m mn nn nn n mm mm m %1m r v .n n m i n as o m Q .I m 1 ul P n m P N In r o Iry n a .amrynm m.+nmr mvo navi rOe.+ � �mvn P m o.a In e -1 .1 ry N N n n n n d v v O Ill ul N N Yl Yl m .O .9 m m / gym.+ Nr vm vl nP In Pry r 1 oc + 1v .� oP mm vl .. Pr v �m o.+n o.c nm e. -. vinmr mmPo-+ nvin .�.-I .-1 .1 N NN rvN NN nn n nnnnn nnna v v a v v v ia@N n a Pvl ^Ir n mnm r P O N n d N m r m m P D rl m m m n M1 m m P P n P m H O v .... .r Q m '+ r n Q Ilt m h M1 m P P O O .1 N N v Yt N YI iC .O �D r M4 00000 OPP P C+PT O O O O O O P PPP P P nul n oPm O O O O O O P P P P P P m n ry O P m ti 0 M min omr N Prd ommul -�mm N m N O m n 0 m �M190 oa!mmmmao o m r n m ry .., .�iDo oc QP mm N .m-I n 0 0 0 01 0. Ol m m m n N .a O O O Ol P m m m m NndN mrm PM ����� ®Hm.Piry ry NNVIn ry mP0Oi Y 0900 O 000O J V Source: USDA-SCS III - 99 136 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)A2(H) Volume inside Riser= (n)(4/2)A2(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 = (rc)(5/2)^2(4.57)- (n)(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 137 Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report 138 3 En N n 722170 38° 3 9" N Q N V N V V M N V V 38' 2' 46" N 722170 722240 722310 722380 3 fn Map Scale: 1:2,030 iP 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: UrM Zone 17N WGS84 usim Natural Resources Web SUSBurvey Conservation Service National Cooperative Soil Survey Hydrologic Soil Group —Albemarle County, Virginia, and Charlottesville City, Virginia 722240 722310 722380 722450 M450 7225M 722520 a F N 722590 38o 3' 9" N a NV Q 7 38' 2' 46" N 722590 3 v N 8/1 /2019 Page 1 of 5 Hydrologic Soil Group —Albemarle County, Virginia, and Charlottesville City, Virginia MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons 0 A 0 A/D 0 B 0 B/D C 0 C/D 0 D 0 Not rated or not available Soil Rating Lines A rwr A/D B B/D rwr C rwr C/D D r Not rated or not available Soil Rating Points 0 A A/D ■ B ■ B/D ■ C ■ C/D ■ D 0 Not rated or not available Water Features Streams and Canals Transportation 1-hF Rails rr! Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at scales ranging from 1:15,800 to 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Albemarle County, Virginia Survey Area Data: Version 12, Aug 29, 2018 Soil Survey Area: Charlottesville City, Virginia Survey Area Data: Version 5, Aug 29, 2018 Your area of interest (AOI) includes more than one soil survey area. These survey areas may have been mapped at different scales, with a different land use in mind, at different times, or at different levels of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area boundaries. Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2015—Mar 10, 2017 uslan Natural Resources Web Sb#Burvey 8/1/2019 Conservation Service National Cooperative Soil Survey Page 2 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 Percent of AOI 16 21 B Chewacla silt loam B/D 0.5 7.6 2.1% 35.6% 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 21.4 0.2% Totals for Area of Interest 100.0% usDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/1 /2019 Page 4 of 5 141 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 Conservation Service Web Soil Survey National Cooperative Soil Survey 8/1 /2019 Page 5 of 5 1EK Precipitation Frequency Data Server https://hdsc.nw s.noaa. gov/hdsc/pfds/pfds_printpage.html?lat=3 8.0483 &... NOAA Atlas 14, Volume 2, Version 3 Location name: Charlottesville, Virginia, USA' - Latitude: 38.0483°, Longitude:-78.4651' s Elevation: 408.24 ft" ` source: ESRI Maps .. source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. 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 Duration Average recurrence interval (years) 1 �-�������� 2 5 10 25 50 100 200 500 1000 0.353 0.421 0.493 0.554 0.624 0.678 0.729 0.777 0.834 0.881 5-mm (0.318 0.392) (0.379-0.467) (0.444-0.546)i (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 F 0.789 0.886 F 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-mm (0.635-0.783) (0.763-0.938) (0.899-1.11)- (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 1 2.82 30-mm (0.871-1.07) 1 (1.05-1.30) (1.28-1.57) j (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) 3.79 1.20 1.47 F 1.82 2.11 2.49 2.79 3.09 3.39 4.12 60-mm (1.09-1.34) (1.32-1.63) (1.64-2.02) (1.90-2. 44) 1 (2.22-2.74) (2.49-3.08)] (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) 11 (2.27-2.93) 1 (2.68-3.48) (3.03-3.95) 1 (3.38-4.42) 11 (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 (1.79-2.29)J (2.15-2.77) (2.67-3.43) 11 (3.13-4.04) (3.74-4.85) (4.25-5.54) (4.78-6.29) (5.33-7.09) (6.10-8.24) (6.75-9.26) 2.54 3.06 3.82 4.52 5.50 6.37 7.31 8.35 9.88 I 11.3 12-hr (2.24-2.91) (2.70-3.50) (3.35-4.37) J (3.96-5.16) (4.78-6.25) (5.48-7.23) - (6.21-8.29) (7.00-9.46) (8.13-11.2) (9.11-12.8_ ) 3.03 3.67 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) (3.89-4.85) (4.94-6.16) (5.79-7.23) (7.00-8.78) (7.98-10.1) (9.04-11.5) (10.2-13.1) (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 F 14.6 16.4 3-day (3.46-4.22) 1 (4.19-5.11) 1 (5.31-6.49) (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) 1 (15.0-19.1) 4.70 5.65 I 7.07 I 8.23 9.90 11.3 12.8 14.4 16.7 I 18.6 7-day 4 ( .32-5.12) (5.20-6.17) (6.49-7.71) (7.53-8.97) (9.01-10.8) 1 (10.2-12.3) (11.5-13.9) 1 (12.8-15.7) 1 (14.7-18.3) (16.2-20.4) F 17.5 5.32 6.39 7.89 9.11 F 10.8 F 12.2 F 13.7 1 F 15.3 19.4 10-day (4.92-5.76) 1 (5.91-6.91) (7.28-8.53) (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 11.4F 13.3 14.7 16.2 17.7 19.8 21.4 20-day (6.55-7.48) (7.81-8.92) 1 (9.42-10.8) (10.7-12.2) (12.4-14.2) (13.7-15.8) 1 (15.0-17.4) 11 (16.3-19.0) 1 (18.1-21.3) 1 (19.4-23.1) 10.2 12.0 13.4 16.7 18.0 19.4 21.2 22.5 8.57 15.3 30-day 11 (8.07-9.13) (9.57-10.8) (11.3-12.8) (12.6-14.3) (14.3-16.3)1 (15.6-17.7) (16.8-19.2) 1 (18.0-20.7) (19.5-22.6) 1 (20.7-24.1) 16.4 18.4 19.9 21.4 22.8 24.6 26.0 F45-d7ay7F-1-0.7-F-12-.6-7F-14-.8- (10.1-11.3) 1 (11.9-13.4) (14.0-15.6) 11 (15.5-17.3) (17.3-19.5) 1 (18.7-21.1) (20.1-22.7) (21.3-24.2) 1 (22.9-26.2) (24.1-27.7) 12.6 14.8 17.1 18.8 20.9 22.5 24.1 25.5 27.4 28.7 60-day 1 (11.9-13.2) 1 (14.0-15.6) 1 (16.2-18.0) 1 (17.8-19.8) 1 (19.8-22.1) 1 (21.2-23.8) 1 (22.6-25.4) 1 (23.9-27.0) 1 (25.6-29.0) 1 (26.7-30.5) t 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 PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 143 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 &... Westworelabd _M Fen I+%�■� Part: " '�harl ttesville 2mi CARTERS Large scale terrain ■ cT A Herri c,nburci. 11:ii s to un trin IRGINIAl A Pic hr-n,- + Lynchburg � — n.. �....I.. _. sburr 100km ~ 60mi - Rl nr�n Large scale map An i V4 Znt Virginia hibrrison7urg rig^ 7 i i 21C�' tiCil t77fJn + Lynchburg Hack;hurg .. Roanoke — c7 _ 100km 60mi Norio Large scale aerial 144 3 of 4 11/13/2018, 5:19 PM