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WPO201900057 Calculations WPO VSMP 2020-03-26
SHIMP ENGINEERINGa PROJECT MANAGEMENT CIVIL ENGINEERING LAND PLANNING March 26, 2020A Emil Cox APPROVED S�� y Engineering Review by the Albemarle County ic. o. 45183 Department of Community Development Community Development Department 401 McIntire Road Date 3/27/2020File WP0201900057 - amendment 1' Charlottesville, VA 22902�N Regarding: WPO 201900057 Proffit Rd TH North VSMP Amend. 1 — SWM Calculation Packet Dear Emily, Enclosed is the stormwater calculation packet for Proffit Rd Townhomes North. The development property has an area of 7.59 acres and a disturbed area of 5.60 acres. The project is a private redevelopment of a site. The proposed stormwater design meets water quality requirements set forth in 9VAC25-870-65 and water quantity requirements set forth in 9VAC25-870-66-B(3) and 9VAC25-870-66-C. 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. SWM Quality is satisfied by three methods: a Stormtech BMP, dedication of SWM Forest/Open Space, and nutrient credits. The stormtech BMP is an ADS manufactured treatment device that provides 40% phosphorous removal through the use of Isolator rows that filters incoming runoff by isolating it in pretreatment cells with filter fabric before the runoff reaches the main detention portion. This BMP provides 2.54 Ibs of treatment. The remainder of the required phosphorous removal is provided by the purchase of nutrient credits. This amount totals 2.45 Ibs/yr phosphorous credits and satisfies the nutrient treatment requirement. As part of the site water quality requirements, 0.40 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 shall be dedicated with the Subdivision Plat for this development. Treatment Required Total Phosphorous Treatment Provided Total Phosphorous 4.98 Ib/yr 4.98 Ib/yr* * VRRM spreadsheet rounds remainder of required purchase to 2.45 Ibs, due to this rounding, design appears to provide 4.99 Ibs/yr. This is noted and acceptable. SWM Quantity SWM Quantity is satisfied by analyzing concentrated runoff from the development at a Point Of Analysis (POA) within a natural channel at the downstream edge of the development property. 9VAC25-870-66-B(3) requires that concentrated runoff from development at the POA meet the energy balance equation. To achieve this, most concentrated runoff from the site will be routed to an underground detention facility which discharges to POA. The runoff from the detention, along with unmanaged (bypass) runoff for the site, meets the energy balance equation. 9VAC25-870-66-C requires that the post-dev 10-year runoff at this POA not exceed the pre-dev 10-yr runoff. This condition has also been satisfied. Pre-dev Peak Runoff Max. Allowed Peak Runoff Post-dev Peak Runoff 1-Yr 0.61 cfs 0.42 cfs 0.40 cfs 10-Yr 9.52 cfs 9.52 cfs 9.38 cfs 100-Yr 29.15 cfs - 67.47 cfs Onsite Portion of Channel Analysis To further ensure the site protects the onsite channel area, we analyzed the runoff to the onsite portion of the channel, starting at the outfall of the new 36" culvert. At this portion, the Post -development runoff meets the energy balance equation (EBE). Due to this, no further analysis of the onsite portion of the channel is required (although regulations do not require that the EBE be met at this point — satisfying the EBE satisfies all channel analysis requirements at points of concentrated runoff.) This also stands because no other concentrated runoff is added to the existing channel until POA 1, which was analyzed above. Pre-dev Peak Runoff Max. Allowed Peak Runoff Post-dev Peak Runoff 1-Yr 0.46 cfs 0.46 cfs 0.38 cfs 10-Yr 7.13 cfs 7.13 cfs 3.98 cfs If you have any questions about this calculation packet please do not hesitate to contact me at: keane@shimp- engineerinq.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 VRRM Redevelopment Spreadsheet ADS Stormtech BMP Manufacturer Details Water Quantity Calculations: Energy Balance Equation Pre-Dev POA Drainage Map Post-Dev POA Drainage Map Pre-Dev Channel Map Post-Dev Channel Map Predev HydroCAD Report Postdev HydroCAD Report Post-Dev Inlet Drainage Map VDOT LD-204 Inlet Capacity VDOT LD-229 Storm Drain Capacity VDOT LD-268 Ditch Capacity ESCP Calculations: Sediment Basin Design Spreadsheet Sediment Basin Design Nomographs 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 VRRM Redevelopment Spreadsheet ADS Stormtech BMP Manufacturer Details Kw a 0 0 a 0 %6 PROFFIT RD TH NORTH PREDEV LVAN NMIMl_1 TOTAL SITE: 7.59 AC ALL HSG B WOODS: 7.09 AC TURF: 0.28 AC IMPERV: 0.22 LEGEND: WOODS TURF IMPERVIOUS 80 0 80 160 240 ' Sccle: 1 "=80' W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W SW, W W W W W W W W W W W W W W W W W W W W W W W W lJW_`' W W W W W W W W W W W W W W W W •Y •Y W W W W W W W W W W W W W W W W W W W W W W W W W W W W W CI.�f1 W [Nf1 W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W . ✓ . W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W Y W W v i W W W W W W W W w W W W W W W W W W W i W W W W W W W W W W W W W W W LOT W W W W W W W W W W W 22 W W LOT 21 OT LOT 30 29 28T LOT LOT LOOT - 1> LOT 2B 25 LOT LOT 24 28 LOT 19 LOT 45 O LOT 4) LOT LOT 49 LOT 60 LOT 51 O LOT 53 LOT 54 LOT 55 LOT 56 LOT 57 LOT 58 LOT 59 RQOkD C / LOT 17 LOT 16 LOT ,s W LOT 19 W CI W 3 v 3 ✓ LOT 12 W v W LOT W 11 W W W LOi W W fo W W LOi 9 LOT B 0 0 PROFFIT RD TH 4z�° NORTH POSTDEV VRRM MAP TOTAL SITE: 7.59 AC ALL HSG B WOODS: 0.40 AC TURF: 4.39 AC IMPERV: 2.80 AC NOTE: FOR VRRM CALCS, ONLY AREAS THAT WILL BE PLACED WITHIN A SWM FOREST/OPEN SPACE EASEMENT ARE CLAIMED AS WOODS. LEGEND: WOODS j TURF W W W W W W W IMPERVIOUS t777 80 0 80 160 240 ' Sccle: 1 "=80' DEq Virginia Runoff Reduction Method Re -Development I 0 2011 BMP Standards and Specifications 0 2013 Draft BMP Standards and Specifications Project Name: Proffitt Rd TH North Date: 2/27/2020 Linear Development Project? No 'p tadsheet - Version 3.0 ® data Input cells natant values alculaUon cells Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 5.80 Pre-ReDevelopment Land Cover (acres) A Soils BSoils CSoils DSolls Totals Forest/Open Space (acres) - undisturbed 7.09 forest/open space 7.09 Managed Turf (acres) - diAurbed, graded for 0.28 yards or other turf to be mowed/managed 0.28 Impervious Cover (acres) 0.22 0.22 7.59 Post -Development Land Cover (acres) A Soils BSoils CSoils DSoils Totals Forest/Open Space (acres) - undisturbed, protected Wo,A/open space or reforested land 0.40 0.40 Managed Turf (acres) - disturbed, graded for 4.39 yards or other turf to be mowed/managed 4.39 Impervious Cover (acres) 2.80 2.80 Area Check OK. OK. OK. OK. 7.59 • Forest/Open spare areas must be protected in accordance with the Virginia Runoff Reduction Method fnnee�nee a„nnp fnnFii�innee lac.( Check., BMP Design Specifications List: 2013 Draft Stds & Specs Linear project? No Land cover areas entered correctly? ,/ Total disturbed area entered? ,/ Land Cover Summary -Pre Land Cover Summary-Post(Final) Land Cover Summary -Post Land Cover Summary -Post Post -Development New l mpervious Pre-ReDevelopment Listed Adjusted' Post ReDQV.&Newlmperviaus Post-ReDevelopment Forest/Open Space Forest/Open Space Forest/Open Space Cover(acres) 7.09 4.51 Cover (acres) 040 Cover (acres) 0.40 New l Inr pervious Cove258 Weighted Rv(forest) 0.03 0.03 Weighted Rv(forest) 0.03 Weighted Rv(forest) 0.03 %Forest 93% 90% %Forest 5% %Forest 8% Managed Turf Cover (acres) 0.28 0.28 Managed Turf Cover (acres) 4.39 Managed Turf (acres( Cover 439 Weighted Rv(turf) 0.20 0.20 Weighted Rv(Wrf) 0.20 Weighed Rv(turf) 0,20 %Managed Turf 4% 6% %Managed Turf 58% %Managed Turf 88% I m pervious Cover (acres) 0.22 0.22 I m pervious Cover 280 ReDev. Impervious 022 (acres( Cover(acres) (acres( Rv(impervious) 0.95 Rv(impervious) 0.95 0.95 Rv(impervious) 0.95 Rv(impervious) 0.95 %Impervious 3% 4% %Impervious 37% %Impervious 4% Total Site Area (acres) 7.59 5.01 Final Site Area (acres) 7.59 Total ReDev. e. Site Area 5.01 Site IN 0.06 0.08 Final Post Dev Site Rv 0.47 ReDev Site Rv 0.22 Treatment Volume and Nutrient Load Treatment Volume and Post-ReDevelopment Nutrient Load Post -Development Final Post- Pre-ReDevelopment Treatment Volume 0.0398 0.0334 Development 0.2958 Treatment Volume 0.0916. Treatment Volume 0.2043 (acre-ft) Treatment Volume (av ft) (acre-ft) (acre-k) Final Post- Post-ReDevelopment Post -Development Pre-ReDevelopment Treatment Volume 1,734 1,453 Development 12,887 Treatment Volume 3,989 Treatment Volume (cubic 8,897 (cubic feet) Treatment Volume (cubic feet) feet) (cubic feet) Final Post- Pre-ReDevelopment TP Load Development TP Post-ReDevelopment nt 7P P�-ad (Ib/yr) 1.09 0.91 Load 8.10 • Load (TP) 2.51 ) 5.59 * (b/yr) (lb/yr)• Po,Mpevelopment TP Load per acre Final Post-0evelopment TP Post ReDevelopment TP (lb/acre/yr) 0.14 0.1.8 Load per acre lAT Load per acre 0.56 pb/one/Vrl (Ib/acre/yr) Baseline TP Load fo/yr) g. Reduction Required (0.411bs/acre/yrappimd to pre-redevelopmen[ar excluding pervious 2.05 IBelow Pre- 20% land proposed for new impeMous cover) e0evelapmentL d) TP Roead Reddu<Tion TP Load Reduction * quire fo 0.45 4.53 ' Adjusted Land Cover Summary: Pre ReDevelopment land cover minus pervious land cover if rest/open space or managed Wrf)acreage pWposedfcr new impervious cover. Redeveloped Area Pervious Impervious Area((or lb//yr) ka/yr) 4djusted total acreage Is consistent with Post-ReDevelopment acreage (minus acreage ofo- impervious cover). * Red-W, below new development load limitation not required Column 1shows load reduction ,,WH rtfor new impervious cover based on new development loadliml5 0.41 Ibs/acre/year). TP Load Reduction Required (lb/yr) 1 4.98 Drainage Area A Stormwater Best Manaeement Practices fRR = Runoff Reduction) Total Phosphorus Available for Removal in D.A. A(lb/yr) 6.35 Post Development Treatment Volume in D.A. A(ft) 10,100 Runoff Managed Turf Impervious Volume from Remaining Total BMP Phosphorus Phosphorus Load Untreated Phosphorus Remaining Practice Reduction Credit Area Cover Credit Upstream Runoff a Runoff Volume Treatment Removal from Upstream Phosphorus Load Removed By Phosphorus load Downstream Practice to be Credit (%) (acres) Area (acres) PraRice (ft') Reduction (ft I (ft) Volume (ffa) Efficiency (%) Practices (lb) to Practice (lb) Praaire (lb) lb) Employed 1. Vegetated Ro.f (RR) 1.a Vegetated R.f#1(Spet#sl 45 0 0 0 0 0.00 0.00 000 1.b, Vegetated Roof#2)Spec S) 60 O O 0 0 0.00 O.W 000 2. Rooftop Disconnection (RR) 13. Permeable Pavement RR) 4, Grass Channel IRR) 5.a. Dry Swale#1(Spsc#SO) 40 0 0 0 0 20 M0 OM 0.W MO 5.b. DryS 1a .(Spec#10) 60 0 0 0 0 40 0.00 oW 0.00 0.00 6. Bioretention (RR) 13. Permeable Pavement RR) 4, Grass Channel IRR) 5.a. Dry Swale#1(Spsc#SO) 40 0 0 0 0 20 M0 OM 0.W MO 5.b. DryS 1a .(Spec#10) 60 0 0 0 0 40 0.00 oW 0.00 0.00 6. Bioretention (RR) 5.a. Dry Swale#1(Spsc#SO) 40 0 0 0 0 20 M0 OM 0.W MO 5.b. DryS 1a .(Spec#10) 60 0 0 0 0 40 0.00 oW 0.00 0.00 6. Bioretention (RR) T. Infiltration (RR) S. Extended Detention Pond (RR) 9. Sheetflow to Filter/Open Space FIR) TOTAL IMPERVIOUS [OVER TREATED (ac) 0.00 AREA [HECK: OR. TOTAL MANAGED TURF AREA TREATED (ac) 0.CO AREA CHECK: K. TOTAL RUNOFF REDUCTION IN D.A. A(ffa) 0 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A(lb/yr) 6.35 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A(lb/yr) 0.00. TOTAL PHOSPHORUS REMAINING AFTER APPLYI NG RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/yr) 6.35 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS it umi, Practices in, RR) 12. Constructed Wetland (no RR) 13. We Ponds (no RR) lanufactured Treatment Devices I- RR) TOTAL IMPERVIOUS COVER TREATED (all 2.63 AREA CHECK: ON. TOTAL MANAGED TURF AREA TREATED(ac) 1 1.42 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE(lb/yr) 4.98 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A(Ib/yr) 6.35 TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.p. q (Ib/yr) 2.54 TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/yr) 0.00 TOTALPHOSPHORUS LOAD REDUCTION ACHIEVED IN D.p. q(Ib/yr) 2.54 TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. A(Ib/yr) 3.81 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDURI0 PRACTICES IN D.A. A (Ib/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACT ES IN D.A. q(Ib/yr) 0.00 TOTAL NITROGEN REMOVED IN D.A. A (Ib/y,)j 0.00 NRrogen Nitrogen Load Untreated Nitrogen Remaining Removal from Upstream Nitrogen load to Removed By Nitrogen Load Efficency l%) Practices(Ibs) Pmaice(lbs) Practice(lbs) (Ibs) 0 0.00 0.00 B00 0 000 B00 0.00 2. Rooftop Disconnection (RR) 3. Permeable Pavement (RR) 3. Permeable Pavement (RR) 4. Grass Channel (RR) 5. Dry Swale IRA) 6. Bioretention (RR) T. Infiltration (RR) 8. Extended Detention Pond (RR) 9. Sheetflow to Filter/Open Space (RR) TOTAL RUNOFF REDUCTION IN D.A. A(ft') 0 NITROGEN REMOVEDWITH RUNOFF REDUCTION PRACTICES IN D.A. A(Ib/yr) 0.00 SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Onlyl 10. w1t S.111 (Coastal Plain) (no RR) zs 0.00 o.oD o.00 a.a0 3s o.a0 0.00 ooa a.00 30 0.00 0:00 n00 0.00 45 0 00 0.00 0 00 0.00 12. Constructed Wetland (no RR) 13. Wet Ponds (no RR) 14. Manufactured BMP (no RR) Site Results (Water Quality Compliance) Area Checks D.A. A D.A. 8 D.A. C D.A. D D.A. E AREA CHECK FOREST/OPEN SPACE (ac)FFEFEF 0.00 0.00 OK. IMPERVIOUS COVER (ac) 0.00 0.00 OK. IMPERVIOUS COVER TREATED (ac) 0.00 0.00 OK. MANAGED TURF AREA (ac) 0.00 0.00 OK. MANAGED TURF AREA TREATED (ac)0 0.00 0.00 OK. AREA CHECK OK. OK. OK. OK. OK. Site Treatment Volume (ft3) 12,887 Runoff Reduction Volume and TP By Drainage Area D.A. D D.A. E TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (ft) 0 0 0 0 0 0 TP LOAD AVAILABLE FOR REMOVAL (Ib/yr) 6.35 0.00 0.00 0.00 0.00 6.35 TP LOAD REDUCTION ACHIEVED (Ib/yr) 2.54 0.00 0.00 0.00 0.00 2.54 TP LOAD REMAINING (Ib/yr) 3.81 0.00 0.00 0.00 0.00 3.81 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 0.00 0.00 0.00 0.00 0.00 0.00 Total Phosphorus FINAL POST-DEVELOPMENTTP LOAD(Ib/yr) 8.10 TP LOAD REDUCTION REQUIRED (Ib/yr) 4.98 TP LOAD REDUCTION ACHIEVED (Ib/yr) 2.54 TP LOAD REMAINING (Ib/yr): 5.56 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): 2.45 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (Ib/yr) 57.92 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 0.00 REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr) 57.92 Virginia Runoff Reduction Method W orksheet DEq Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 BMP Design Specifications List: 2013 Draft Stds & Specs Site Summary Project Title: Proffitt Rd TH North Date: 43888 Total Rainfall (in): 43 Total Disturbed Acreage: 5.80 Site Land Cover Summary Pre-ReDevelopment Land Cover (acres) A soils BSoils CSoils DSoils I Totals I %of Total Forest/open (acres) 0.00 7.09 0.00 0.00 7.09 93 Managed Turf (acres) 0.00 0.28 0.00 0.00 0.28 4 Impervious Cover (acres) 0.00 0.22 0.00 0.00 0.22 3 7.59 100 Post-ReDevelopment Land Cover (acres) A soils BSoils CSolls DSoils Totals I %of Total Forest/Open (acres) 0.00 0.40 0.00 0.00 0.40 5 Managed Turf (acres) 0.00 4.39 0.00 0.00 4.39 58 Impervious Cover (acres) 0.00 2.80 0.00 0.00 2.80 37 - Forest/Open Space areas must be protected in accordance with the Virginia Runoff Reduction Method 7.59 100 Site Tv and Land Cover Nutrient Loads Final Post -Development Post _ Post- Adjusted Pre- (Past-ReDevelopment Re[ Development ReDevelopment & New Impervious) (New Impervious) Site Rv 0.47 0.22 0.95 0.08 Treatment Volume (fta) 12,887 3,989 8,897 1,453 TP Load (lb/yr) 8.10 2.51 5.59 0.91 Baseline TP Load(lb/yr): 2.0541• •Reduction belawnew development load llmltatlon n,tmq,ired Total TP Load Reduction Required (lb/yr) � 1 0.45 1 4.53 Pre- ReDevelopment Final Post -Development Post-ReDevelopment TP TP Load per acre TP Load per acre Load per acre (Ib/acre/yr) (Ib/acre/yr) (lb/acre/yr) 0.18 1.07 0.50 Final Post -Development Load Pre- (Post-ReDevelopment & New Impervious) ReDevelopment TN Load (lb/yr) 57.92 7.79 -------------------------------------------------------------------------------------------------------------------------------------------------------------------- Site Compliance Summary Maximum% Reduction Required Below z0Y . Note: % Reduction will reduce post -development TP load to less thou or equal to baseline load of2.051b/yr(0.41 lb/ac/yr) Pre-ReDevelopment Load [Required reductionfor Post-ReDev=Post-RaDev TP load- baseline load of2,0541 lb/yr]. baseline load= site area x 0.41 lb/ac/yr Total Runoff Volume Reduction (ft a) 0 Total TP Load Reduction Achieved (lb/yr) 2.54 Total TN Load Reduction Achieved (lb/yr) 0.00 Remaining Post Development TP Load (Ib/yr) 5.56 Remaining TP Load Reduction (Ib/yr) Required 2 45 below new development load limitation not required Drainage Area Summary D.A. A D.A. B 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) 1.42 0.00 0.00 0.00 0.00 1.42 Impervious Cover (acres) 2.63 0.00 0.00 0.00 0.00 2.63 Total Area (acres) 4.05 0.00 0.00 0.00 0.00 4.05 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) 2.54 0.00 0.00 0.00 0.00 2.54 7N Load Reduced (lb/yr) 1 0.00 0.00 0.00 0.00 0.00 0.00 Summary Print Virginia Runoff Reduction Method W orksheet Drainage Area A 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) 0.00 1.42 0.00 0.00 1.42 35 Impervious Cover (acres) 0.00 2.63 0.00 0.00 2.63 65 4.05 BMP Selections Managed Turf Impervious BMP Treatment TP Load from Untreated TP Load TP Removed TP Remaining Downstream Treatment Practice Credit Area Cover Credit Volume (fta) Upstream to Practice (Ibs) (lb/yr) (lb/yr) to be Employed (acres) Area (acres) Practices (Ibs) 14.b. Manufactured Treatment Device- Filtering 1.42 2.63 1 10,100.48 0.00 6.34 2.54 3.80 Total Impervious Cover Treated (acres) 2.63 Total Turf Area Treated (acres) 1.42 Total TP Load Reduction Achieved in D.A. (lb/yr) 2.54 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 85 0 0 D 0 RR (fta) 0 0 a 0 0 1-year return period RV wo RR (---in) 1.61 0.00 0.00 0.00 0.00 RV w RR(v 111) 1.61 0.00 0.00 0.00 0.00 CN adjusted 85 0 0 0 0 2-year return period RV wo RR (-4.) 2.17 0.00 0.00 0.00 0.00 RVw RR (--in) 2.17 0.00 0.00 0.00 0.00 CN adjusted 85 0 0 0 0 10-year return period RV-RR(.4.) 3.87 0.00 0.00 0.00 0.00 RV w RR(v in) 3.87 0.00 0.00 0.00 0.00 CN adjusted 85 0 0 0 0 Summary Print a_�- A� °''t __ �'y' COMMONT�T/EALTH of VIRGINIfl DEPARTMENT OF ENVIRONMEN"IAL QUAZ.77Y Street add -ess: 629 East Main Suet, Richmond, Virginia 23219 mouy mseph wnra Mulling odd wrs.� P.O. Box 1 IOS, Richmond, Virginia 23218 oavia lc. paymr Secretary o! Natural Resources W VV w:deq. V llginl8.g0 V Director ' (804) 698-0000 1-800-592-5482 October 2, 2014 Mr. Chuck Lacey, Jr. PE StormTecfi (a Division of ADS, Inc.) 70 Inwood Road Suite 3 Rocky Hill, CT 06067 Re: Assignment of Percent Removal EfFciencies for Total Phosphorus Dear Mr. Lacey, Thank you for your submittal of the additional data requested for the StormTech® Isolator Row"'. The MTD information provided was reviewed for the purpose of updating the previously assigned pollutant removal efficiency for total phosphorus (TP). This review was performed in accordance with Guidance Memo Number 14-2009 titled "Interim Use of Stormwater Manufactured Treatment Devices (MTDs) to meet the new Virginia Stormwater Management Program (VSMP) Technical Criteria, Part IIB Water Quality Design Requirements Consistent with Guidance Memo Number 14-2009, StormTech® Isolator Row " is receiving an event mean concentration percent TP removal efciency of 40a/o. The updated 40 % removal efficiency is based on TP performance data from the study performed at the City of Charlotte, July 2013. As stated in the guidance me[no, this information will be posted on the Virginia Stormwater BMP Clearinghouse. This MTD and the assigned removal efficiency can be manually added into the Virginia Runoff Reduction spreadsheet to demonstrate compliance with tha Runoff Reduction Method. If you have any questions regarding this information, please contact Robert E. Cooper, P.E. at (804) 698- 4033 or a -mail at Robert.C000er[a"l. deo.virainiasov. S iA'e�r/el%y/J �'�"�- � gh� o.dr✓�� Office of Water Permits �i����—* 4� Vi*L '1k 17, I_ 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. also be I .'d in ( �iunction ith Green thus enhancing the performance and extending the service life of these practices. STORMTECH MC-4500 CHAMBER (not to scale) Nominal Chamber Specifications Size (LxWxH) 52" x 100" x 60" 1,321 mm x 2,540 mm x 1,524 mm Chamber Storage 106.5 ft3 (3.01 m3) Min. Installed Storage* 162.6 ft3 (4.60 m3) Weight 120 Ibs (54.4 kg) Shipping 7 chambers/pallet 11 pallets/truck *Assumes a minimum of 12" (300 mm) of stone above, 9" (230 mm) of stone below chambers, 9" (230 mm) of stone between chambers/end caps and 40% stone porosity. EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR STONE WITH AN AASHTO M43 DESIGNATION BETWEEN 43 AND #4 CHAMBERS SHALL MEET ASTM F2418"STANDARD SPECIFICATION FOR POLYPROPELENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12"(300i ADS GEOSYTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR EMBEDMENT STONE 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 30.7 TI 35.7 ft3 (1.01 m3) (781mm) INSTALLED } Min. Installed Storage* 5 s mm> 108.7 ft3 (3.08 m) 35.1" A ko I_ -I Weight (891 mm) ` I-- 90.2" (2291 mm) —I 52.0" (1321 mm) ` ACTUAL ' LENGTH 120 Ibs (54.4 kg) 4TAL ED LENGTH INSTALLED LENGTH Shipping J�Y(l 7 end caps/pallet mm) 11 pallets/truck — 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. GRANULAR WELL -GRADED SOILIAGGREGATE MIXTURES, <35q 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 / Z111r BY SITE DESIGN ENGINEER) L-Y1-L-J.al./b m Y 24 (MAXMIN' M (600 mm) ,\ 12" (300 mm) MIN 60 (1525 mm) ll 1 IH— 1- IIH DEPTH OF STONE TO BE DETERMINED �- lil l 1—ll�r BY SITE DESIGN ENGINEER 9" (230 mm)MIN �.iC-4500 9•• END CAP (230 mm) MIN 100" (2540 mm) 12" (300 mm) TYP SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS 'MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). k2%�tzl- * • - c V:'��}�,4 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 6,681 (4.0) 7,,0117 (4.2�552 (4..5) 7,987 (4.7) 99,4MC 4500 End Cap 8,691(5.2) 75560(56) ,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 I 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. WWZM Working on a project? rcuiir�J,J:7StormTech- - Visit us at Asww-stlrlrmt1eQ::1,com 7-�171�7 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 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 NOTES: ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN. CRUSHED. ANGULAR STONE IN A & B LAYERS END CAP Vvv (SEE NOTE 3) 0 Lo It �i z O Y Y H U o W w Y U) Q W O o U � of o � o Z xt � U w H O a o a / PAVEMENT LAYER (DESIGNED o BY SITE DESIGN ENGINEER) W a 0 'TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED 7 O, INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, 24" INCREASE COVER TO 30" (750 mm). (2,1 m) (600 mm) MIN* MAX 12" (300 mm) MIN U F � U 3 0 60" p (1524 mm) — � O ¢ m o =IIIIII=IIII-I -111IIIIIIIIIIII=III=III 11H11=III-1 DEPTH OF STONE TO BE DETERMINED ° I I I � I l l l l i l l 11 I I= -; I1 I IIIIIII1 I I1 I IIII1 I IIII=1 I I � —II!I111i'IIIii1-1111i1 BY SITE DESIGN ENGINEER 9" (230 mm) MIN Z 91, 100"(2540 mm) 12"(300 mm)MIN i mm) MIN *FOR COVER DEPTHS GREATER THAN 7.0' (2.1 m) PLEASE CONTACT STORMTECH 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. SHEET 1 of 1 MC-4500 TECHNICAL SPECIFICATION CREST STIFFENING RIB VALLEY STIFFENING RIB CREST WEB UPPER JOINT hnRRI IhATION FOOT LOWER JOINT CORR. G= 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) 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 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. Nf)TFS 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„ 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 m It �i 00 J N mc) M Z� a= �o w �o F- < Q O J CD V 2 U) J_ Q H w O ry ry 0 H Q J O U) z 0 rc U 0 NTS SHEET 1 of 1 u Ills -M lk 11 1111114 NL 4L %,k 11 Lill rol "Ilk irk WN w *A % iINNVIRA1111111 iolator®R Ra 3&M Manu LtttttrAW7, Twr 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. s industrial, commercial, residential), anticipated pollutant load, percent imperviousness, climate, etc. all play a critical role in determining the actual frequency of inspection and maintenance practices. At a minimum, StormTech recommends annual inspections. Initially, the Isolator Row should be inspected every 6 months for the first year of operation. For subsequent years, the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports (as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row, clean -out should be performed. MAINTENANCE The Isolator Row was designed to reduce the cost of periodic maintenance. By "isolating" sediments to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on the end(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space entries. Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high pressure water nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, the captured pollutants are flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45" are best. Most JetVac reels have 400 feet of hose allowing maintenance of an Isolator Row up to 50 chambers long. The JetVac process shall only be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile (as specified by StormTech) over their angular base stone. StormTech Isolator Row (not to scale) Note: Non -woven fabric is only required over the inlet pipe connection into the end cap for DC-780, MC-3500 and MC-4500 chamber models and is not required over the entire Isolator Row. SC-140, SC-310; COVER ENTIRE ISOLA GEOSYNTHETICS 601T NON-V SC-730 SG310 MC-4500, MC-3500, OC-780, SC CONNECTION TC GEOSYNTHETICS 601T NONA SUMP DE SITE DESIr MV 1600 mm( MI 24' (600 mm( HDPE ACCESS PIPE REQUIRED: MC-4500, MC-3500. SC-740, OC-780 12 (3B0 mm) HDPE ACCESS PIPE REQUIRED', SC-310 8" (200 mm) HOPE ACCESS PIPE REQUIRED: SC-160LP Ulil[] 2MN1,61JSNIL.1 InS1:. 69i ]:LrrIIYN.[N.L181:1yi STORMTECH END CAP ; NTHETICS 315WTM WOVEN GEOTEXTILE BETWEEt ;HAMBERS, CONTINUOUS FABRIC WITHOUT SEAMS r.,.r �.�.,-.500 8.25' (2.5 m( MIN WIDE: MC-3500 5(1.5 m) MIN WIDE: DC-]80, SC-740 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 3/15/11 6.3 f E KOKE New LKSEaLLOROK. Fixed poLAE Ls CI frame o.E DOM grade 9/24/11 6.2 0.1 f E Some 9KE f eLE SM 6/20/13 61%, o,s f E Muck yy feel.' debrLs vLsLbLe LK rwo "hole ar�d 6A NV Isoi.o or tow, mo LKkeKo once due 7/7/13 6.3 f E o $ stem jetted and vacuawed DAM LILILILILILF� ANOASSIS F Me a °Y StormTech FOR STORiNTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP Y ■ StormTech Construction Guide 6 'N' StormiTe9che An mttitrcompany 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 0 Excavate bed and prepare subgrade per engineer's plans. Place non -woven geotextile over prepared soils and up excavation walls. j i - Place clean, crushed, angular stone foundation 9" (230 mm) min. Install underdrains if required. Compact to achieve a flat surface. Manifold, Scour Fabric and Chamber Assembly Install manifolds and lay out woven scour geotextile at inlet rows [min. 17.5 ft (5.33 m)] at each inlet end cap. Place a continuous piece (no seams) along entire length of Isolator® Row(s) in two layers. Manifold Insertion 12" (300 mm) MIN INSERTION STORMTECH END CAP MANIFOLD STUB MANIFOLD TRUNK 12" (300 mm) MIN SEPARATION NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL FOR A PROPER FIT IN END CAP OPENING. Insert inlet and outlet manifolds a minimum 12" (300 mm) into chamber end caps. Manifold header should be a minimum 12" (300 mm) from base of end cap. Align the first chamber and end cap of each row with inlet pipes. Contractor may choose to postpone stone placement around end chambers and leave ends of rows open for easy inspection of chambers during the backfill process. Continue installing chambers by overlapping chamber end corrugations. Chamber joints are labeled "Lower Joint — Overlap Here" and "Build this direction — Upper Joint" Be sure that the chamber placement does not exceed the reach of the construction equipment used to place the stone. Maintain minimum 6" (150 mm) spacing between MC-3500 rows and 9" (230 mm) spacing between MC-4500 rows. For the Isolator Row place two continuous layers of ADS Woven fabric between the foundation stone and the isolator row chambers, making sure the fabric lays flat and extends the entire width of the chamber feet. StormTech Isolator Row Detail COVER PIPE CONNECTION TO END CAP WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE CATCH BASIN OR MANHOLE SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) END CAP (MC-4500 SHOWN) CHAMBER (MC-4500 SHOWN) 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE -CORED END CAP OPTIONAL INSPECTION PORT TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS MC-3500 - 8.3 (2.5 m) MIN WIDE CONTINUOUS FABRIC STRIP MC-4500 - 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC STRIP L Initial Anchoring of Chambers - Embedment Stone Initial embedment shall be spotted along the centerline of the chamber evenly No equipment shall be operated on the bed at this stage of the installation. anchoring the lower portion of the chamber. This is best accomplished with a Excavators must be located off the bed. Dump trucks shall not dump stone stone conveyor or excavator reaching along the row. directly on to the bed. Dozers or loaders are not allowed on the bed at this time. Backfill of Chambers - Embedment Stone UNEVEN BACKFILL EVEN BACKFILL Backfill chambers evenly. Stone column height should never differ by more than 12" (300 mm) between adjacent chamber rows or between chamber rows and perimeter. PERIMETER NOT BACKFILLED PERIMETER FULLY BACKFILLED Perimeter stone must be brought up evenly with chamber rows. Perimeter must be fully backfilled, with stone extended horizontally to the excavation wall. Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 3 Backfill of Chambers - Embedment Stone and Cover Stone Continue evenly backfilling between rows and around perimeter until embedment stone reaches tops of chambers and a minimum 12" (300 mm) of cover stone is in place. Perimeter stone must extend horizontally to the excavation wall for both straight or sloped sidewalls. The recommended backfill methods are with a stone conveyor outside of the bed or build as you go with an excavator inside the bed reaching along the rows. Backfilling while assembling chambers rows as shown in the picture will help to ensure that equipment reach is not exceeded. Final Backfill of Chambers - Fill Material i t 9i"I U fl so -fir ra ,. 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 I MATERIAL MAY VARY (PVC, HDPE, ETC.) FIFI'',I �)f CHI INSERTATEE- CONNECTION-u (X) PLACE ADS GEOSYNTHETICS 315 WOVEN GEOTEXTILE (CENTERED ON INSERTA-TEE INLET) OVER BEDDING STONE FOR SCOUR PROTECTION AT SIDE INLET CONNECTIONS. GEOTEXTILE MUST EXTEND 6" (150 mm) PAST CHAMBER FOOT DO NOT INSTALL CINSERTA TEE AT CHAMBER JOINTS A I I i� FI I A IlJllll,lllli r���,� nl�i ¶INSERTA TEE TO BE INSTALLED, CENTERED OVER CORRUGATION SECTION A -A. SIDE VIEW NOTE: PART NUMBERS WILL VARY BASED ON INLET PIPE MATERIALS. CONTACT STORMTECH FOR MORE INFORMATION. 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 8 SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON 4 Table 1- Acceptable Fill Materials Material Location Description Compaction/Density Designation'Requirement QFnal 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 compactor2, 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' MC-3500 - 6" (..... ..... ..... END CAP SUBGRADE SOILS Figure 1- Inspection Port Detail CONCRETE COLLAR PAVEMENT 1CONI )MIN THICKNESS 50 " rum) MIN TH-� 6" (1ICKNESS STORMTECH CHAMBER 12" (300 rum) MIN WIDTH CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS W NYLOPLAST INSPECTION PORT BODY (PART# 270BAG41PKIT) OR TRAFFIC RATED BOX WISOLID q" (100 rum) LOCKING COVER -- = SCHED 40 PVC u �lI 4" (100 rum) 4" (100 rum) SCHED40 PVC 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). SCHED 40 PVC COUPLING 1 4" (100 rum) S" SCHED40PVC (200 mm) CORE 4,5" (114 mm) 0 HOLE IN CHAMBER (45' HOLE SAW REDD) ANY VALLEY LOCATION CONNECTION DETAIL NTS PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) D _ 'TO BOTTOM OF FLEXIBLE PAVEMENT FOR UNPAVED ���\ i INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR i MC-4500 - 7.0' 2.1 MAX C / ��// INCREASE COVER T030' (750 MC-4500 - 24" (600 rum) MIN ( m ) _ _ - - - - - '_ MC-3500 - 18" (450 mm) MIN MC-3500 - 8.0' (2.4 m) MAX (300 rum) MIN O12" B MC-4500 - 60 (1525 rum) MC-3500 - 45" (1140 rum) A III=1 I I III III-11I-III I _ II-IIII�I II-III�I�IIL-I-1h L=1 DEPTH OF STONE TO BE DETERMINED 1.1 L III III-Lrl 1�=11 r1L-jJr III-III III III -III -III HII—�— -I -- �-I I� I� I�-1LI ALL =lll- III -', III-J�-1�I- - BY SITE DESIGN ENGINEER 9" (230 rum) MIN -.---IIIII�IIIilll I -III III III- I- - MC-4500 - 9" (230 mm) MIN MC-4500 - 100" (2540 mm) 12" (300 mm) MIN MC-3500 - 6" (150 mm) MIN MC-3500 - 77" (1950 rum) 5 NOTES. Table 2 - Maximum Allowable Construction Vehicle Loads' 1. 36" (900 mm) of stabilized cover materials over the chambers is required for full dump truck travel and dumping. 2. During paving operations, dump truck axle loads on 24" (600mm) of cover may be necessary. Precautions should be taken to avoid rutting of the road base layer, to ensure that compaction requirements have been met, and that a minimum of 24" (600 mm) of cover exists over the chambers. Contact StormTech for additional guidance on allowable axle loads during paving. 3. Ground pressure for track dozers is the vehicle operating weight divided by total ground contact area for both tracks. Excavators will exert higher ground pressures based on loaded bucket weight and boom extension. 4. Mini -excavators (<8,000lbs/3,628 kg) can be used with at least 12" (300 mm) of stone over the chambers and are limited by the maximum ground pressures in Table 2 based on a full bucket at maximum boom extension. 5. StormTech does not require compaction of initial fill at 18" (450 mm) of cover. However, requirements by others for 6" (150 mm) lifts may necessitate the use of small compactors at 18" (450 mm) of cover. 6. Storage of materials such as construction materials, equipment, spoils, etc. should not be located over the StormTech system. The use of equipment over the StormTech system not covered in Table 2 (ex. soil mixing equipment, cranes, etc) is limited. Please contact StormTech for more information. Fill DepthMaXIMUM Allowable I'Meel Loads 111aXIMUM Allowable lracK Loads' MaXIMUM Allowable Noller Loads l Material Location over Chambers in. Max Axle Load for Max Wheel Load Trac Max Ground Max Drum Weight [mm] Trucks for Loaders Force ®Final FBI 36" [900] 32,000 [142] 16,000 V1] 12 [305] 3420 [164] 38,000 [169] Material Compacted 18" [457J 2350 [113] 24" [610] 1850 [89] 30" [762] 1510 V2] 36" [914] 12" [305] _ 1310 [63] 2480 [119] ©Initial Fill 24" [600] 32,000 [142] 16,000 [71] 20,000 [89] Material Compacted 18" [457 1770 [85] 24" [610] 1430 [68] 30" [762] 1210 [58] 36" [914] 1070 [51] 24" [600] 24,000 [107J 12,000 [53] 12" [305] 2245 [107] 16,000 V1] Loose/Dumped 18" [45T 1625 V8] 24" [610] 1325 [63] 30" V62] 1135 [54] 36" [914] 1010 [48] 18" (450] 24,000 [107J 12,000 [53] 12" [305] 2011" 5,001" 18" [457J 1480 F1] (static loads only)' 24" [610] 1220 [58] 30" V62] 1060 [51 ] ®Embedment 12" [300] NOTALLOWED NOTALLOWED 12" [305] 1100 [53] NOT ALLOWED Stone 18" [457] 715 [34] 24" [610] 660 [32] 30" 62 580 28 6" [150] NOTALLOWED NOTALLOWED NOTALLOWED NOTALLOWED NOTALLOWED Table 3 - Placement Methods and Descriptions (D Final Fill I A variety of placement methods may be Material used. All construction loads must not exceed the maximum limits in Table 2. 7. Allowable track loads based on vehicle travel only. Excavators shall not operate on chamber beds until the ©Initial Fill Excavator positioned off bed recommended. total backfill reaches 3 feet (900 mm) over the entire Material Small excavator allowed over bed.Excavators shall not operate on chamber beds until chambers. Small dozer allowed, the total backfill reaches 3 feet (900 mm) over the entire bed. ADS "Terms and Conditions of Sale" are available on the ADS website, www.ads-pipe.com. Advanced Drainage Systems, the ADS logo, and the green stripe are registered trademarks of Advanced Drainage Systems, Inc. StormTech® and the Isolator15 Row are registered trademarks of StormTech, Inc. #10816 05/19 CS ©2019 Advanced Drainage Systems, Inc. 36" (900 mm) minimum cover required for dump trucks to dump over chambers. Asphalt can be dumped into paver when compacted pavement subbase reaches 24" (600 mm) above top of chambers. Embedment No equipment allowed on bare chambers. No wheel loads allowed. Stone Use excavator or stone conveyor I 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. Dozers to push parallel to rows.' Small LGP track dozers & skid loaders allowed to grade cover stone with at least 12" (300 mm) stone under tracks at all times. Equipment must push parallel to rows at all times. No tracked equipment is 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 subgratle bearing Stone capacity, dewatering or protection of subgratle. Roller travel parallel to rows only until 36" (900 mm) compacted cover is reached. Use dynamic force of roller only after compacted fill depth reaches 24" (600 mm) over chambers. Roller travel parallel to chamber rows only. No rollers allowed. Call StormTech at 888.892.2694 for technical and product information or visit www.stormtech.com 6 17.0 Standard 1,1 ited War rapit STANDARD LIMITED WARRANTY OF STORMTECH LLC ("STORMTECH"): PRODUCTS (A) This Limited Warranty applies solely to the StormTech (F) chambers and end plates manufactured by StormTech and sold to the original purchaser (the "Purchaser"). The chambers and end plates are collectively referred to as the "Products." (B) The structural integrity of the Products, when installed strictly in accordance with StormTech's written installation instructions at the time of installation, are warranted to the Purchaser against defective materials and workmanship for one (1) year from the date of purchase. Should a defect appear in the Limited Warranty period, the Purchaser shall provide StormTech with written notice of the alleged defect at StormTech's corporate headquarters within ten (10) days of the discovery of the defect. The notice shall describe the alleged defect in reasonable detail. StormTech agrees to supply replacements for those Products determined by StormTech to be defective and covered by this Limited Warranty. The supply of replacement products is the sole remedy of the Purchaser for breaches of this Limited Warranty. StormTech's liability specifically excludes the cost of removal and/or installation of the Products. (C) THIS LIMITED WARRANTY IS EXCLUSIVE. THERE ARE NO OTHER WARRANTIES WITH RESPECT TO THE PRODUCTS, INCLUDING NO IMPLIED WARRANTIES OF MERCHANTABILITY OR OF FITNESS FOR A PARTICULAR PURPOSE. (D) This Limited Warranty only applies to the Products when the Products are installed in a single layer. UNDER NO CIRCUMSTANCES, SHALL THE PRODUCTS BE INSTALLED IN A MULTI -LAYER CONFIGURATION. (E) No representative of StormTech has the authority to change this Limited Warranty in any manner or to extend this Limited Warranty. This Limited Warranty does not apply to any person other than to the Purchaser. StormTech° Under no circumstances shall StormTech be liable to the Purchaser or to any third party for product liability claims; claims arising from the design, shipment, or installation of the Products, or the cost of other goods or services related to the purchase and installation of the Products. For this Limited Warranty to apply, the Products must be installed in accordance with all site conditions required by state and local codes; all other applicable laws; and StormTech's written installation instructions. (G) THE LIMITED WARRANTY DOES NOT EXTEND TO INCIDENTAL, CONSEQUENTIAL, SPECIAL OR INDIRECT DAMAGES. STORMTECH SHALL NOT BE LIABLE FOR PENALTIES OR LIQUIDATED DAMAGES, INCLUDING LOSS OF PRODUCTION AND PROFITS; LABOR AND MATERIALS; OVERHEAD COSTS; OR OTHER LOSS OR EXPENSE INCURRED BY THE PURCHASER OR ANY THIRD PARTY. SPECIFICALLY EXCLUDED FROM LIMITED WARRANTY COVERAGE ARE DAMAGE TO THE PRODUCTS ARISING FROM ORDINARY WEAR AND TEAR; ALTERATION, ACCIDENT, MISUSE, ABUSE OR NEGLECT; THE PRODUCTS BEING SUBJECTED TO VEHICLE TRAFFIC OR OTHER CONDITIONS WHICH ARE NOT PERMITTED BY STORMTECH'S WRITTEN SPECIFICATIONS OR INSTALLATION INSTRUCTIONS; FAILURE TO MAINTAIN THE MINIMUM GROUND COVERS SET FORTH IN THE INSTALLATION INSTRUCTIONS; THE PLACEMENT OF IMPROPER MATERIALS INTO THE PRODUCTS; FAILURE OF THE PRODUCTS DUE TO IMPROPER SITING OR IMPROPER SIZING; OR ANY OTHER EVENT NOT CAUSED BY STORMTECH. A PRODUCT ALSO IS EXCLUDED FROM LIMITED WARRANTY COVERAGE IF SUCH PRODUCT IS USED IN A PROJECT OR SYSTEM IN WHICH ANY GEOTEXTILE PRODUCTS OTHER THAN THOSE PROVIDED BY ADVANCED DRAINAGE SYSTEMS ARE USED. THIS LIMITED WARRANTY REPRESENTS STORMTECH'S SOLE LIABILITY TO THE PURCHASER FOR CLAIMS RELATED TO THE PRODUCTS, WHETHER THE CLAIM IS BASED UPON CONTRACT, TORT, OR OTHER LEGAL THEORY. a StormTech® Detention • Retention • Water Quality An Llllll►AK-105, , company 20 Beaver Road, Suite 104 Wethersfield Connecticut 06109 888.892.2694 fax 866.328.8401 www.stormtech.com 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 (0601 T) 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 sec' 1.5 Water Flow* ASTM D 4491 gpm/ft2 (1/min/m2) 110 (4480) AOS* ASTM D 4751 US Sieve (mm) 70 (0.212) UV Resistance ASTM D 4355 %/hrs 70/500 PACKAGING Roll Dimensions (W x L) — ft 12.5 x 360 / 15x300 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 GEOSYNTFIETICS 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-i)ine.com Advanced Drainage Systems and the ADS logo is a registered trademark of Advanced Drainage Systems, Inc. ©Advanced Drainage Systems, Inc. #315W 02/12 Water Quantity Calculations: Energy Balance Equation Pre-Dev POA Drainage Map Post-Dev POA Drainage Map Pre-Dev Channel Map Post-Dev Channel Map Predev HydroCAD Report Postdev HydroCAD Report Post-Dev Inlet Drainage Map VDOT LD-204 Inlet Capacity VDOT LD-229 Storm Drain Capacity VDOT LD-268 Ditch Capacity Energy Balance Equation Summary Proffit Rd TH North 24 Hr 1 year Storm Comparison: Qdeveloped I.F. *(Qpre-developed*RVPre-Developed)/RVdeveloped Qdeveloped (Qforested* RVforested) Redeveloped POA 1: Qpre-developed = 0.61 RVPre-Developed = 0.087 Max Qdeveloped = 0.42 cfs RVDeveloped = 0.102 Achieved Post-Dev Peak Runoff 01yr = 0.40 cfs. Site complies with 9VAC25-870-66-(3)A 10-YEAR STORM: Qpre=9.52 cfs Qpost=9.38 cfs Energy Balance Equation Summary for Onsite Channel Proffit Rd TH North 24 Hr 1 year Storm Comparison: Qdeveloped I.F. *(Qpre-developed*RVPre-Developed)/Rudeveloped Qdeveloped (Qforested* RVforested) Redeveloped ONSITE PORTION OF CHANNEL AFTER CULVERT: Qpre-developed = 0.46 RVPre-Developed = 0.065 Max Qdeveloped = 0.46 cfs RVDeveloped = 0.049 Achieved Post-Dev Peak Runoff 01yr = 0.38 cfs. Site complies with 9VAC25-870-66-(3)A 10-YEAR STORM: Qpre=7.13 cfs Qpost=3.98 cfs PROFFIT RD TH NORTH PREDEV POA DRAINAGE MAP _ ---- -------- _- ; ----' -------------- _ — — — PREDEV DRAINAGE AREA TO POA 1: 6.06 AC ALL HSG B WOODS: 5.89 AC TURF: 0.10 AC IMPERV: 0.07 LEGEND: WOODS TURF IMPERVIOUS TO C POA DA �'�i i• • i• 160 240 ■ ■ ■ ■ ■ Scale::• PROFFIT RD TH NORTH POSTDEV POA DRAINAGE MAP TOTAL DRAINAGE TO POA 1: 7.06 AC. INCLUDES DRAINAGE TO BMP AND BYPASS DRAINAGE. ALL HSG B BMP DRAINAGE AREA: 4.05 AC TOTAL TURF: 1.42 AC IMPERV: 2.63 AC TOC: ASSUMED 5.0 MIN. BYPASS DRAINAGE AREA: 3.01 AC TOTAL WOODS: 2.50 AC TURF: 0.39 AC IMPERV: 0.12 TOC: 13.2 MIN (PATH SHOWN) LEGEND: WOODS 0�000 000 TURF IMPERVIOUS TOC BMP DA t�1' BYPASS DA I I , J'-----------------'�- 80 0 80 160 240 ' Scale: 1 "=80' PROFFIT RD TH NORTH PREDEV CHANNEL DRAINAGE MAP PREDEV DRAINAGE AREA TO CHANNEL: 4.54 AC ALL HSG B WOODS: 4.37 AC TURF: 0.10 AC IMPERV: 0.07 TOC ASSUMED TO BE THE SAME AS POA 1 LEGEND: WOODS l TURF IMPERVIOUS TOC �§ A ----------- --- i n PROFFIT RD TH NORTH POSTDEV CHANNEL DRAINAGE MAP POSTDEV DRAINAGE AREA TO CHANNEL: 2.23 AC ALL HSG B WOODS: 1.72 AC TURF: 0.39 AC IMPERV: 0.12 TOC ASSUMED TO BE THE SAME AS POA 1 LEGEND: WOODS 0�000 000 TURF IMPERVIOUS TOC BMP DA BYPASS DA ONSITE TO POA 1 Subcat Reach Pon Link PREDEV ONSITE TO CHANNEL Pre-Dev PREDEV Type // 24-hr 1-YR Rainfall=2.97' Prepared by Shimp Engineering, P.C. Printed 11/26/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 2 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: ONSITE TO POA 1 Runoff Area=6.060 ac 0.00% Impervious Runoff Depth>0.17" Tc=13.0 min CN=56 Runoff=0.61 cfs 0.087 of Subcatchment 2S: PREDEV ONSITE TO Runoff Area=4.540 ac 0.00% Impervious Runoff Depth>0.17" Tc=13.0 min CN=56 Runoff=0.46 cfs 0.065 of Total Runoff Area = 10.600 ac Runoff Volume = 0.151 of Average Runoff Depth = 0.17" 100.00% Pervious = 10.600 ac 0.00% Impervious = 0.000 ac Pre-Dev PREDEV Type // 24-hr 1-YR Rainfall=2.97' Prepared by Shimp Engineering, P.C. Printed 11/26/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 3 Summary for Subcatchment 1 S: ONSITE TO POA 1 Runoff = 0.61 cfs @ 12.12 hrs, Volume= 0.087 af, Depth> 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 1-YR Rainfall=2.97" Area (ac) CN Description 5.890 55 Woods, Good, HSG B 0.070 91 Impervious 0.100 61 >75% Grass cover, Good, HSG B 6.060 56 Weighted Average 6.060 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 Direct Entry, Pre-Dev PREDEV Type // 24-hr 1-YR Rainfall=2.97' Prepared by Shimp Engineering, P.C. Printed 11/26/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Paqe 4 Summary for Subcatchment 2S: PREDEV ONSITE TO CHANNEL Runoff = 0.46 cfs @ 12.12 hrs, Volume= 0.065 af, Depth> 0.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11 24-hr 1-YR Rainfall=2.97" Area (ac) CN Description 4.370 55 Woods, Good, HSG B 0.070 91 Impervious 0.100 61 >75% Grass cover, Good, HSG B 4.540 56 Weighted Average 4.540 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 Direct Entry, Pre-Dev PREDEV Type // 24-hr 10-YR Rainfall=5.43" Prepared by Shimp Engineering, P.C. Printed 11/26/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: ONSITE TO POA 1 Runoff Area=6.060 ac 0.00% Impervious Runoff Depth>1.12" Tc=13.0 min CN=56 Runoff=9.52 cfs 0.567 of Subcatchment 2S: PREDEV ONSITE TO Runoff Area=4.540 ac 0.00% Impervious Runoff Depth>1.12" Tc=13.0 min CN=56 Runoff=7.13 cfs 0.425 of Total Runoff Area = 10.600 ac Runoff Volume = 0.992 of Average Runoff Depth = 1.12" 100.00% Pervious = 10.600 ac 0.00% Impervious = 0.000 ac Pre-Dev PREDEV Type // 24-hr 10-YR Rainfall=5.43" Prepared by Shimp Engineering, P.C. Printed 11/26/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 6 Summary for Subcatchment 1 S: ONSITE TO POA 1 Runoff = 9.52 cfs @ 12.07 hrs, Volume= 0.567 af, Depth> 1.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.43" Area (ac) CN Description 5.890 55 Woods, Good, HSG B 0.070 91 Impervious 0.100 61 >75% Grass cover, Good, HSG B 6.060 56 Weighted Average 6.060 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 Direct Entry, Pre-Dev PREDEV Type // 24-hr 10-YR Rainfall=5.43" Prepared by Shimp Engineering, P.C. Printed 11/26/2019 HydroCAD® 9.10 s/n 07054 ©2011 HydroCAD Software Solutions LLC Paqe 7 Summary for Subcatchment 2S: PREDEV ONSITE TO CHANNEL Runoff = 7.13 cfs @ 12.07 hrs, Volume= 0.425 af, Depth> 1.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.43" Area (ac) CN Description 4.370 55 Woods, Good, HSG B 0.070 91 Impervious 0.100 61 >75% Grass cover, Good, HSG B 4.540 56 Weighted Average 4.540 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 Direct Entry, Pre-Dev PREDEV Type // 24-hr 100-YR Rainfall=8.90" Prepared by Shimp Engineering, P.C. Printed 11/26/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 8 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: ONSITE TO POA 1 Runoff Area=6.060 ac 0.00% Impervious Runoff Depth>3.21" Tc=13.0 min CN=56 Runoff=29.15 cfs 1.622 of Subcatchment 2S: PREDEV ONSITE TO Runoff Area=4.540 ac 0.00% Impervious Runoff Depth>3.21" Tc=13.0 min CN=56 Runoff=21.84 cfs 1.215 of Total Runoff Area = 10.600 ac Runoff Volume = 2.838 of Average Runoff Depth = 3.21" 100.00% Pervious = 10.600 ac 0.00% Impervious = 0.000 ac Pre-Dev PREDEV Type // 24-hr 100-YR Rainfall=8.90" Prepared by Shimp Engineering, P.C. Printed 11/26/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 9 Summary for Subcatchment 1 S: ONSITE TO POA 1 Runoff = 29.15 cfs @ 12.06 hrs, Volume= 1.622 af, Depth> 3.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=8.90" Area (ac) CN Description 5.890 55 Woods, Good, HSG B 0.070 91 Impervious 0.100 61 >75% Grass cover, Good, HSG B 6.060 56 Weighted Average 6.060 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 Direct Entry, Pre-Dev PREDEV Type // 24-hr 100-YR Rainfall=8.90" Prepared by Shimp Engineering, P.C. Printed 11/26/2019 HvdroCAD® 9.10 s/n 07054 ©2011 HvdroCAD Software Solutions LLC Paae 10 Summary for Subcatchment 2S: PREDEV ONSITE TO CHANNEL Runoff = 21.84 cfs @ 12.06 hrs, Volume= 1.215 af, Depth> 3.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=8.90" Area (ac) CN Description 4.370 55 Woods, Good, HSG B 0.070 91 Impervious 0.100 61 >75% Grass cover, Good, HSG B 4.540 56 Weighted Average 4.540 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.0 Direct Entry, 1S 3S ON ITE TO D ENTION ONSITE BY SS 2P A f, ST RMTECH BMP 5S POSTDEV ONSITE TO 4L CHANNEL POA 1 Subcat Reach Pon El Drainage Diagram for POSTDEV STORMTECH epared by Shimp Engineering, P.C., Printed 2/28/2020 CADCO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC POST-DEV POSTDEV STORMTECH Type // 24-hr 1-YR Rainfall=2.97' Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 2 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: ONSITE TO DETENTION Runoff Area=4.050 ac 64.94% Impervious Runoff Depth=1.56" Tc=5.0 min CN=85 Runoff=11.35 cfs 0.528 of Pond 2P: STORMTECH BMP Peak Elev=505.28' Storage=0.500 of Inflow=11.35 cfs 0.528 of Outflow=0.11 cfs 0.041 of Subcatchment 3S: ONSITE BYPASS Runoff Area=3.010 ac 3.99% Impervious Runoff Depth=0.24" Tc=13.2 min CN=57 Runoff=0.40 cfs 0.059 of Link 4L: POA 1 Inflow=0.40 cfs 0.101 of Primary=0.40 cfs 0.101 of Subcatchment 5S: POSTDEV ONSITE TO Runoff Area=2.230 ac 5.38% Impervious Runoff Depth=0.26" Tc=13.2 min CN=58 Runoff=0.38 cfs 0.049 of Total Runoff Area = 9.290 ac Runoff Volume = 0.636 of Average Runoff Depth = 0.82" 69.11% Pervious = 6.420 ac 30.89% Impervious = 2.870 ac POST-DEV POSTDEV STORMTECH Type // 24-hr 1-YR Rainfall=2.97' Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Pa ece33 Summary for Subcatchment 1 S: ONSITE TO DETENTION Runoff = 11.35 cfs @ 11.96 hrs, Volume= 0.528 af, Depth= 1.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type 11 24-hr 1-YR Rainfall=2.97" Area (ac) CN Description 2.630 98 IMPERVIOUS 1.420 61 >75% Grass cover, Good, HSG B 4.050 85 Weighted Average 1.420 35.06% Pervious Area 2.630 64.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, POST-DEV POSTDEV STORMTECH Type // 24-hr 1-YR Rainfall=2.97' Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 4 Summary for Pond 2P: STORMTECH BMP Inflow Area = 4.050 ac, 64.94% Impervious, Inflow Depth = 1.56" for 1-YR event Inflow = 11.35 cfs @ 11.96 hrs, Volume= 0.528 of Outflow = 0.11 cfs @ 23.84 hrs, Volume= 0.041 af, Atten= 99%, Lag= 713.1 min Primary = 0.11 cfs @ 23.84 hrs, Volume= 0.041 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 505.28' @ 23.84 hrs Surf.Area= 0.144 ac Storage= 0.500 of Plug -Flow detention time= 774.3 min calculated for 0.041 of (8% of inflow) Center -of -Mass det. time= 604.4 min ( 1,429.8 - 825.4 ) Volume Invert Avail.Storage Storage Description #1 498.25' 0.465 of 9.08'W x 5.66'L x 10.10'H STONE STORAGE x 122 1.454 of Overall - 0.292 of Embedded = 1.162 of x 40.0% Voids #2 503.25' 0.279 of StormTech MC-4500 x 114 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 #3 503.25' 0.013 of StormTech MC-4500 Cap x 16 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 0.757 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 503.44' 24.0" Round Culvert L= 18.0' Ke= 0.500 Inlet / Outlet Invert= 503.44' / 501.00' S= 0.1356 '/' Cc= 0.900 n= 0.012 #2 Device 1 505.14' 8.0" W x 13.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 507.07' 5.0' long x 6.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 4.0' Crest Height #4 Primary 509.00' 24.0" Horiz. Orifice/Grate C= 0.600 in 24.0" x 24.0" Grate Limited to weir flow at low heads Primary OutFlow Max=0.11 cfs @ 23.84 hrs HW=505.28' (Free Discharge) 1=Culvert (Passes 0.11 cfs of 13.95 cfs potential flow) �2=Orif ice/G rate (Orifice Controls 0.11 cfs @ 1.19 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 4=Orif ice/G rate ( Controls 0.00 cfs) POST-DEV POSTDEV STORMTECH Type // 24-hr 1-YR Rainfall=2.97' Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 5 Summary for Subcatchment 3S: ONSITE BYPASS Runoff = 0.40 cfs @ 12.12 hrs, Volume= 0.059 af, Depth= 0.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type 11 24-hr 1-YR Rainfall=2.97" Area (ac) CN Descriotion 0.390 61 >75% Grass cover, Good, HSG B 0.120 98 Impervious 2.500 55 Woods, Good, HSG B 3.010 57 Weighted Average 2.890 96.01 % Pervious Area 0.120 3.99% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 Direct Entry, POST-DEV POSTDEV STORMTECH Type // 24-hr 1-YR Rainfall=2.97' Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Pacie 6 Summary for Link 4L: POA 1 Inflow Area = 7.060 ac, 38.95% Impervious, Inflow Depth = 0.17" for 1-YR event Inflow = 0.40 cfs @ 12.12 hrs, Volume= 0.101 of Primary = 0.40 cfs @ 12.12 hrs, Volume= 0.101 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs POST-DEV POSTDEV STORMTECH Type // 24-hr 1-YR Rainfall=2.97' Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 7 Summary for Subcatchment 5S: POSTDEV ONSITE TO CHANNEL Runoff = 0.38 cfs @ 12.11 hrs, Volume= 0.049 af, Depth= 0.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type 11 24-hr 1-YR Rainfall=2.97" Area (ac) CN Descriotion 0.390 61 >75% Grass cover, Good, HSG B 0.120 98 Impervious 1.720 55 Woods, Good, HSG B 2.230 58 Weighted Average 2.110 94.62% Pervious Area 0.120 5.38% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 Direct Entry, POST-DEV POSTDEV STORMTECH Type // 24-hr 10-YR Rainfall=5.43" Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 8 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: ONSITE TO DETENTION Runoff Area=4.050 ac 64.94% Impervious Runoff Depth=3.77" Tc=5.0 min CN=85 Runoff=26.42 cfs 1.272 of Pond 2P: STORMTECH BMP Peak Elev=507.17' Storage=0.676 of Inflow=26.42 cfs 1.272 of Outflow=4.73 cfs 0.785 of Subcatchment 3S: ONSITE BYPASS Runoff Area=3.010 ac 3.99% Impervious Runoff Depth=1.34" Tc=13.2 min CN=57 Runoff=5.03 cfs 0.336 of Link 4L: POA 1 Inflow=9.38 cfs 1.121 of Primary=9.38 cfs 1.121 of Subcatchment 5S: POSTDEV ONSITE TO Runoff Area=2.230 ac 5.38% Impervious Runoff Depth=1.41" Tc=13.2 min CN=58 Runoff=3.98 cfs 0.263 of Total Runoff Area = 9.290 ac Runoff Volume = 1.870 of Average Runoff Depth = 2.42" 69.11% Pervious = 6.420 ac 30.89% Impervious = 2.870 ac POST-DEV POSTDEV STORMTECH Type // 24-hr 10-YR Rainfall=5.43" Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Pa ece99 Summary for Subcatchment 1 S: ONSITE TO DETENTION Runoff = 26.42 cfs @ 11.95 hrs, Volume= 1.272 af, Depth= 3.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.43" Area (ac) CN Description 2.630 98 IMPERVIOUS 1.420 61 >75% Grass cover, Good, HSG B 4.050 85 Weighted Average 1.420 35.06% Pervious Area 2.630 64.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, POST-DEV POSTDEV STORMTECH Type // 24-hr 10-YR Rainfall=5.43" Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 10 Summary for Pond 2P: STORMTECH BMP Inflow Area = 4.050 ac, 64.94% Impervious, Inflow Depth = 3.77" for 10-YR event Inflow = 26.42 cfs @ 11.95 hrs, Volume= 1.272 of Outflow = 4.73 cfs @ 12.14 hrs, Volume= 0.785 af, Atten= 82%, Lag= 11.2 min Primary = 4.73 cfs @ 12.14 hrs, Volume= 0.785 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 507.1 @ 12.14 hrs Surf.Area= 0.144 ac Storage= 0.676 of Plug -Flow detention time= 226.4 min calculated for 0.784 of (62% of inflow) Center -of -Mass det. time= 122.4 min ( 922.8 - 800.3 ) Volume Invert Avail.Storage Storage Description #1 498.25' 0.465 of 9.08'W x 5.66'L x 10.10'H STONE STORAGE x 122 1.454 of Overall - 0.292 of Embedded = 1.162 of x 40.0% Voids #2 503.25' 0.279 of StormTech MC-4500 x 114 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 #3 503.25' 0.013 of StormTech MC-4500 Cap x 16 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 0.757 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 503.44' 24.0" Round Culvert L= 18.0' Ke= 0.500 Inlet / Outlet Invert= 503.44' / 501.00' S= 0.1356 '/' Cc= 0.900 n= 0.012 #2 Device 1 505.14' 8.0" W x 13.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 507.07' 5.0' long x 6.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 4.0' Crest Height #4 Primary 509.00' 24.0" Horiz. Orifice/Grate C= 0.600 in 24.0" x 24.0" Grate Limited to weir flow at low heads Primary OutFlow Max=4.69 cfs @ 12.14 hrs HW=507.16' (Free Discharge) 1=Culvert (Passes 4.69 cfs of 24.97 cfs potential flow) �2=Orif ice/G rate (Orifice Controls 4.21 cfs @ 5.83 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.48 cfs @ 1.01 fps) 4=Orif ice/G rate ( Controls 0.00 cfs) POST-DEV POSTDEV STORMTECH Type // 24-hr 10-YR Rainfall=5.43" Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 11 Summary for Subcatchment 3S: ONSITE BYPASS Runoff = 5.03 cfs @ 12.07 hrs, Volume= 0.336 af, Depth= 1.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.43" Area (ac) CN Descriotion 0.390 61 >75% Grass cover, Good, HSG B 0.120 98 Impervious 2.500 55 Woods, Good, HSG B 3.010 57 Weighted Average 2.890 96.01 % Pervious Area 0.120 3.99% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 Direct Entry, POST-DEV POSTDEV STORMTECH Type // 24-hr 10-YR Rainfall=5.43" Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 12 Summary for Link 4L: POA 1 Inflow Area = 7.060 ac, 38.95% Impervious, Inflow Depth = 1.91" for 10-YR event Inflow = 9.38 cfs @ 12.10 hrs, Volume= 1.121 of Primary = 9.38 cfs @ 12.10 hrs, Volume= 1.121 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs POST-DEV POSTDEV STORMTECH Type // 24-hr 10-YR Rainfall=5.43" Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 13 Summary for Subcatchment 5S: POSTDEV ONSITE TO CHANNEL Runoff = 3.98 cfs @ 12.07 hrs, Volume= 0.263 af, Depth= 1.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.43" Area (ac) CN Descriotion 0.390 61 >75% Grass cover, Good, HSG B 0.120 98 Impervious 1.720 55 Woods, Good, HSG B 2.230 58 Weighted Average 2.110 94.62% Pervious Area 0.120 5.38% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 Direct Entry, POST-DEV POSTDEV STORMTECH Type // 24-hr 100-YR Rainfall=8.90" Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 14 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: ONSITE TO DETENTION Runoff Area=4.050 ac 64.94% Impervious Runoff Depth>7.07" Tc=5.0 min CN=85 Runoff=47.79 cfs 2.385 of Pond 2P: STORMTECH BMP Peak Elev=510.74' Storage=0.757 of Inflow=47.79 cfs 2.385 of Outflow=57.90 cfs 1.898 of Subcatchment 3S: ONSITE BYPASS Runoff Area=3.010 ac 3.99% Impervious Runoff Depth=3.66" Tc=13.2 min CN=57 Runoff=14.91 cfs 0.918 of Link 4L: POA 1 Inflow=67.47 cfs 2.816 of Primary=67.47 cfs 2.816 of Subcatchment 5S: POSTDEV ONSITE TO Runoff Area=2.230 ac 5.38% Impervious Runoff Depth=3.78" Tc=13.2 min CN=58 Runoff=11.44 cfs 0.702 of Total Runoff Area = 9.290 ac Runoff Volume = 4.004 of Average Runoff Depth = 5.17" 69.11% Pervious = 6.420 ac 30.89% Impervious = 2.870 ac POST-DEV POSTDEV STORMTECH Type // 24-hr 100-YR Rainfall=8.90" Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 15 Summary for Subcatchment 1 S: ONSITE TO DETENTION Runoff = 47.79 cfs @ 11.95 hrs, Volume= 2.385 af, Depth> 7.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=8.90" Area (ac) CN Description 2.630 98 IMPERVIOUS 1.420 61 >75% Grass cover, Good, HSG B 4.050 85 Weighted Average 1.420 35.06% Pervious Area 2.630 64.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, POST-DEV POSTDEV STORMTECH Type // 24-hr 100-YR Rainfall=8.90" Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 16 Summary for Pond 2P: STORMTECH BMP Inflow Area = 4.050 ac, 64.94% Impervious, Inflow Depth > 7.07" for 100-YR event Inflow = 47.79 cfs @ 11.95 hrs, Volume= 2.385 of Outflow = 57.90 cfs @ 11.95 hrs, Volume= 1.898 af, Atten= 0%, Lag= 0.0 min Primary = 57.90 cfs @ 11.95 hrs, Volume= 1.898 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 510.7� @ 11.95 hrs Surf.Area= 0.144 ac Storage= 0.757 of Plug -Flow detention time= 151.6 min calculated for 1.896 of (79% of inflow) Center -of -Mass det. time= 72.0 min ( 856.1 - 784.1 ) Volume Invert Avail.Storage Storage Description #1 498.25' 0.465 of 9.08'W x 5.66'L x 10.10'H STONE STORAGE x 122 1.454 of Overall - 0.292 of Embedded = 1.162 of x 40.0% Voids #2 503.25' 0.279 of StormTech MC-4500 x 114 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 #3 503.25' 0.013 of StormTech MC-4500 Cap x 16 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 0.757 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 503.44' 24.0" Round Culvert L= 18.0' Ke= 0.500 Inlet / Outlet Invert= 503.44' / 501.00' S= 0.1356 '/' Cc= 0.900 n= 0.012 #2 Device 1 505.14' 8.0" W x 13.0" H Vert. Orifice/Grate C= 0.600 #3 Device 1 507.07' 5.0' long x 6.00' rise Sharp -Crested Rectangular Weir 2 End Contraction(s) 4.0' Crest Height #4 Primary 509.00' 24.0" Horiz. Orifice/Grate C= 0.600 in 24.0" x 24.0" Grate Limited to weir flow at low heads Primary OutFlow Max=57.67 cfs @ 11.95 hrs HW=510.71' (Free Discharge) 1=Culvert (Inlet Controls 37.88 cfs @ 12.06 fps) �2=Orif ice/G rate (Passes < 7.80 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Passes < 107.87 cfs potential flow) 4=Orif ice/G rate (Orifice Controls 19.79 cfs @ 6.30 fps) POST-DEV POSTDEV STORMTECH Type // 24-hr 100-YR Rainfall=8.90" Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 17 Summary for Subcatchment 3S: ONSITE BYPASS Runoff = 14.91 cfs @ 12.06 hrs, Volume= 0.918 af, Depth= 3.66" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=8.90" Area (ac) CN Descriotion 0.390 61 >75% Grass cover, Good, HSG B 0.120 98 Impervious 2.500 55 Woods, Good, HSG B 3.010 57 Weighted Average 2.890 96.01 % Pervious Area 0.120 3.99% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 Direct Entry, POST-DEV POSTDEV STORMTECH Type // 24-hr 100-YR Rainfall=8.90" Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HydroCAD® 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 18 Summary for Link 4L: POA 1 Inflow Area = 7.060 ac, 38.95% Impervious, Inflow Depth = 4.79" for 100-YR event Inflow = 67.47 cfs @ 11.95 hrs, Volume= 2.816 of Primary = 67.47 cfs @ 11.95 hrs, Volume= 2.816 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs POST-DEV POSTDEV STORMTECH Type // 24-hr 100-YR Rainfall=8.90" Prepared by Shimp Engineering, P.C. Printed 2/28/2020 HvdroCAD® 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 19 Summary for Subcatchment 5S: POSTDEV ONSITE TO CHANNEL Runoff = 11.44 cfs @ 12.06 hrs, Volume= 0.702 af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=8.90" Area (ac) CN Descriotion 0.390 61 >75% Grass cover, Good, HSG B 0.120 98 Impervious 1.720 55 Woods, Good, HSG B 2.230 58 Weighted Average 2.110 94.62% Pervious Area 0.120 5.38% Impervious Area Tc Length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) (cfs) 13.2 Direct Entry, PROFFIT RD TH NORTH POSTDEV INLET DRAINAGE MAP 1 \ I I \ \ \ \\ \ \ ` . G - . \I\\1 Ill 1 , `� \ \ • • ----- — 1\\ `\\ `��\ `.\ \ \ �`--`'-------------- ------ \` — ---- `�--- \ \ . — -- IIII I I I El ` \ �— � ------------------------ �___ -- � � `_� _ _—___ ____—' I I I l _-- ------- _ — ---_—` oo 1 1 11 v E3 aaw[ocw uk 9t / s2, -----, , o 11 II 1 I � •-.' 1 ' \ 1 - �.LOT T7775 SF O C2: /, - ,I LOT �`.. ' 9295 SF °21 0 lo Lc n/ \ LOT ea y 26 is � \ 20 ' A7' 21c�"". � LOT � LoT TO DITCH 2C \\ _ 7350 SF _. - a0 B3 a -( 5005 SF 1Sea ROAD p I I r- 15260 - - B4 PTO 83A 1 45LOT 0 78303E- \ 430`SF "T _ O A l / 1'' \ Oi 1, ? LOT - 54 a, L. 3r Lar 5 B5 47 .,. �, R.� 1 31 - I �, I I LOT I � ! I I l LOT I 1 as � ,5 LIT — -- TO B5 LOT 1 43255 SF TO'S5A TO DITCH 2B� a ff 0 1 19 25 S L,r 1 15230 SF \ 8 � M I �A5 I � m vv ^' s,r as na 2 LIT 41 Q j Lor"� r LOT 1954 , - 5 ' ---—e�----- LOT ori5 SF ----- ---- - ----TQ 5 SF f * N oy wnu soT II ---� . RDAD _C \ BB u _ PIX a I I ` A7 LOT' a€ IX / ssr N 7 O A7 � � o i I ® 10590 SF ^ -1 0 - - 1 �gr eT 1 LOT LOT -- 2 LOT T0� C 2A LOT - � �_ a LOT LOT Lot VII � � � SF LOT 50 LOT i ••• i - '14860 SF � 59 80 0 80 160 240 Scale: 1 "=80' Proffit Rd TH North Inlet Drainage Area Summary Impervious C 0.9 Pervious C 0.3 To Inlet Area Impervious Turf C A A7 10,590 7,201 3,389 0.71 0.24 A6 4,125 2,805 1,320 0.71 0.09 A5 19,540 13,287 6,253 0.71 0.45 A4A 15,260 10,377 4,883 0.71 0.35 A4 9,540 6,487 3,053 0.71 0.22 A3 3,755 2,553 1,202 0.71 0.09 A2 7,350 4,998 2,352 0.71 0.17 B7 14,180 9,642 4,538 0.71 0.33 B6 6,815 4,634 2,181 0.71 0.16 135A 19,825 13,481 6,344 0.71 0.46 B5 13,255 9,013 4,242 0.71 0.30 B4 7,830 5,324 2,506 0.71 0.18 133A 17,430 11,852 5,578 0.71 0.40 B3 9,880 6,718 3,162 0.71 0.23 D 7,775 5,287 2,488 0.71 0.18 C2 9,295 6,321 2,974 0.71 0.21 F2 684,100 113,256 570,844 0.40 15.70 G 14,860 9,160 5,700 0.67 0.34 DITCH 2A 6,880 860 6,020 0.38 0.16 DITCH 2B 15,230 0 15,230 0.30 0.35 DITCH 2C 5,005 0 5,005 0.30 0.11 Proffit Rd TH North LD-204 Stormwater Inlet Computations Inlets on Grade Only Sag Inlets Only E cu N N L_ R Z a Q O C E > z N Q O Q _p 0 N d U T N a -6 N �- L d In a °- Ova U .T. s o, a' U T X is m chi c � c cLi N U chi F > T Q W m -o 2 a w � U U ¢ U c O O O 2 (D a 0 Cn o o O C1 U o 1 2 1 3 4 1 5 1 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) A7 DI-3C 6 0.24 0.71 0.17 4.0 0.69 0.00 0.69 0.015 0.005 0.020 0.083 0.10 0.5 0.20 5.27 6.5 1.12 0.00 1.12 0.14 0.5 0.27 6.99 A6 DI-313 8 0.09 0.71 0.07 4.0 0.27 0.00 0.27 0.015 0.025 0.020 0.083 1.53 0.10 100.0 % 0.27 0.00 6.5 0.44 0.00 0.44 1.80 0.13 100.0 % 0.44 0.00 A5 DI-313 8 0.45 0.71 0.32 4.0 1.27 0.00 1.27 0.015 0.025 0.020 0.083 4.62 0.21 99.4% 1.26 0.01 6.5 2.06 0.00 2.06 6.28 0.25 89.7 % 1.85 0.21 MA DI-3C 6 0.35 0.71 0.25 4.0 0.99 0.00 0.99 0.015 0.005 0.020 0.083 0.13 0.5 0.25 6.54 6.5 1.61 0.00 1.61 0.18 0.5 0.35 8.41 A4 DI-313 6 0.22 0.71 0.16 4.0 0.62 0.01 0.63 0.015 0.022 0.020 0.083 2.38 0.17 100.0 % 0.63 0.00 6.5 1.01 0.21 1.22 4.49 0.20 90.0 % 1.10 0.12 A3 DI-313 8 0.09 0.71 0.06 4.0 0.24 0.00 0.24 0.015 0.020 0.040 0.083 1.52 0.13 100.0 % 0.24 0.00 6.5 0.40 0.12 0.52 2.16 0.17 100.0 % 0.52 0.00 A2 DI-313 8 0.17 0.71 0.12 4.0 0.48 0.00 0.48 0.015 0.020 0.040 0.083 1.97 0.18 100.0 % 0.48 0.00 6.5 0.78 0.00 0.78 3.40 0.19 100.0 % 0.78 0.00 B7 DI-3C 6 0.33 0.71 0.23 4.0 0.92 0.00 0.92 0.015 0.006 0.020 0.083 0.12 0.5 0.24 6.27 6.5 1.50 0.00 1.50 0.17 0.5 0.34 8.12 B6 DI-313 6 0.16 0.71 0.11 4.0 0.44 0.00 0.44 0.015 0.020 0.020 0.083 1.90 0.16 100.0 % 0.44 0.00 6.5 0.72 0.00 0.72 3.15 0.18 100.0 % 0.72 0.00 135A DI-313 8 0.46 0.71 0.32 4.0 1.29 0.00 1.29 0.015 0.020 0.333 0.333 5.04 0.22 100.0 % 1.29 0.00 w. 2x3 Grate 6.5 2.09 0.00 2.09 6.74 0.26 100.0 % 2.09 0.00 B5 DI-313 8 0.30 0.71 0.22 4.0 0.86 0.00 0.86 0.015 0.020 0.250 0.25 3.71 0.19 100.0 % 0.86 0.00 6.5 1.40 0.00 1.40 5.32 0.23 99.4 % 1.39 0.01 B4 DI-3C 6 0.18 0.71 0.13 4.0 0.51 0.00 0.51 0.015 0.005 0.167 0.167 0.08 0.5 0.16 4.27 6.5 0.83 0.01 0.84 0.11 0.5 0.22 5.90 133A DI-313 8 0.40 0.71 0.28 4.0 1.13 0.00 1.13 0.015 0.060 0.084 0.084 2.84 0.18 100.0 % 1.13 0.00 6.5 1.84 0.00 1.84 4.40 0.21 100.0 % 1.84 0.00 B3 DI-213 8 0.23 0.71 0.16 4.0 0.64 0.00 0.64 0.015 0.060 0.001 0.001 1.79 0.16 100.0 % 0.64 0.00 w. 2x3 Grate 6.5 1.04 0.00 1.04 2.58 0.17 100.0 % 1.04 0.00 C2 GRATE 2x2 0.21 0.71 0.15 4.0 0.60 0.00 0.60 0.015 0.100 0.100 - 0.10 0.5* 0.20 2.00 6.5 0.98 0.00 0.98 0.14 0.5* 0.29 2.44 Curb height represents height of critical adjacent grade. LD-229 Storm Drain Design Computations Proffit Rd TH North From To Catch. Runoff Increment Accum. Total Total 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 A7 A6 0.24 0.71 0.17 0.17 5.00 6.81 1.17 524.00 521.20 59.81 4.68% 15 15.1 7.2 0.14 A6 A5 0.09 0.71 0.07 0.24 5.14 6.77 1.62 521.00 519.20 30.30 5.94% 15 17.1 8.7 0.06 A5 A4 0.45 0.71 0.32 0.56 5.20 6.75 3.76 519.00 515.20 126.88 2.99% 15 12.1 8.7 0.24 MA A4 0.35 0.71 0.25 0.25 5.00 6.81 1.69 519.00 517.00 28.65 6.98% 15 18.5 13.2 0.04 A4 A3 0.22 0.71 0.16 0.96 5.04 6.80 6.53 515.00 512.20 55.77 5.02% 15 15.7 12.2 0.08 A3 A2 0.09 0.71 0.06 1.02 5.11 6.78 6.92 512.00 511.00 27.54 3.63% 15 13.3 11.0 0.04 A2 Al 0.17 0.71 0.12 1.14 5.15 6.77 7.72 507.50 505.50 19.54 10.24% 15 25.0 18.0 0.02 B7 B6 0.33 0.71 0.23 0.23 5.00 6.81 1.57 522.50 521.70 27.90 2.87% 15 11.9 6.6 0.07 B6 B5 0.16 0.71 0.11 0.34 5.07 6.79 2.32 521.50 514.20 153.34 4.76% 15 15.3 8.9 0.29 135A B5 0.46 0.71 0.32 0.32 5.00 6.81 2.19 515.00 514.20 33.12 2.42% 15 10.9 6.9 0.08 B5 B4 0.30 0.71 0.22 0.88 5.08 6.79 5.97 514.00 513.20 30.77 2.60% 15 11.3 9.3 0.06 B4 B3 0.18 0.71 0.13 1.01 5.14 6.77 6.81 513.00 509.20 124.05 3.06% 15 12.2 10.2 0.20 133A B3 0.40 0.71 0.28 0.28 5.00 6.81 1.93 510.00 509.20 33.01 2.42% 15 10.9 6.7 0.08 B3 B2 0.23 0.71 0.16 1.45 5.34 6.71 9.74 509.00 508.40 28.82 2.08% 18 16.4 9.7 0.05 D B2" 0.18 0.71 0.13 0.13 5.00 6.81 0.86 512.80 508.54 5.00 85.20% 18 35.60 3.5 0.02 B2 B1 0.00 0.00 0.00 1.58 5.39 6.70 10.56 508.20 505.00 166.05 1.93% 18 15.8 9.6 0.29 C2 C1 0.21 0.71 0.15 0.15 5.00 6.81 1.03 505.00 504.00 14.30 6.99% 15 18.5 8.1 0.03 F2 F1 15.70 0.40 6.27 6.27 20.00 4.17 26.17 493.10 485.70 218.00 3.39% 60 63.9 8.2 0.44 E3`* E2 4.35 497.00 495.00 19.60 10.20% 24 62.6 11.5 0.03 E2- E1 4.35 493.00 489.00 36.00 11.11% 24 65.4 11.8 0.05 G G 0.34 0.67 0.23 0.23 5.00 6.81 1.56 529.40 529.00 13.00 3.08% 12 6.8 6.5 0.03 'Connection from trench drain D to B2 is a manufactured Inserta-tee fitting "10 yr Flow from H droCAD model Proffit Rd Townhomes North Modified LD-268 Roadside and Median Ditch Desian Form Ditch C A CA TOC Side Slope :1 L :1 R - - Min Slope ft/ft Max Slope ft/ft Design Storm Intensity (in/hr) Q (cfs) Allowable Velocity (fps) Earth n=.03 Vel.' Protective Lining EC-2 or EC-3: n=.05 Qn Velocity- Depth" Paved: n=.015 On Depth INCR ACC 1 4 4 0.050 0.050 2-Yr - 4.0 10-Yr 4.35 0.22 2.95 0.61 2A 0.38 0.16 0.06 0.29 5.0 3 3 0.024 0.027 2-Yr 5.17 1.49 4.0 0.07 1.93 10-Yr 6.81 1.96 0.10 0.58 2B 0.30 0.35 0.10 0.39 6.0 2 2 0.035 0.056 2-Yr 4.93 1.94 4.0 0.10 3.04 10-Yr 6.53 2.57 0.13 0.70 2C 0.30 0.11 0.03 0.43 6.0 2 2 0.110 0.162 2-Yr 4.93 2.11 6.0 0.11 4.58 10-Yr 6.53 2.79 0.14 0.59 *Velocity calculations performed using maximum slope for this application "Depth calculations performed using minimum slope for this application V PROFFIT RD TH TO CULVERT: NORTH POSTDEV TO AL 2.6ACIMP ��, CULVERT DRAINAGE 5.0ACW O1 8.1ACT RF MAP 41416 i ♦41* 100 0 100 200 300 � � ^ �► � Scale: 1 "= 100' DESIGN OF OUTIEt P'RQTECTI01+ FROM A R003 PIPE FLOWING FULL MINIMUM TAiLWATER CONDITION (Tw O.S OI ETER) 9;1 80 i ''L e. II ii� Qvtl et W = D4 + L 6 it1iL. L _{ ` IT -74 k. • OUTLET F1 _ ' Q=25.75 CFS. D50 = 9" La=20' 4 ' Ip r_ Y Ile l i I I DEPTH=12" ' ` r ip II I i II A II I f BASIN OUTLET 3 Q=22.3 CFS. D50 = 9" Lo=19' LO DEPTH=12" ,r -----3 OUTLET E1. Q=4.73 CFS. IO -.... DEPTH=9"Ln OUTLET G Q=1.56 CFS. D50 = 6 La=4 _ DEPTH=9" $.Ire G fl Orly r5 ,4 {� Min. 0 20 5o 100 200 500 1000 Discharge- ft'Isee. Chapter S - Culverts Appendix 8C-2 Inlet Control, Circular Corrugated Metal 0 CHART 2 100 10,000 166 3.000 EXAMPLE Ise 6,000 0.36 ieelr.943A foot] 5.000 °rrr ell I � { 144 4,000 Kw 0 ww p, 6. 131! 3,000 ° cf"n 6, 12p � �l} I.i 3,• , 2,040 1ZM ! • r a.3 4. 5. 106 a -d 30 in fell 3, 4. ■ 98 V,000 3. 80o 3• w• 64 v+ 600 Y. 500 400 .2. �2 300 2. - 1.5 I` 60 1 u 200 � f.b z Y 1.5 ! 54 0 `� w w 45 100 r/ d es y el 60� J CULVERT F1-F2 0 i=7 r-'� 60 40 Z x 1.v 1.a Q=26.17 CFS. - w M 30 H)w SCALE ENTRANCE W w TYPE 33 20 Ir..r..n 41)Cob 50 [81 M111 rod rr oonfsrn C _ u to trove — .r — cy 27 10 {31 frokretia� 24 6 .1 21 5 7o oor acne 18) of c" frolovi 4 Arrlr.ntoll, to. $Col, 111, rara 6 rss 81?4111%1 inellsor lire th'"Oh 6 3 0 anC # stairs, or ramse as 6 1s illuHnr.r. 2 Lw45 15 12 HEADWATER DEPTH FOR C. M. PIPE CULVERTS WITH INLET CONTROL 9UrtEAU 6i PUBLBL ROAD ,eA N. 1995 Source: HDS-5 1 of 1 VDOT Drainage Manual Proffit Rd TH North Time of Concentration Calculations PREDEV TOC: POA 1 ONSITE 100 ft overland flow 12.2% slope 133 ft s. c. flow -woods 17.5% slope 488 ft Channel POSTDEV TOC: ONSITE BYPASS 100 ft overland flow 14.2% slope 97 ft s. c. flow -woods 19.3% slope 535 ft Channel 0.35 C-value 8.9 min Seelye Chart 2.0 fps velocity 1.1 min. NEH Figure 15-4 21.0 ft height 3.0 min. Kirpich Chart TOC= 13.0 min. 0.35 C-value 8.5 min Seelye Chart 2.2 fps velocity 0.7 min. NEH Figure 15-4 12.9 ft height 4.0 min. Kirpich Chart TOC= 13.2 min. f 35 I 34 %,,ed U 4 0 300 ¢ a Borg Soil � 6 24 N 240 Poor �a Grass w ~ _ 3 S �Surfaese � AYE Sf A 2 r7 CI.S y,� zLu W a 1.D 1 f a 94 sp Dense Q ;?S} LO o g 74 Grass z \ D zx CA 60 ` 1 U � ¢ ~ 0 50 20 `.J 40 H D u z 34 2 W J r 'J B 2G 7 14 6— OVERLAND FLOW TIME (Seelye Cbaro urce: Data Book for CMI Wneers. E.E. Seelye Plate 5 1 V-11 TRAVEL TIME FOR CHANNEL FLOW (Kirplch Clan) Source: VDOT TTKE OF CWCEM11kkrr0M OF SMALL OAF]MASE 9ASIAS Pluto 5:3 PROFFIT RD TH NORTH TOC NOMOGRAPHS 11 miiiON _�___ 1 ��i•li���i��f���la r.��rr.�ruMrrrrrr9 1 moliimmlllm�ra�� Rm�m millmill I I ••wim ••�C��IIiIIII mmm �y 4.03 4.02 ITIM Velocity (ft1s) LEGEND: RED: PREDEV ONSITE TOC BLUE: POSTDEV BYPASS TOC V-13 ESCP Calculations: Sediment Basin Design Spreadsheet Sediment Basin Design Nomographs PROFFIT RD TH NORTH Orange cells need input, white cells are calculations. Basin I SB-1 Step 1: Preliminag Design Top of Dam 502.0 Downstream Toe of Dam 592.0 Barrel length (ft) 127.0 Slope of principal spillway barrel (%) 13.6% Step 2: Calculate Runoff Rational Method Drainage Area (ac) 4.50 C 0.8 IZ 4.3 125 6.6 Q2 (cfs) 14.5 Q25 (cfs) 22.3 Step 3: Principal Spillway From Plate 3.14-8 Spillway Capacity with emergency spillway (cfs) 22.3 Riser Diameter (in) 48 Actual head (ft) 1.00 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 (fi 0 Step 5: Grade Basin Design Parameters Maximum Top of wet Storage 499.0 Required Wet + Dry Storage (cf) 16,281 Wet Storage Required Volume (cy) 302 Required Volume (cf) 8,141 Minimum Standpipe Invert 404.0 Cleanout Required Volume (cy) 149 Basin SB-1 Cleanout Required Volume (cf) 4,010 Design Elevation Area (s Bottom of Wet Storage 494.0 1,662 495.0 2,010 Cleanout Elevation 496.0 2,390 497.0 2,802 Top of Wet Storage 497.6 1 3,064 Cleanout Volume (cf) 4,036 Wet Storage Volume (cf) 8,392 Wet Storage Volume (cy) 311 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) 302 8,141 500.0 Design Elevation Area (s Storage 497.6 3,064 499.0 3,790 Storaffe 500.0 4,375 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) 8,880 329 494.0 499.0 72 21 7.0 39.0 18 6.0 1.2 8,880 0.41 0.078 0.315 6 8 mop= P-i ■ :7 ■ ■ ■ t�. Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report 38' 8' 2" N 38° 7 51" N Hydrologic Soil Group —Albemarle County, Virginia 3 N Map Scale: 1:2,450 i printed on A landscape (11" x 8.5") sheet. Meters N 0 35 70 140 210 k Few 0 100 200 400 600 Map projection: Web Mercator Comer000rdlnates: WGS84 USDA. Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 10/3/2019 Page 1 of 4 38° 8' 2" N 38° 751" N MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons F] A A/D B B/D C 0 C/D 0 D Not rated or not available Soil Rating Lines A A A A/D x, r B ,.�.r B/D r C C/D D r r Not rated or not available Soil Rating Points 0 A ■ A/D ■ B ■ B/D Hydrologic Soil Group —Albemarle County, Virginia MAP INFORMATION p C The soil surveys that comprise your AOI were mapped at 1:15,800. 0 C/D ® D Warning: Soil Map may not be valid at this scale. p Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil Water Features line placement. The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed scale. Transportation §_§_+ Rails Please rely on the bar scale on each map sheet for map Interstate Highways measurements. US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Major Roads Coordinate System: Web Mercator (EPSG:3857) Local Roads Maps from the Web Soil Survey are based on the Web Mercator Background projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Aerial Photography 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 13, Sep 17, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 20, 2019—Aug 1, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Web Soil Survey 10/3/2019 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group —Albemarle County, Virginia Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 27B 27C Elioak loam, 2 to 7 percent slopes B 4.1 2.9 27.8% Elioak loam, 7 to 15 percent slopes B 20.0% 27D Elioak loam, 15 to 25 percent slopes B 7.4 50.8% 88 Udorthents, loamy, 2 to 25 percent slopes 0.2 1.4% Totals for Area of Interest 14.6 100.0% 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. USDA Natural Resources Web Soil Survey 10/3/2019 Conservation Service National Cooperative Soil Survey Page 3 of 4 Precipitation Frequency Data Server https:Hhdsc.nws. noaa.gov/hdsc/pfdslpfds_printpage.html?lat=38.133 3&lon=-78.4188&data=de... NOAA Atlas 14, Volume 2, Version 3 Location name: Charlottesville, Virginia, USA* Latitude: 38.13330, Longitude:-78.4188, - Elevation: 499.12 ft**Or source: ESRI Maps " source: USGS NON 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 Average recurrence interval (years) Duration ������0��� 1 2 5 10 25 50 100 200 500 1000 F min 0.349 0.417 0.489 0.551 0.621 0.677 0.729 0.779 0.840 0.889 (0.315-0.386) (0.377-0.461) (0.441-0.541) (0.496-0.609) (0.556-0.685) (0.603-0.745) (0.646-0.803) (0.684-0.858) (0.730-0.928) (0.766-0.987) F10-min 0.557 0.666 0.784 0.881 0.990 1.08 1213 1.40(0.504-0.617) (0.602-0.738) (0.707-0.867) (0.793-0.974) (0.887-1.09) (0.960-1.19)F-1�116- 0.27) (1.09 1.36) F-1�313- 1.47) F(1.21 1.55) F_15-min 0.697 0.838 0.99171�112- 1.25 37 1�46- 1.56 1.67 1.76(0.629-0.772) (0.757-0.928) (0.894-1.10).23) (1.12-1.38) (1.22-1.50) (1.3.61) (1.37 1.72) (1.45 1.85) (1.52-1.95) F30-min7F 0.955 1.16 1.41 1.62 1.86 2.06 2.24 2.42 2.66 2.85 (0.863-1.06) (1.05-1.28) (1.27-1.56) (1.45-1.79) Fo67-2.05) (1.83-2.26) F .99 2.47) F(2.3 2.67) (2.31-2.94) (2.45 3.16) 60-minF(1.0�1932) 1.45 1.81 2.10 2.48 2.79 3.09 3.40 3.82 4.16 (1.31-1.61) (1.63-2.00) (1.89-2.33) (2.22-2.73) (2.48-3.07) (2.74 3.40) 1 (2.99 3.75) 1 (3.32-4.22) (3.58 4.61) 2-hr 1.43 1.74 2.56 3.06 3.47 3.90 4.36 4.99 5.53(1. 1 _1.62) (1. 1 _1.97) 72�8- .46) 22.27-2.88) (2.69-3.43) (3.04-3.90) (3.39-4.38) (3.76-4.89) (4.25-5.61) F(4.66 6.23) 3-hr F(1.3 �517- 1.90 2.38 2.79 3.33 3.80 74�27- 4.77 5.47 6.08 .79) (1.68-90 ) 22.09-2.71) 22.45-3.18) (2.91-3.79) (3.29 4.30) .84) (4.08 5.42) F 4.62 6.22) (5.07 6.92) 6'-hr 1.99 2.41 2.99 3.52 4.23 4.86 5.52 6.23 7.26 8.17 F(l.77-2.26) (2.13-2.74) (2.63-3.39) (3.09-3.99) F(3.69-4.80) (4.21-5.49) F(4.73 6.24) (5.29 7.06) (6.07-8.23) (6.73-9.27) 12-hrF(2.2 2.49 3.01 3.75 4.44 5.40 6.26 7.20 8.23 9.76 11.1 12.85) (2.66-3.44) (3.31-4.29) (3.90 5.06) (4.70-6.14) (5.40-7.11) (6.13 8.17) (6.91-9.33) (8.03-11.1) (9.02 12.7) 24-hrF(2.6 2'97 3.60 4.59 5.43 6.67 7.73 8.90 10.2 12.1 13.8 7-3.35) (3.23-4.05) (4.11-5.17) 44.84-6.10) (5.91-7.47) F(6.80-8.64) (7.76-9.93) (8.79-11.3) (10.3-13.5) F(l1.515.3) 2-day 3.50 4.24 5.39 6.34 7.71 8.86 10.1 11.5 ) E1115_ 3.4 ) (15.1)(3.16-3.91) (3.82-4.74) (4.85-6.02) (5.68-7.06) (6.86-8.57) (7.83-9.83) (8.86 11.2) (9.97-12.7 15.0 12.8-16.9 3-day �3:4 3 4.52 5.74 ) 6.74 8.19 9.41 )F(9.50- 10.7 ) 12.2 ) 14.2 ) ( 16.0 ) F(3.14) (4.10-5.01) (5.20-6.36 (6.09-7.46) (7.36-9.06) F(8.40-10.4 11.8 (10.7 13.4 (12.4-15.8 13.7 17.8 1 of 6 6/12/2019, 6:12 PM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htn-d?lat=38.1333&lon= 78.4188&data=de... 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