Loading...
3.2023 - 10620 - Wilmington Engineering Report Rev 1Engineering Narrative Take5 Oil Change 7250 Market Street Wilmington, NC 28411 101 Falls Park Drive Suite601 Greenville, SC 29601 BPA#210620 03/01/23 Take 5 Oil Change – Wilmington, NC TABLE OF CONTENTS Project Narrative 1 Soils Information 1 FEMA 1 Overall Hydrology 1-2 Erosion & Sediment Control 2 Water Quality during Construction 3 Soil & Watershed Maps Appendix A Location Map Soil Map Topographic Map FEMA Map Pre-Development Watershed Map Post-Development Watershed Map Stormwater Components Map Hydrographs Appendix B Stormwater Components Appendix C StormTank Information Appendix D Take 5 Oil Change – Wilmington, NC 1 Project Narrative: Durban Development is proposing to build a new Take 5 Oil Change store located at 7250 West Market Street in Wilmington. The proposed construction will consist of a new commercial building, parking lot, trash enclosure, underground infiltration system, and associated appurtenances. There are no known flooding problems within the project’s watershed. Limits of disturbance are shown on C2.0 and C2.1 and were calculated at 0.5 acres total disturbance. Site Description: Pre The existing site is developed with an existing commercial building (Fermental Beer & Wine), gravel parking lot, and vegetation. The terrain is sloping and stabilized with pavement and vegetation. The existing developed site currently drains from northwest to southeast along the site. Stormwater sheet flows through the site and discharges along the southern property line, eventually draining to a tributary inlet of the Atlantic Ocean. Refer to Watershed Maps located in Appendix A. Site Description: Post The proposed improvements will include the construction of a new commercial building, parking lot, trash enclosure, underground detention system, sanitary sewer main extension, and associated parking. Proposed site drainage will continue to follow the existing drainage path from northwest to southeast. As a result of construction, impervious area will be increased from what is existing, therefore detention is required to reduce the post peak flow rate to less than the pre development peak flow rate. An underground detention facility will be installed to capture a portion of the site and release downstream through a level spreader, which will reduce the post peak runoff rates to less than the pre. Refer to Appendix A for Watershed Maps. Soils Information: Soils on the site consist of Leon Sand, with a Hydrologic Soil Group rating of A. Refer to Soil Map in Appendix A for further information. FEMA: The property is located in Zone ‘X’, a non-flooding zone. refer to FEMA map in Appendix A for further information. Overall Hydrology: Proposed condition peak flow rates will be slightly larger than the pre-condition by increasing the amount of impervious. To offset the increase in impervious area, an underground detention facility will be installed to Take 5 Oil Change – Wilmington, NC 2 capture a portion of the site and release downstream through a level spreader, reducing the post development peak flow rate to be less than the pre development peak flow rate. Following is a summary of the date input. Curve Numbers: 98 Roof/Pavement 86 Gravel 61 Grassed/Landscaped Pre Development to AP Total Area: 0.44 Acres Roof/ Pavement: 0.1 Acres Gravel: 0.11 Grassed/ landscaped: 0.23 Acre Curve number Calculation: (0.1*98 +0.11*86 +0.23*61)/0.44 = 76 Post Development to AP (Pond Bypass): Total Area: 0.33Acres Roof/ Pavement: 0.18 Acres Grassed/ landscaped: 0.15 Acre Curve number Calculation: (0.18*98 + 0.15*61)/0.33 = 81 Post Development to Pond: Total Area: 0.11 Acres Roof/ Pavement: 0.08 Acres Grassed/ landscaped: 0.03 Acre Curve number Calculation: (0.08*98 + 0.03*61)/0.11 = 88 The proposed post development peak flow rate will be reduced to less than the existing peak flow rate by detaining and storing a portion of the stormwater within an underground infiltration device and allowing that water to infiltrate into the ground over time. The remainder of the stormwater will continue to follow existing drainage patterns to the analysis point. A stormwater analysis has been completed using AutoCAD Civil 3D 2021 Hydraflow Extension and the results are in Appendix B of this report. Erosion & Sediment Control: Erosion control will consist of silt fence at the rear of the site and sediment tubes as needed for exposed subgrade areas, as well as temporary inlet protection in all existing and proposed storm drain inlets. Take 5 Oil Change – Wilmington, NC 3 Water Quality during Construction: Water quality during construction will be addressed through the use of silt fence and temporary inlet protection; refer to Sheets C2.1 and C6.2. Take 5 Oil Change – Wilmington, NC APPENDIX A 1/7/22, 10:36 AM 7250 Market St - Google Maps https://www.google.com/maps/place/7250+Market+St,+Wilmington,+NC+28411/@34.2741635,-77.8170964,462m/data=!3m1!1e3!4m5!3m4!1s0x89a9…1/2 Imagery ©2022 Maxar Technologies, New Hanover County, NC, U.S. Geological Survey, USDA Farm Service Agency, Map data ©2022 100 ft 7250 Market St Building Directions Save Nearby Send to your phone Share Photos 7250 Market St, Wilmington, NC 28411 7250 Market St Soil Map—New Hanover County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/7/2022 Page 1 of 3 37 9 6 1 0 0 37 9 6 1 1 0 37 9 6 1 2 0 37 9 6 1 3 0 37 9 6 1 4 0 37 9 6 1 5 0 37 9 6 1 6 0 37 9 6 0 9 0 37 9 6 1 0 0 37 9 6 1 1 0 37 9 6 1 2 0 37 9 6 1 3 0 37 9 6 1 4 0 37 9 6 1 5 0 240640 240650 240660 240670 240680 240690 240700 240710 240720 240730 240740 240640 240650 240660 240670 240680 240690 240700 240710 240720 240730 240740 34° 16' 27'' N 77 ° 4 9 ' 2 ' ' W 34° 16' 27'' N 77 ° 4 8 ' 5 7 ' ' W 34° 16' 25'' N 77 ° 4 9 ' 2 ' ' W 34° 16' 25'' N 77 ° 4 8 ' 5 7 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 20 40 80 120 Feet 0 5 10 20 30 Meters Map Scale: 1:497 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: New Hanover County, North Carolina Survey Area Data: Version 22, Sep 2, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Nov 21, 2018—Nov 28, 2018 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. Soil Map—New Hanover County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/7/2022 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Le Leon sand 0.4 100.0% Totals for Area of Interest 0.4 100.0% Soil Map—New Hanover County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/7/2022 Page 3 of 3 NHC GIS Map New Hanover County, NC, New Hanover County, NC, NHC GISContours 2014 municipal limits parcels roads major roads address 1/7/2022, 10:42:16 AM 0 0.04 0.090.02 mi 0 0.07 0.140.04 km 1:2,000 New Hanover County, NC | New Hanover County, NC | NHC GIS | New Hanover County, NC National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREENArea of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below.The basemap shown complies with FEMA's basemapaccuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 1/7/2022 at 10:45 AM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximatepoint selected by the user and does not representan authoritative property location. 1:6,000 77°49'19"W 34°16'41"N 77°48'41"W 34°16'11"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 27 PINE, 17 PINE, TWIN 12 OAKS, 10 8 7 MAPLE, 18 OAK, 36 OAK, 16 MAPLE, 18 OAK, 16 OAK,19 OAK, 18 MAPLE, R/W CAROLYN B PARRISH D.B. 3177, PG 364 ZONE: B-2 25 ' AC C E S S E A S E M E N T M. B . 2 1 , P G . 5 2 . CAROLYN B PARRISH D.B. 3177, PG 364 ZONE: B-2 R/W 1-S-FRAME A-ATLANTIC LOCKSMITH #7250A 1-S-FRAME FERMENTAL BEER & WINE #7250BPORCH PO R C H WD. RAMPPAVERS PAVERS DE C K HV A C GRASSPRIME ID SIGN WELL GRAVEL PP ED G E O F P A V E M E N T ASPHALT GRAVEL PP RAMP PAVERS PAVERS GATE POR. STEPS ST E P S GRAVEL LANDSCAPED PA V E R S WD.WALK BR I C K W A L K ORDER WINDOW LS. TIMBER LS . T I M B E R LS . T I M B E R ICE UNIT WD . F E N C E WOOD WALK W/PLANTERS FR E E Z E R POR. HVAC LS. TIMBER LS. TIMBERPAVERS STEPS BA R ST A G E LS . T I M B E R TRAFFICSIGNAL POLE TRAFFICSIGNAL BOX WM EX. CURB R/W FFE=46.53' FFE=46.34' PU E A R E A 1 , D B 6 0 7 0 P G 5 2 0 TCE, DB 6070 PG 520 PU E A R E A 2 DB 6 0 7 0 P G 5 2 0 179.94' TOTALS 49°50'32" E 80 . 1 8 ' S 3 6 ° 3 0 ' 4 4 " W 181.18' TOTALN 49°47'41" W CH=79.96' N 37°23'15" E R=4462' APPROX. W/L PERNCDOT R/W PLANS 50' ACCESS EASMENT PER DB 1218 PAGE 279 WENDOVER LANE 60' PUBLIC RIGHT-OF-WAY US H W Y 1 7 / M A R K E T S T R E E T VA R I A B L E R I G H T - O F - W A Y NC D O T P R O J E C T U - 4 9 0 2 , H B 3 P G 1 1 9 - 1 3 5 AP 16 OAK 11 OAK 11 PINE, PNR SA B CSO NI TITA ATI E .C TEDER S S Scale - 1:20 Job No. - 210620 Date - 02/16/2023 e r sngineingeonsulct P N R SA B CSO NI TIT A A TI E .C TE D ER S S 101 Falls Park Drive Greenville, SC 29601 (864) 271-8869 Greenville ·Charleston Norfolk ·Charlotte www.brittpeters.comCopyright ©Britt, Peters & Associates, Inc. 7250 MARKET STREET WILMINGTON, NC 28411 TAKE 5 OIL CHANGE PRE DEVELOPMENT IMPERVIOUSNESS MAP SK-1.0 DENOTES PRE DEVELOPMENT IMPERVIOUS AREA AREA: 0.1 CN: 98 DENOTES PRE DEVELOPMENT GRAVEL AREA AREA: 0.11 CN: 98 4210 SF 4752 SF DENOTES PRE DEVELOPMENT PERVIOUS AREA AREA: 0.23 CN: 61 10,004 SF 17 PINE, TWIN 12 OAKS, 36 OAK, 16 MAPLE, 18 OAK, 16 OAK,19 OAK, R/W CAROLYN B PARRISH D.B. 3177, PG 364 ZONE: B-2 25 ' AC C E S S E A S E M E N T M. B . 2 1 , P G . 5 2 . CAROLYN B PARRISH D.B. 3177, PG 364 ZONE: B-2 R/W PP ED G E O F P A V E M E N T 35' BLDG S/B TRAFFICSIGNAL POLE TRAFFICSIGNAL BOX WM EX. CURB R/W PU E A R E A 1 , D B 6 0 7 0 P G 5 2 0 TCE, DB 6070 PG 520 PU E A R E A 2 DB 6 0 7 0 P G 5 2 0 179.94' TOTALS 49°50'32" E 80 . 1 8 ' S 3 6 ° 3 0 ' 4 4 " W 181.18' TOTALN 49°47'41" W CH=79.96' N 37°23'15" E 50 ' B L D G S / B R=4462' APPROX. W/L PERNCDOT R/W PLANS 50' ACCESS EASMENT PER DB 1218 PAGE 279 12.5' LANDSCAPE S/B 5' A C C E S S O R Y S / B 5' ACCESSORY S/B WENDOVER LANE 60' PUBLIC RIGHT-OF-WAY US H W Y 1 7 / M A R K E T S T R E E T VA R I A B L E R I G H T - O F - W A Y NC D O T P R O J E C T U - 4 9 0 2 , H B 3 P G 1 1 9 - 1 3 5 5' ACCESSORY S/B 5' A C C E S S O R Y S / B 12 . 5 ' L A N D S C A P E S / B B B 8' P A R K I N G S / B 8' PARKING S/B 0' BLDG S/B 0' B L D G S / B FFE: 45.0 Tx B AP 12'x45' LOADING AREA UNDERGROUND STORM TANK SYSTEM 11 PINE, PNR SA B CSO NI TITA ATI E .C TEDER S S Scale - 1:20 Job No. - 210620 Date - 02/16/2023 e r sngineingeonsulct P N R SA B CSO NI TIT A A TI E .C TE D ER S S 101 Falls Park Drive Greenville, SC 29601 (864) 271-8869 Greenville ·Charleston Norfolk ·Charlotte www.brittpeters.comCopyright ©Britt, Peters & Associates, Inc. 7250 MARKET STREET WILMINGTON, NC 28411 TAKE 5 OIL CHANGE POST DEVELOPMENT IMPERVIOUSNESS MAP SK-2.0 DENOTES POST DEVELOPMENT IMPERVIOUS AREA AREA: 0.272 CN: 98 DENOTES POST DEVELOPMENT PERVIOUS AREA AREA: 0.163 CN: 61 17 PINE, TWIN 12 OAKS, 36 OAK, 16 MAPLE, 18 OAK, 16 OAK,19 OAK, R/W CAROLYN B PARRISH D.B. 3177, PG 364 ZONE: B-2 CAROLYN B PARRISH D.B. 3177, PG 364 ZONE: B-2 R/W PP ED G E O F P A V E M E N T TRAFFICSIGNAL POLE TRAFFICSIGNAL BOX WM EX. CURB R/W 179.94' TOTALS 49°50'32" E 80 . 1 8 ' S 3 6 ° 3 0 ' 4 4 " W 181.18' TOTALN 49°47'41" W CH=79.96' N 37°23'15" E R=4462' APPROX. W/L PERNCDOT R/W PLANS WENDOVER LANE 60' PUBLIC RIGHT-OF-WAY US H W Y 1 7 / M A R K E T S T R E E T VA R I A B L E R I G H T - O F - W A Y NC D O T P R O J E C T U - 4 9 0 2 , H B 3 P G 1 1 9 - 1 3 5 B B 46 4 5 42 41 40 44 FFE: 45.0 Tx B 12'x45' LOADING AREA 44 43 4344 UNDERGROUND STORM TANK SYSTEM 41 41 . 5 41 42 41 . 5 42 43 11 PINE, PNR SA B CSO NI TITA ATI E .C TEDER S S Scale - 1:20 Job No. - 210620 Date - 02/16/2023 e r sngineingeonsulct P N R SA B CSO NI TIT A A TI E .C TE D ER S S 101 Falls Park Drive Greenville, SC 29601 (864) 271-8869 Greenville ·Charleston Norfolk ·Charlotte www.brittpeters.comCopyright ©Britt, Peters & Associates, Inc. 7250 MARKET STREET WILMINGTON, NC 28411 TAKE 5 OIL CHANGE STORMWATER COMPONENTS MAP SK-3.0 DENOTES POST DEVELOPMENT AREA TO AP (POND BYPASS) AREA: 0.33 CN: 81 DENOTES POST DEVELOPMENT AREA TO PROPOSED INLET AREA: 0.08 CN: 92 14321 SF TOTAL 6,236 SF PER 3368 SF TOTAL 589 SF PER DENOTES POST DEVELOPMENT AREA TO DRAIN DIRECTLY TO POND AREA: 0.03 CN: 98 1069 SF TOTAL Take 5 Oil Change – Wilmington, NC APPENDIX B Take 5 Oil Change – Wilmington, NC APPENDIX C Hydraflow Table of Contents Take 5 Wilm - Rev 1.gpw Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hydrograph Return Period Recap............................................................................. 1 2 - Year Summary Report......................................................................................................................... 2 Hydrograph Reports................................................................................................................... 3 Hydrograph No. 1, SCS Runoff, Pre Development to AP......................................................... 3 Hydrograph No. 2, SCS Runoff, Pond Bypass to AP............................................................... 4 Hydrograph No. 3, SCS Runoff, Post Development to Pond................................................... 5 Hydrograph No. 4, Reservoir, Post Thru Pond......................................................................... 6 Pond Report - Detention...................................................................................................... 7 Hydrograph No. 5, Combine, <no description>........................................................................ 8 10 - Year Summary Report......................................................................................................................... 9 Hydrograph Reports................................................................................................................. 10 Hydrograph No. 1, SCS Runoff, Pre Development to AP....................................................... 10 Hydrograph No. 2, SCS Runoff, Pond Bypass to AP............................................................. 11 Hydrograph No. 3, SCS Runoff, Post Development to Pond.................................................12 Hydrograph No. 4, Reservoir, Post Thru Pond....................................................................... 13 Hydrograph No. 5, Combine, <no description>...................................................................... 14 25 - Year Summary Report....................................................................................................................... 15 Hydrograph Reports................................................................................................................. 16 Hydrograph No. 1, SCS Runoff, Pre Development to AP....................................................... 16 Hydrograph No. 2, SCS Runoff, Pond Bypass to AP............................................................. 17 Hydrograph No. 3, SCS Runoff, Post Development to Pond.................................................18 Hydrograph No. 4, Reservoir, Post Thru Pond....................................................................... 19 Hydrograph No. 5, Combine, <no description>...................................................................... 20 IDF Report.................................................................................................................. 21 Hydrograph Return Period Recap 1 Hyd. Hydrograph Inflow Peak Outflow (cfs)Hydrograph No. type hyd(s)Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff ------ ------- 1.267 ------- ------- 2.394 3.214 ------- ------- Pre Development to AP 2 SCS Runoff ------ ------- 1.014 ------- ------- 1.581 1.988 ------- ------- Pond Bypass to AP 3 SCS Runoff ------ ------- 0.472 ------- ------- 0.947 1.299 ------- ------- Post Development to Pond 4 Reservoir 3 ------- 0.000 ------- ------- 0.022 0.120 ------- ------- Post Thru Pond 5 Combine 2, 4 ------- 1.014 ------- ------- 1.581 1.988 ------- ------- <no description> Proj. file: Take 5 Wilm - Rev 1.gpw Tuesday, 02 / 28 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Summary Report 2 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 1.267 2 724 3,786 ------ ------ ------ Pre Development to AP 2 SCS Runoff 1.014 2 724 3,478 ------ ------ ------ Pond Bypass to AP 3 SCS Runoff 0.472 2 724 1,418 ------ ------ ------ Post Development to Pond 4 Reservoir 0.000 2 n/a 0 3 40.21 1,418 Post Thru Pond 5 Combine 1.014 2 724 3,478 2, 4 ------ ------ <no description> Take 5 Wilm - Rev 1.gpw Return Period: 2 Year Tuesday, 02 / 28 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 1 Pre Development to AP Hydrograph type = SCS Runoff Peak discharge = 1.267 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 3,786 cuft Drainage area = 0.440 ac Curve number = 79* Basin Slope = 2.0 % Hydraulic length = 200 ft Tc method = LAG Time of conc. (Tc) = 6.40 min Total precip. = 4.68 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.230 x 61) + (0.110 x 98) + (0.100 x 98)] / 0.440 3 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Pre Development to AP Hyd. No. 1 -- 2 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 2 Pond Bypass to AP Hydrograph type = SCS Runoff Peak discharge = 1.014 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 3,478 cuft Drainage area = 0.230 ac Curve number = 98* Basin Slope = 2.0 % Hydraulic length = 200 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.68 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.150 x 61) + (0.180 x 98)] / 0.230 4 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Pond Bypass to AP Hyd. No. 2 -- 2 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 3 Post Development to Pond Hydrograph type = SCS Runoff Peak discharge = 0.472 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 1,418 cuft Drainage area = 0.190 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.68 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.120 x 61) + (0.070 x 98)] / 0.190 5 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Post Development to Pond Hyd. No. 3 -- 2 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 4 Post Thru Pond Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 2 yrs Time to peak = n/a Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 3 - Post Development to PondMax. Elevation = 40.21 ft Reservoir name = Detention Max. Storage = 1,418 cuft Storage Indication method used. 6 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.05 0.05 0.10 0.10 0.15 0.15 0.20 0.20 0.25 0.25 0.30 0.30 0.35 0.35 0.40 0.40 0.45 0.45 0.50 0.50 Q (cfs) Time (min) Post Thru Pond Hyd. No. 4 -- 2 Year Hyd No. 4 Hyd No. 3 Total storage used = 1,418 cuft Pond Report 7 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Pond No. 2 - Detention Pond Data Pond storage is based on user-defined values. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 39.00 n/a 0 0 0.50 39.50 n/a 336 336 1.00 40.00 n/a 757 1,093 1.50 40.50 n/a 757 1,850 2.00 41.00 n/a 757 2,607 2.50 41.50 n/a 336 2,943 3.00 42.00 n/a 335 3,278 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in)= 0.00 0.00 0.00 0.00 Span (in)= 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Invert El. (ft)= 0.00 0.00 0.00 0.00 Length (ft)= 0.00 0.00 0.00 0.00 Slope (%)= 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff.= 0.60 0.60 0.60 0.60 Multi-Stage = n/a No No No Crest Len (ft)= 50.00 0.00 0.00 0.00 Crest El. (ft)= 41.20 0.00 0.00 0.00 Weir Coeff.= 3.33 3.33 3.33 3.33 Weir Type = Rect --- --- --- Multi-Stage = No No No No Exfil.(in/hr)= 0.000 (by Wet area) TW Elev. (ft)= 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). 0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 Stage (ft) 0.00 39.00 1.00 40.00 2.00 41.00 3.00 42.00 Elev (ft) Discharge (cfs) Stage / Discharge Total Q Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 5 <no description> Hydrograph type = Combine Peak discharge = 1.014 cfs Storm frequency = 2 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 3,478 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 0.230 ac 8 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) <no description> Hyd. No. 5 -- 2 Year Hyd No. 5 Hyd No. 2 Hyd No. 4 Hydrograph Summary Report 9 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 2.394 2 724 7,235 ------ ------ ------ Pre Development to AP 2 SCS Runoff 1.581 2 724 5,503 ------ ------ ------ Pond Bypass to AP 3 SCS Runoff 0.947 2 724 2,837 ------ ------ ------ Post Development to Pond 4 Reservoir 0.022 2 1324 96 3 41.20 2,742 Post Thru Pond 5 Combine 1.581 2 724 5,599 2, 4 ------ ------ <no description> Take 5 Wilm - Rev 1.gpw Return Period: 10 Year Tuesday, 02 / 28 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 1 Pre Development to AP Hydrograph type = SCS Runoff Peak discharge = 2.394 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 7,235 cuft Drainage area = 0.440 ac Curve number = 79* Basin Slope = 2.0 % Hydraulic length = 200 ft Tc method = LAG Time of conc. (Tc) = 6.40 min Total precip. = 7.27 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.230 x 61) + (0.110 x 98) + (0.100 x 98)] / 0.440 10 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (min) Pre Development to AP Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 2 Pond Bypass to AP Hydrograph type = SCS Runoff Peak discharge = 1.581 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 5,503 cuft Drainage area = 0.230 ac Curve number = 98* Basin Slope = 2.0 % Hydraulic length = 200 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.27 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.150 x 61) + (0.180 x 98)] / 0.230 11 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Pond Bypass to AP Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 3 Post Development to Pond Hydrograph type = SCS Runoff Peak discharge = 0.947 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 2,837 cuft Drainage area = 0.190 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 7.27 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.120 x 61) + (0.070 x 98)] / 0.190 12 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Post Development to Pond Hyd. No. 3 -- 10 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 4 Post Thru Pond Hydrograph type = Reservoir Peak discharge = 0.022 cfs Storm frequency = 10 yrs Time to peak = 1324 min Time interval = 2 min Hyd. volume = 96 cuft Inflow hyd. No. = 3 - Post Development to PondMax. Elevation = 41.20 ft Reservoir name = Detention Max. Storage = 2,742 cuft Storage Indication method used. 13 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (min) Post Thru Pond Hyd. No. 4 -- 10 Year Hyd No. 4 Hyd No. 3 Total storage used = 2,742 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 5 <no description> Hydrograph type = Combine Peak discharge = 1.581 cfs Storm frequency = 10 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 5,599 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 0.230 ac 14 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) <no description> Hyd. No. 5 -- 10 Year Hyd No. 5 Hyd No. 2 Hyd No. 4 Hydrograph Summary Report 15 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 3.214 2 724 9,835 ------ ------ ------ Pre Development to AP 2 SCS Runoff 1.988 2 724 6,958 ------ ------ ------ Pond Bypass to AP 3 SCS Runoff 1.299 2 724 3,926 ------ ------ ------ Post Development to Pond 4 Reservoir 0.120 2 810 1,185 3 41.20 2,744 Post Thru Pond 5 Combine 1.988 2 724 8,143 2, 4 ------ ------ <no description> Take 5 Wilm - Rev 1.gpw Return Period: 25 Year Tuesday, 02 / 28 / 2023 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 1 Pre Development to AP Hydrograph type = SCS Runoff Peak discharge = 3.214 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 9,835 cuft Drainage area = 0.440 ac Curve number = 79* Basin Slope = 2.0 % Hydraulic length = 200 ft Tc method = LAG Time of conc. (Tc) = 6.40 min Total precip. = 9.13 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.230 x 61) + (0.110 x 98) + (0.100 x 98)] / 0.440 16 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (min) Pre Development to AP Hyd. No. 1 -- 25 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 2 Pond Bypass to AP Hydrograph type = SCS Runoff Peak discharge = 1.988 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 6,958 cuft Drainage area = 0.230 ac Curve number = 98* Basin Slope = 2.0 % Hydraulic length = 200 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.13 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.150 x 61) + (0.180 x 98)] / 0.230 17 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Pond Bypass to AP Hyd. No. 2 -- 25 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 3 Post Development to Pond Hydrograph type = SCS Runoff Peak discharge = 1.299 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 3,926 cuft Drainage area = 0.190 ac Curve number = 75* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 9.13 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 * Composite (Area/CN) = [(0.120 x 61) + (0.070 x 98)] / 0.190 18 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Post Development to Pond Hyd. No. 3 -- 25 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 4 Post Thru Pond Hydrograph type = Reservoir Peak discharge = 0.120 cfs Storm frequency = 25 yrs Time to peak = 810 min Time interval = 2 min Hyd. volume = 1,185 cuft Inflow hyd. No. = 3 - Post Development to PondMax. Elevation = 41.20 ft Reservoir name = Detention Max. Storage = 2,744 cuft Storage Indication method used. 19 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) Post Thru Pond Hyd. No. 4 -- 25 Year Hyd No. 4 Hyd No. 3 Total storage used = 2,744 cuft Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Hyd. No. 5 <no description> Hydrograph type = Combine Peak discharge = 1.988 cfs Storm frequency = 25 yrs Time to peak = 724 min Time interval = 2 min Hyd. volume = 8,143 cuft Inflow hyds. = 2, 4 Contrib. drain. area = 0.230 ac 20 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (min) <no description> Hyd. No. 5 -- 25 Year Hyd No. 5 Hyd No. 2 Hyd No. 4 Hydraflow Rainfall Report 21 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022 Tuesday, 02 / 28 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 81.8155 12.8000 0.8927 -------- 2 91.7027 12.7000 0.8745 -------- 3 0.0000 0.0000 0.0000 -------- 5 92.9122 12.5000 0.8278 -------- 10 94.7191 12.3000 0.8003 -------- 25 86.9079 11.3000 0.7442 -------- 50 79.0005 10.1000 0.6979 -------- 100 71.7583 9.1000 0.6517 -------- File name: Wilmington NC.IDF Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 6.26 5.02 4.20 3.63 3.20 2.86 2.59 2.37 2.19 2.03 1.90 1.78 2 7.43 5.98 5.02 4.34 3.84 3.44 3.12 2.86 2.64 2.46 2.30 2.16 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 8.69 7.06 5.98 5.21 4.63 4.17 3.80 3.50 3.25 3.03 2.84 2.68 10 9.67 7.90 6.72 5.87 5.23 4.73 4.33 3.99 3.71 3.47 3.26 3.08 25 10.89 8.92 7.63 6.70 6.00 5.45 5.01 4.64 4.33 4.06 3.83 3.63 50 11.88 9.73 8.33 7.34 6.60 6.01 5.54 5.15 4.81 4.53 4.29 4.07 100 12.79 10.50 9.02 7.98 7.19 6.58 6.08 5.67 5.33 5.03 4.77 4.54 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: A:\01_CIVIL\Hydraflow\Wilmington NC.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 3.86 4.68 0.00 6.06 7.27 9.13 10.80 12.70 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Take 5 Oil Change – Wilmington, NC APPENDIX D StormTank A Brand of Brentwood Industries, Inc. 500 Spring Ridge Drive Reading, PA 19610 U.S.A. Ph: (610) 374-5109 www.StormTank.com Info@StormTank.com DRAWING INDEX: 0 OF 4 COVER SHEET 1 OF 4 STORMTANK LAYOUT DRAWING 2 OF 4 STORMTANK DETAILS 3 OF 4 STORMTANK DETAILS 4 OF 4 STORMTANK NOTES TAKE 5 OIL WILMINGTON, NC DRAWINGS FOR 39'-0" TO EDGE OF MODULES PLUS 12" MIN. STONE PERIMETER 39'-0" TO EDGE OF MODULES PLUS 12" MIN. STONE PERIMETER 6 oz. NON-WOVEN GEOTEXTILE FABRIC (OR APPROVED EQUAL) PIPE CONNECTION (TYP) DEBRIS ROW SECTION AND VACUUM PORT (TYP) STORMTANK MODULES **IMPERMEABLE LINER (BY OTHERS)** INSTALLED ON BOTTOM AND SIDES OF STONE BACKFILL ENVELOPE St o r m T a n k A B r a n d o f B r e n t w o o d I n d u s t r i e s , I n c . 50 0 S p r i n g R i d g e D r i v e Re a d i n g , P A 1 9 6 1 0 Ph o n e : ( 6 1 0 ) 3 7 4 - 5 1 0 9 ww w . S t o r m T a n k . c o m In f o @ S t o r m T a n k . c o m Th i s i s t h e p r o p e r t y o f B r e n t w o o d I n d u s t r i e s , I n c . I t m a y n o t be r e p r o d u c e d o r u s e d f o r a n y p u r p o s e o t h e r t h a n t h o s e ex p r e s s l y a u t h o r i z e d b y B r e n t w o o d I n d u s t r i e s . I t s h a l l b e re t u r n e d i m m e d i a t e l y u p o n r e q u e s t o f B r e n t w o o d I n d u s t r i e s . Dr a w n B y Pr o j e c t N o . Sc a l e Da t e LA Y O U T D R A W I N G S Tit l e Pr o j e c t N a m e Sh e e t NT S 22 - 0 0 3 9 Tr a v i s O w e n Ta k e 5 O i l 11 / 0 9 / 2 1 RE V . DA T E BY RE C O R D O F C H A N G E S NOTES: a.REFERENCE BRENTWOOD INDUSTRIES STANDARD DRAWINGS AND NOTES FOR DETAILED INFORMATION. b.REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER INSTALLATION PRACTICES. c.ENGINEER OF RECORD TO CONFIRM CONFORMANCE TO MANUFACTURER'S ALLOWABLE PROXIMITY TO OTHER STRUCTURES. d.ALL INLET AND PIPE LOCATIONS AND DESIGNS BY OTHERS. e.ALL STRUCTURES AND PIPES TO BE SUPPLIED BY OTHERS. A 11 / 0 9 / 2 1 BM K IN I T I A L R E L E A S E Elevations Max. Finished Grade 50.50 Min. Finished Grade (HS-25 Loads)43.00 Min. Finished Grade (HS-20 Loads)42.75 Top of Stone Backfill 42.00 Top of Module 41.00 Module Invert 39.50 Stone Invert 39.00 Proposed Layout 18" Tall StormTank Module System (338) StormTank Module 25 Series Units - Model 2518 Module Footprint = 1,521 sqft Excavation Footprint = 1,681 sqft Estimated Geotextile Fabric = 1,357 sy **Estimated Impermeable Liner (By Others) = 4,283 sqft Estimated Stone Backfill Volume = 103 cy Installed System Storage Volume (Excluding Stone) = 2,175 cf Installed System Storage Volume (Including Stone) = 3,279 cf Material Quantities Model 2518 Platens 676 36" Side Panels 140 36" Columns 2,704 10" Observation Port Kit(s)4 B 01 / 1 4 / 2 2 BM K RE V I S I O N C 10 / 2 8 / 2 2 TJ O RE V I S I O N D 02 / 2 1 / 2 3 TJ O RE V I S I O N B B 41 44 RD FFE: 45.0 B 4344 UNDERGROUND STORM TANK SYSTEM 42 4344 42 42 STORMTANK SYSTEM OVERLAY Th i s i s t h e p r o p e r t y o f B r e n t w o o d I n d u s t r i e s , I n c . I t m a y n o t be r e p r o d u c e d o r u s e d f o r a n y p u r p o s e o t h e r t h a n t h o s e ex p r e s s l y a u t h o r i z e d b y B r e n t w o o d I n d u s t r i e s . I t s h a l l b e re t u r n e d i m m e d i a t e l y u p o n r e q u e s t o f B r e n t w o o d I n d u s t r i e s . Dr a w n B y Pr o j e c t N o . Sc a l e Da t e NO T E S Tit l e Pro j e c t N a m e Sh e e t NT S N/A GENERAL CONDITIONS ·REVIEW INSTALLATION PROCEDURES AND COORDINATE THE INSTALLATION WITH OTHER CONSTRUCTION ACTIVITIES, SUCH AS GRADING, EXCAVATION, UTILITIES, CONSTRUCTION ACCESS, EROSION CONTROL, ETC. ·ENGINEERED DRAWINGS SUPERSEDE ALL PROVIDED DOCUMENTATION, AS THE INFORMATION FURNISHED IN THIS DOCUMENT IS BASED ON A TYPICAL INSTALLATION. ·WHEN INSTALLED BASED ON BRENTWOOD'S SITE PREPARATION AND INSTALLATION INSTRUCTIONS OR SIMILAR, A STORMTANK® SYSTEM CAN SUPPORT AN HS-25 LOAD. ·COORDINATE THE INSTALLATION WITH MANUFACTURER'S REPRESENTATIVE/DISTRIBUTOR TO BE ON-SITE TO REVIEW START UP PROCEDURES AND INSTALLATION INSTRUCTIONS. ·COMPONENTS SHALL BE UNLOADED, HANDLED AND STORED IN AN AREA PROTECTED FROM TRAFFIC AND IN A MANNER TO PREVENT DAMAGE. ·ASSEMBLED MODULES MAY BE WALKED ON, BUT VEHICULAR TRAFFIC IS PROHIBITED UNTIL BACKFILLED PER MANUFACTURER'S REQUIREMENTS. PROTECT THE INSTALLATION AGAINST DAMAGE WITH HIGHLY VISIBLE CONSTRUCTION TAPE, FENCING, OR OTHER MEANS UNTIL CONSTRUCTION IS COMPLETE. ·ENSURE ALL CONSTRUCTION OCCURS IN ACCORDANCE WITH FEDERAL, STATE AND LOCAL LAWS, ORDINANCES, REGULATIONS AND SAFETY REQUIREMENTS. ·EXTRA CARE AND CAUTION SHOULD BE TAKEN WHEN TEMPERATURES ARE AT OR BELOW 40° F (4.4° C). 1.0 STORMTANK® ASSEMBLY STORMTANK® MODULES: STORMTANK® MODULES ARE DELIVERED TO THE SITE AS PALLETIZED COMPONENTS REQUIRING SIMPLE ASSEMBLY. NO SPECIAL EQUIPMENT, TOOLS OR BONDING AGENTS ARE REQUIRED; ONLY A RUBBER MALLET. A SINGLE WORKER CAN TYPICALLY ASSEMBLE A MODULE IN TWO MINUTES. ASSEMBLY INSTRUCTIONS: 1.PLACE A PLATEN ON A FIRM, LEVEL SURFACE AND INSERT THE EIGHT (8) COLUMNS INTO THE PLATEN RECEIVER CUPS. FIRMLY TAP EACH COLUMN WITH A RUBBER MALLET TO ENSURE THE COLUMN IS SEATED. 2.PLACE A SECOND PLATEN ON A FIRM, LEVEL SURFACE. FLIP THE PREVIOUSLY ASSEMBLED COMPONENTS UPSIDE DOWN ONTO THE SECOND PLATEN, ALIGNING THE COLUMNS INTO THE PLATEN RECEIVER CUPS. 3.ONCE ALIGNED, SEAT THE TOP ASSEMBLY BY ALTERNATING TAPS, WITH A RUBBER MALLET AT EACH STRUCTURAL COLUMN UNTIL ALL COLUMNS ARE FIRMLY SEATED. SIDE PANELS 4.IF SIDE PANELS ARE REQUIRED, FIRMLY TAP THE TOP PLATEN UPWARD TO RAISE THE TOP PLATEN. INSERT THE SIDE PANEL INTO THE BOTTOM PLATEN. 5.ALIGN THE TOP OF THE SIDE PANEL WITH THE TOP PLATEN AND FIRMLY SEAT THE TOP PLATEN UTILIZING A RUBBER MALLET. GENERAL NOTES: ·REMOVE PACKAGING MATERIAL AND CHECK FOR ANY DAMAGE. REPORT ANY DAMAGED COMPONENTS TO A STORMTANK® DISTRIBUTOR OR BRENTWOOD PERSONNEL. ·STORMTANK® COMPONENTS ARE BACKED BY A ONE YEAR WARRANTY, WHEN INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 2.0 BASIN EXCAVATION 1.STAKE OUT AND EXCAVATE TO ELEVATIONS PER APPROVED PLANS. EXCAVATION REQUIREMENTS: a.SUB-GRADE EXCAVATION MUST BE A MINIMUM OF 6” (152 MM) BELOW DESIGNED STORMTANK® MODULE INVERT. b.THE EXCAVATION SHOULD EXTEND A MINIMUM OF 12” (305 MM) BEYOND THE STORMTANK® DIMENSIONS IN EACH LENGTH AND WIDTH (AN ADDITIONAL 24” [610 MM] IN TOTAL LENGTH AND TOTAL WIDTH) TO ALLOW FOR ADEQUATE PLACEMENT OF SIDE BACKFILL MATERIAL. c.REMOVE OBJECTIONABLE MATERIAL ENCOUNTERED WITHIN THE EXCAVATION, INCLUDING PROTRUDING MATERIAL FROM THE WALLS. d.FURNISH, INSTALL, MONITOR AND MAINTAIN EXCAVATION SUPPORT (E.G., SHORING, BRACING, TRENCH BOXES, ETC.) AS REQUIRED BY FEDERAL, STATE AND LOCAL LAWS, ORDINANCES, REGULATIONS AND SAFETY REQUIREMENTS. 3.0 SUB-GRADE REQUIREMENTS 1.SUB-GRADE SHALL BE UNFROZEN, LEVEL (PLUS OR MINUS 1%), AND FREE OF LUMPS OR DEBRIS WITH NO STANDING WATER, MUD OR MUCK. DO NOT USE MATERIALS NOR MIX WITH MATERIALS THAT ARE FROZEN AND/OR COATED WITH ICE OR FROST. 2.UNSTABLE, UNSUITABLE AND/OR COMPROMISED AREAS SHOULD BE BROUGHT TO THE ENGINEER'S ATTENTION AND MITIGATING EFFORTS DETERMINED PRIOR TO COMPACTING THE SUB-GRADE. 3.SUB-GRADE MUST BE COMPACTED TO 95% STANDARD PROCTOR DENSITY OR AS APPROVED BY THE ENGINEER OF RECORD. IF CODE REQUIREMENTS RESTRICT SUBGRADE COMPACTION, IT IS THE REQUIREMENT OF THE GEOTECHNICAL ENGINEER TO VERIFY THAT THE BEARING CAPACITY AND SETTLEMENT CRITERIA FOR SUPPORT OF THE SYSTEM ARE MET. * * THE ENGINEER OF RECORD SHALL REFERENCE BRENTWOOD DOCUMENT APPENDIX A FOR MINIMUM SOIL BEARING CAPACITY REQUIRED BASED ON LOAD RATING AND TOP COVER DEPTH. MINIMUM SOIL BEARING CAPACITY IS REQUIRED SO THAT SETTLEMENTS ARE LESS THAN 1” THROUGH THE ENTIRE SUB-GRADE AND DO NOT EXCEED LONG-TERM 1/2” DIFFERENTIAL SETTLEMENT BETWEEN ANY TWO ADJACENT UNITS WITHIN THE SYSTEM. SUB-GRADE MUST BE DESIGNED TO ENSURE SOIL BEARING CAPACITY IS MAINTAINED THROUGHOUT ALL SOIL SATURATION LEVELS. 4.0 LEVELING BED INSTALLATION 1.INSTALL GEOTEXTILE FABRIC AND/OR LINER MATERIAL, AS SPECIFIED. a.GEOTEXTILE FABRIC SHALL BE PLACED PER MANUFACTURER'S RECOMMENDATIONS. b.ADDITIONAL MATERIAL TO BE UTILIZED FOR WRAPPING ABOVE THE SYSTEM MUST BE PROTECTED FROM DAMAGE UNTIL USE. 2.AFTER THE GEOTEXTILE IS SECURED, PLACE A MINIMUM 6” (152 MM) LEVELING BED. a.MATERIAL SHOULD BE A 3/4” (19 MM) ANGULAR STONE MEETING APPENDIX B - ACCEPTABLE FILL MATERIAL. b.MATERIAL SHOULD BE RAKED FREE OF VOIDS, LUMPS, DEBRIS, SHARP OBJECTS AND PLATE VIBRATED TO A LEVEL WITH A MAXIMUM 1% SLOPE. 3.CORRECT ANY UNSATISFACTORY CONDITIONS. 5.0 STORMTANK® MODULE PLACEMENT 1.INSTALL GEOTEXTILE FABRIC AND/OR LINER MATERIAL, AS SPECIFIED. a.GEOTEXTILE FABRIC SHALL BE PLACED PER MANUFACTURER'S RECOMMENDATIONS. b.ADDITIONAL MATERIAL TO BE UTILIZED FOR WRAPPING ABOVE THE SYSTEM MUST BE PROTECTED FROM DAMAGE UNTIL USE. 2.MARK THE FOOTPRINT OF THE MODULES FOR PLACEMENT. a.ENSURE MODULE PERIMETER OUTLINE IS SQUARE OR SIMILAR PRIOR TO MODULE PLACEMENT. b.CARE SHOULD BE TAKEN TO NOTE ANY CONNECTIONS, PORTS OR OTHER IRREGULAR UNITS TO BE PLACED. 3.INSTALL THE INDIVIDUAL MODULES BY HAND, AS DETAILED BELOW. a.THE MODULES SHOULD BE INSTALLED AS SHOWN IN THE STORMTANK® SUBMITTAL DRAWINGS WITH THE SHORT SIDE OF PERIMETER MODULES FACING OUTWARD, EXCEPT AS OTHERWISE REQUIRED. b.MAKE SURE THE TOP/BOTTOM PLATENS ARE IN ALIGNMENT IN ALL DIRECTIONS TO WITHIN A MAXIMUM 1/4” (6.4 MM). c.FOR DOUBLE STACK CONFIGURATIONS: i.INSTALL THE BOTTOM MODULE FIRST. DO NOT INTERMIX VARIOUS MODULE HEIGHTS ACROSS LAYERS. BACKFILLING PRIOR TO PROCEEDING TO SECOND LAYER IS OPTIONAL. ii.INSERT STACKING PINS (2 PER MODULE) INTO THE TOP PLATEN OF THE BOTTOM MODULE. iii.PLACE THE UPPER MODULE DIRECTLY ON TOP OF THE BOTTOM MODULE IN THE SAME DIRECTION, MAKING SURE TO ENGAGE THE PINS. 4.INSTALL THE MODULES TO COMPLETION, TAKING CARE TO AVOID DAMAGE TO THE GEOTEXTILE AND/OR LINER MATERIAL. 5.LOCATE ANY PORTS OR OTHER PENETRATION OF THE STORMTANK®. a.INSTALL PORTS/PENETRATIONS IN ACCORDANCE WITH THE APPROVED SUBMITTALS, CONTRACT DOCUMENTS AND MANUFACTURER'S RECOMMENDATIONS. 6.UPON COMPLETION OF MODULE INSTALLATION, WRAP THE MODULES IN GEOTEXTILE FABRIC AND/OR LINER. a.GEOTEXTILE FABRIC SHALL BE WRAPPED AND SECURED PER MANUFACTURER'S RECOMMENDATIONS. b.SEAL ANY PORTS/PENETRATIONS PER MANUFACTURER'S REQUIREMENTS NOTES: ·IF DAMAGE OCCURS TO THE GEOTEXTILE FABRIC OR IMPERMEABLE LINER, REPAIR THE MATERIAL IN ACCORDANCE WITH THE GEOTEXTILE/LINER MANUFACTURER'S RECOMMENDATIONS. 6.0 SIDE BACKFILL 1.INSPECT ALL GEOTEXTILE, ENSURING THAT NO VOIDS OR DAMAGE EXISTS; WHICH WILL ALLOW SEDIMENT INTO THE STORMTANK® SYSTEM. 2.ADJUST THE STONE/SOIL INTERFACE GEOTEXTILE ALONG THE SIDE OF THE NATIVE SOIL TO ENSURE THE GEOTEXTILE IS TAUGHT TO THE NATIVE SOIL. 3.ONCE THE GEOTEXTILE IS SECURED, BEGIN TO PLACE THE SIDE BACKFILL. a.MATERIAL SHOULD BE A 3/4” (19 MM) ANGULAR STONE MEETING APPENDIX B - ACCEPTABLE FILL MATERIAL. b.BACKFILL SIDES “EVENLY” AROUND THE PERIMETER WITHOUT EXCEEDING SINGLE 12” (305 MM) LIFTS. c.PLACE MATERIAL UTILIZING AN EXCAVATOR, DOZER OR CONVEYOR BOOM. d.UTILIZE A PLATE VIBRATOR TO SETTLE THE STONE AND PROVIDE A UNIFORM DISTRIBUTION. NOTES: ·DO NOT APPLY VEHICULAR LOAD TO THE MODULES DURING PLACEMENT OF SIDE BACKFILL. ALL MATERIAL PLACEMENT SHOULD OCCUR WITH EQUIPMENT LOCATED ON THE NATIVE SOIL SURROUNDING THE SYSTEM. ·IF DAMAGE OCCURS TO THE GEOTEXTILE FABRIC OR IMPERMEABLE LINER, REPAIR THE MATERIAL IN ACCORDANCE WITH THE GEOTEXTILE/LINER MANUFACTURER'S RECOMMENDATIONS. 7.0 TOP BACKFILL (STONE) 1.BEGIN TO PLACE THE TOP BACKFILL. a.MATERIAL SHOULD BE A 3/4” (19 MM) ANGULAR STONE MEETING APPENDIX B - ACCEPTABLE FILL MATERIAL. b.PLACE MATERIAL UTILIZING AN EXCAVATOR, DOZER OR CONVEYOR BOOM (APPENDIX C - MATERIAL PLACEMENT) AND USE A WALK-BEHIND PLATE VIBRATOR TO SETTLE THE STONE AND PROVIDE AN EVEN DISTRIBUTION. DO NOT DRIVE ON THE MODULES WITHOUT A MINIMUM 12” (305 MM) COVER. 2.UPON COMPLETION OF TOP BACKFILLING, WRAP THE SYSTEM IN GEOTEXTILE FABRIC AND/OR LINER PER MANUFACTURER'S RECOMMENDATIONS. 3.INSTALL METALLIC TAPE AROUND THE PERIMETER OF THE SYSTEM TO MARK THE AREA FOR FUTURE UTILITY DETECTION. NOTES: ·IF DAMAGE OCCURS TO THE GEOTEXTILE FABRIC OR IMPERMEABLE LINER, REPAIR THE MATERIAL IN ACCORDANCE WITH THE GEOTEXTILE/LINER MANUFACTURER'S RECOMMENDATIONS. 8.0 SUITABLE COMPACTABLE FILL FOLLOWING TOP BACKFILL PLACEMENT AND GEOTEXTILE FABRIC WRAPPING; COMPLETE THE INSTALLATION AS NOTED BELOW. VEGETATED AREA 1.PLACE FILL ONTO THE GEOTEXTILE. a.MAXIMUM 12” (305 MM) LIFTS, COMPACTED WITH A VIBRATORY PLATE OR WALK BEHIND ROLLER TO A MINIMUM OF 90% STANDARD PROCTOR DENSITY. b.THE MINIMUM TOP COVER TO FINISHED GRADE SHOULD NOT BE LESS THAN 24” (610 MM) AND THE MAXIMUM DEPTH FROM FINAL GRADE TO THE BOTTOM OF THE LOWEST MODULE SHOULD NOT EXCEED 11' (3.35 M). 2.FINISH TO THE SURFACE AND COMPLETE WITH VEGETATIVE COVER. IMPERVIOUS AREA 1.PLACE FILL ONTO THE GEOTEXTILE. a.MAXIMUM 12” (305 MM) LIFTS COMPACTED WITH A VIBRATORY PLATE OR WALK BEHIND ROLLER TO A MINIMUM 90% STANDARD PROCTOR DENSITY OR TO MEET THE ENGINEER OF RECORD'S SPECIFICATION. b.SUB-BASE MATERIALS SHOULD BE REFERENCED BY THE APPROVED ENGINEERING DRAWINGS. c.THE MINIMUM TOP COVER TO FINISHED GRADE SHOULD NOT BE LESS THAN 24” (610 MM) AND THE MAXIMUM DEPTH FROM FINAL GRADE TO THE BOTTOM OF THE LOWEST MODULE SHOULD NOT EXCEED 11' (3.35 M). 2.FINISH TO THE SURFACE AND COMPLETE WITH ASPHALT, CONCRETE, ETC. NOTES: · A VIBRATORY ROLLER MAY ONLY BE UTILIZED AFTER A MINIMUM 24” (610 MM) OF COMPACTED MATERIAL HAS BEEN INSTALLED OR FOR THE INSTALLATION OF THE ASPHALT WEARING COURSE. ·IF DAMAGE OCCURS TO THE GEOTEXTILE FABRIC, REPAIR THE MATERIAL IN ACCORDANCE WITH THE GEOTEXTILE MANUFACTURER'S RECOMMENDATIONS. C.B R E N S I N G E R ST A N D A R D N O T E S N/A RE V . A DA T E 2/ 1 / 1 8 BY CG B RE C O R D O F C H A N G E S IN I T I A L R E L E A S E St o r m T a n k A B r a n d o f B r e n t w o o d I n d u s t r i e s , I n c . 50 0 S p r i n g R i d g e D r i v e Re a d i n g , P A 1 9 6 1 0 Ph o n e : ( 6 1 0 ) 3 7 4 - 5 1 0 9 ww w . S t o r m T a n k . c o m In f o @ S t o r m T a n k . c o m 34" (19.05 mm) ANGULAR STONE STORMTANK® MODULES ENGINEER OF RECORD RESPONSIBLE FOR ENSURING SUBGRADE SOILS MEET BEARING AND SETTLING REQUIREMENTS 12" MIN. 6 oz. NON-WOVEN GEOTEXTILE (OR EQUAL) SURROUNDING MODULES AND STONE/SOIL INTERFACE DEPTH SPECIFIED BY ENGINEER OF RECORD 6" MIN. MIN. 1'-0" MIN. 2'-0" MAX. 11'-0" SUITABLE COMPACTABLE FILL (AS NECESSARY - DESIGN BY ENGINEER OF RECORD) FINISHED IMPERVIOUS SURFACE (DESIGN BY ENGINEER OF RECORD) VEGETATED AREA TO BE DESIGNED WITH ADEQUATE COMPACTED FILL FOR DESIGNED LOAD RATING (DESIGN BY ENGINEER OF RECORD) STORMTANK® MODULES ENGINEER OF RECORD RESPONSIBLE FOR ENSURING SUBGRADE SOILS MEET BEARING AND SETTLING REQUIREMENTS 12" MIN. DEPTH SPECIFIED BY ENGINEER OF RECORD 6" MIN. MIN. 1'-0" MIN. 2'-0" MAX. 11'-0" VEGETATED AREA TO BE DESIGNED WITH ADEQUATE COMPACTED FILL FOR DESIGNED LOAD RATING (DESIGN BY ENGINEER OF RECORD) This is the property of Brentwood Industries, Inc. It may not be reproduced or used for any purpose other than those expressly authorized by Brentwood Industries. It shall be returned immediately upon request of Brentwood Industries. REV.RECORD OF CHANGES BYDATE APPRV. A 02/26/20 INITIAL RELAUNCH RELEASE JKB JKB Drawn By Drawing No.Scale Date Title Project Name Sheet 1 of 2 NTSST-MOD-002 J.BAILEY MODULE DETENTION BASIN 02/26/20 StormTank A Brand of Brentwood Industries, Inc. 500 Spring Ridge Drive Reading, PA 19610 Phone: (610) 374-5109 www.StormTank.com Info@StormTank.com MODULE NOTES: a.REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER INSTALLATION PRACTICES. b.IMPERMEABLE LINER (IF SPECIFIED) IS REQUIRED TO BE INSTALLED AROUND BOTTOM AND SIDES OF EXCAVATION ONLY SINGLE STACK DETAIL DOUBLE STACK DETAIL (25 SERIES ONLY) UNDERDRAIN PIPE (PIPE OTHERS) DETAIL "A" 34" ANGULAR STONE 6 oz. NON-WOVEN GEOTEXTILE FABRIC (OR APPROVED EQUAL) OPTIONAL UNDERDRAIN DETAIL 24" MINIMUM 12" MINIMUM 6 oz. NON-WOVEN GEO-TEXTILE FABRIC (OR APPROVED EQUAL) 6 oz. NON-WOVEN GEO-TEXTILE FABRIC (OR APPROVED EQUAL) IF LINER IS INSTALLED IMPERMEABLE LINER (IF REQUIRED BY ENGINEER OF RECORD) 34" (19.05 mm) ANGULAR STONE NATIVE SOIL DETAIL "A" "A""A" SY S T E M H E I G H T * * HE I G H T * HE I G H T * FRONT TOP SIDE ISOMETRIC VIEW 36.0" [914.4 mm] 18 . 0 " [ 4 5 7 . 2 m m ] HE I G H T NOTES: 1.SIDE PANELS TO BE INSTALLED ALONG SYSTEM PERIMETER, UNLESS OTHERWISE SPECIFIED. 2.ALL HEIGHTS TO BE CUT FROM A 36" (914.4 mm) SIDE PANEL AT PRE-SCRIBED LOCATIONS, EXCEPT 33" (838.2 mm) & 12" (304.8 mm) SIDE PANEL. 18" (457.2 mm) SIDE PANEL 24" (609.6 mm) SIDE PANEL 30" (762.0 mm) SIDE PANEL 36" (914.4 mm) SIDE PANEL 1'-10" (558.8 mm)1'-4" (406.4 mm) 1'-6" (457.2 mm) 33" (838.2 mm) SIDE PANEL 2'-4" (711.2 mm)2'-7" (787.4 mm) 2'-10" (863.6 mm) 12" (304.8 mm) SIDE PANEL 10" (254.0 mm) 1'-6" (457.2 mm) 1'-6" (457.2 mm) 1'-6" (457.2 mm) 1'-6" (457.2 mm) 1'-6" (457.2 mm) This is the property of Brentwood Industries, Inc. It may not be reproduced or used for any purpose other than those expressly authorized by Brentwood Industries. It shall be returned immediately upon request of Brentwood Industries. REV.RECORD OF CHANGES BYDATE APPRV. A 02/26/20 INITIAL RELAUNCH RELEASE JKB JKB Drawn By Drawing No.Scale Date Title Project Name Sheet 2 of 2 NTSST-MOD-001 J.BAILEY MODULE 25 SERIES 02/26/20 NOTES: a.REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER ASSEMBLY AND INSTALLATION PRACTICES. b.STACKING PINS REQUIRED BETWEEN MODULE LAYERS, FOR ALL STACKED SYSTEMS (SEE DETAIL). MODULE DOUBLE STACK DETAIL StormTank A Brand of Brentwood Industries, Inc. 500 Spring Ridge Drive Reading, PA 19610 Phone: (610) 374-5109 www.StormTank.com Info@StormTank.com MODULE MODULE DETAIL CONFIGURATIONS: SYSTEM HEIGHT (mm)Layer 1 Layer 2 CAPACITY (m3) 12" (304.8)2512 -4.22 cf (0.1194) 18" (457.2)2518 -6.44 cf (0.1824) 24" (609.6)2524 -8.66 cf (0.2452) 30" (762.0)2530 -10.88 cf (0.3081) 33" (838.2)2533 -11.99 cf (0.3395) 36" (914.4)2536 -13.10 cf (0.3710) 42" (1,067)2512 2530 15.10 cf (0.4276) 48" (1,219)2512 2536 17.22 cf (0.4876) 51" (1,295)2518 2533 18.42 cf (0.5216) 54" (1,372)2518 2536 19.50 cf (0.5522) 57" (1,448)2524 2533 20.64 cf (0.5845) 60" (1,524)2524 2536 21.75 cf (0.6159) 63" (1,600)2530 2533 22.86 cf (0.6473) 66" (1,676)2533 2533 23.97 cf (0.6788) 69" (1,753)2533 2536 25.08 cf (0.7101) 72" (1,829)2536 2536 26.20 cf (0.7419) SIDE PANEL DETAIL 25 SERIES MODULE MODEL HEIGHT (mm)CAPACITY (m3)NOMINAL VOID NOMINAL WEIGHT (kg) 2512 12" (304.8)4.216 cf (0.1194)93.70%17.56 lbs. (7.965) 2518 18" (457.2)6.436 cf (0.1824)95.50%22.70 lbs. (10.29) 2524 24" (609.6)8.656 cf (0.2454)96.00%26.30 lbs. (11.92) 2530 30" (762.0)10.876 cf (0.3084)96.50%29.50 lbs. (13.38) 2533 33" (838.2)11.986 cf (0.3399)96.90%29.82 lbs. (13.53) 2536 36" (914.4)13.096 cf (0.3714)97.00%33.10 lbs. (15.01) B 10/16/20 DOUBLE STACK COMBINATION ADJUSTMENT CGB CGB 9" [228.60 mm] 1'-6" [457.20 mm] 1'-6" [457.20 mm] 3'-0" [914.40 mm] 11" [279.4 mm] OPENING PORT IS TO BE MARKED ONTO THE PLATEN AND THEN THE OPENING CUT INTO THE PLATEN USING A JIGSAW OR SAWZALL, BEING SURE TO STAY AS CLOSE TO THE PORT DIAMETER AS POSSIBLE. FLANGE PLATEA. A.MARK & CUT FLANGE PLATE FLUSH WITH MODULE SIDE "WHEN MODULE IS ON THE PERIMETER OF THE SYSTEM." 11" [266.70 mm] 1'-9" [533.39 mm] 11" [266.70 mm] 3'-6" [1066.80 mm] 11" [266.70 mm] 11" [266.70 mm]PORT CUT LINE FLANGE PLATE AT ONE OF THE TWO PREMARKED POINTS, THE PORT IS TO BE MARKED ONTO THE PLATEN AND THEN THE OPENING CUT INTO THE PLATEN USING A JIGSAW OR SAWZALL, BEING SURE TO STAY AS CLOSE TO THE PORT DIAMETER AS POSSIBLE. PLACE PORT INTO OPENING, ALIGNING PORT WITH STACKING PINS PLACED IN CUPS WITHIN THE PLATEN. PLACE PORT INTO OPENING 11.3850" [289.18 mm] BRENTWOOD OBSERVATION PORT WITH LONG END INTO MODULE RIGID COUPLING (BY OTHERS) MAXIMUM OPENING IN MODULES TO MATCH PIPE O.D. FLEXIBLE COUPLING RISER PIPE (BY OTHERS) SURFACE GRATEFINISHED SURFACE CONCRETE RING (DESIGNED BY OTHERS) FLEXIBLE COUPLINGBRENTWOOD OBSERVATION PORT WITH LONG END INTO MODULE RISER PIPE (BY OTHERS) SURFACE GRATEFINISHED SURFACE CONCRETE RING (DESIGNED BY OTHERS) FLEXIBLE COUPLINGBRENTWOOD OBSERVATION PORT WITH LONG END INTO MODULE RISER PIPE (BY OTHERS) SURFACE GRATEFINISHED SURFACE CONCRETE RING (DESIGNED BY OTHERS) This is the property of Brentwood Industries, Inc. It may not be reproduced or used for any purpose other than those expressly authorized by Brentwood Industries. It shall be returned immediately upon request of Brentwood Industries. REV.RECORD OF CHANGES BYDATE APPRV. A 02/26/20 INITIAL RELAUNCH RELEASE JKB JKB Drawn By Drawing No.Scale Date Title Project Name Sheet 1 of 1 NTSST-MOD-003 J.BAILEY OBSERVATION PORT INSTALLATION 02/26/20 StormTank A Brand of Brentwood Industries, Inc. 500 Spring Ridge Drive Reading, PA 19610 Phone: (610) 374-5109 www.StormTank.com Info@StormTank.com MODULE NOTES: a.REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER INSTALLATION PRACTICES. PORT INSTALLATION DETAIL SINGLE STACK DETAIL (25 SERIES) 20 SERIES MODULE 25 SERIES MODULE STEP 1 STEP 1 STEP 2 STEP 2 SURFACE GRATE INSTALLATION DETAIL SINGLE STACK DETAIL (20 SERIES) DOUBLE STACK DETAIL (25 SERIES ONLY) SURFACE GRATE CONCRETE COLLAR 10" (254.0 mm) RISER INLET PIPE NOTE: GEOTEXTILE HEIGHT BASED ON HYDROGRAPH ELEVATION OF SELECTED STORM OR MINIMUM 12" (304.8mm), WHICHEVER IS GREATER, AND CONNECTED TO PANEL WITH ZIP-TIES. COLLECTED DEBRIS BUILD-UP (SHOWN FOR CLARITY) STORMTANK® MODULE GEOTEXTILE FABRIC AROUND PERIMETER OF DEBRIS ROW. DEBRIS ROW PERIMETER SIDE PANELS ADDITIONAL INTERIOR DEBRIS ROW SIDE PANELS GEOTEXTILE FABRIC -SECURED TO SIDE PANELS WITH ZIP TIES -HEIGHT BASED ON TREATMENT DESIGN EVENT GEOTEXTILE FABRIC BETWEEN STONE AND MODULE EXTERIOR SIDE PANELS INLET PIPE RISER PIPE (BY OTHERS) FLEXIBLE COUPLING OBSERVATION PORT DEBRIS ROW UNITS This is the property of Brentwood Industries, Inc. It may not be reproduced or used for any purpose other than those expressly authorized by Brentwood Industries. It shall be returned immediately upon request of Brentwood Industries. REV.RECORD OF CHANGES BYDATE APPRV. A 02/26/20 INITIAL RELAUNCH RELEASE JKB JKB Drawn By Drawing No.Scale Date Title Project Name Sheet 1 of 1 NTSST-MOD-004 J.BAILEY DEBRIS ROW DETAIL 02/26/20 StormTank A Brand of Brentwood Industries, Inc. 500 Spring Ridge Drive Reading, PA 19610 Phone: (610) 374-5109 www.StormTank.com Info@StormTank.com MODULENOTES: a.25 SERIES MODULE USED FOR ILLUSTRATION PURPOSES ONLY, DEBRIS ROW CAN BE INSTALLED IN EITHER MODULE CONFIGURATION. b.REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER INSTALLATION PRACTICES. c.CONCRETE COLLAR REQUIRED AROUND ACCESS BOXES TO MEET HS-20 AND HS-25 LOAD RATING (DESIGN BY ENGINEER OF RECORD). CROSS-SECTION ISOMETRIC DEBRIS ROW SIZING CALCULATION: BASED UPON TESTING A DEBRIS ROW CAN REMOVE 96.1% OF TSS. THIS IS CALCULATED BY TAKING THE TREATMENT FLOW RATE DIVIDED BY THE TREATMENT AREA DETERMINED IN THE TEST. Q = TREATMENT FLOW RATE F = MODULE FOOTPRINT F = 6.2 SF FOR 20 SERIES MODULE F = 4.5 SF FOR 25 SERIES MODULE MODULE COUNT = Q / (F * 0.059933) B 11/05/20 UPDATED DEBRIS ROW SIZING CALCULATION CGB CGB STEP 1: LOCATE AND MARK OPENING STEP 2: REMOVE SIDE PANELS FROM MODULES AND CUT OPENING OPENING FOR PIPE INSTALLATION SIDE PANELS AFTER REMOVAL 3" (76.20 mm) MIN. HEIGHT SIDE PANEL TRACE OUTLINE OF PIPED TO BE INSTALLED STEP 4: INSERT PIPE (SLIP FIT) AND SECURE GEOTEXTILE FABRIC SIDE PANEL STEP 3: REINSTALL SIDE PANEL SIDE PANEL TRACE OUTLINE OF PIPED TO BE INSTALLED INLET PIPE (SEE DETAIL) STEP 1: LOCATE AND MARK OPENING SIDE PANEL TRACE OUTLINE OF PIPED TO BE INSTALLED STEP 2: REMOVE SIDE PANELS FROM MODULES AND CUT OPENING OPENING FOR PIPE INSTALLATION SIDE PANELS AFTER REMOVAL 3" (76.20 mm) MIN. 3" (76.20 mm) MIN. HE I G H T STEP 3: REINSTALL SIDE PANELS STEP 4: INSERT PIPE (SLIP FIT) AND SECURE GEOTEXTILE FABRIC WIDTH WIDTH 3" (76.20 mm) MIN. TOP PLATEN SIDE PANEL INLET PIPE (BY OTHERS) COLUMN 1.5" MAX. This is the property of Brentwood Industries, Inc. It may not be reproduced or used for any purpose other than those expressly authorized by Brentwood Industries. It shall be returned immediately upon request of Brentwood Industries. REV.RECORD OF CHANGES BYDATE APPRV. A 02/26/20 INITIAL RELAUNCH RELEASE JKB JKB Drawn By Drawing No.Scale Date Title Project Name Sheet 2 of 4 NTSST-MOD-005 J.BAILEY PLASTIC PIPE CONNECTION DETAIL 02/26/20 StormTank A Brand of Brentwood Industries, Inc. 500 Spring Ridge Drive Reading, PA 19610 Phone: (610) 374-5109 www.StormTank.com Info@StormTank.com MODULE NOTES: a.REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER INSTALLATION PRACTICES. b.INFLUENT AND EFFLUENT ORIFICE CONFIGURATIONS MAY VARY. ROUND, SQUARE, RECTANGULAR AND MULTI-STAGE ARE ACCEPTABLE, AS LONG AS MEETING DIMENSION AND LOCATION REQUIREMENTS. c.IF OPENING IS GREATER THAN AS PERMITTED IN THE TABLE ABOVE, THE CONNECTION WILL NEED SPLIT INTO A MANIFOLD. SINGLE PANEL OPENING DIMENSION TABLE MODULE 20 SERIES MODULE 25 SERIES MAX. OPENING HEIGHT (mm)SINGLE PANEL MAX. OPENING WIDTH (mm) DOUBLE PANEL MAX. OPENING WIDTH (mm) --2512 6" (152.4)15" (381.0)30" (762.0) 2018 2518 12" (304.8)15" (381.0)30" (762.0) 2024 2524 18" (457.2)15" (381.0)30" (762.0) --2530 24" (609.6)15" (381.0)30" (762.0) --2533 27" (685.8)15" (381.0)30" (762.0) 2036 2536 30" (762.0)15" (381.0)30" (762.0) DOUBLE PANEL OPENING DETAIL STEP 1: LOCATE AND MARK I.D. OPENING SIDE PANEL TRACE OUTLINE OF PIPED TO BE INSTALLED STEP 2: REMOVE SIDE PANELS FROM MODULES AND CUT OPENING OPENING FOR PIPE INSTALLATION SIDE PANELS AFTER REMOVAL 3" (76.20 mm) MIN. 3" (76.20 mm) MIN. HE I G H T STEP 3: REINSTALL SIDE PANELS STEP 4: ABUT THE PIPE AND SECURE GEOTEXTILE FABRIC WIDTH TOP PLATEN SIDE PANEL INLET PIPE (BY OTHERS) COLUMN This is the property of Brentwood Industries, Inc. It may not be reproduced or used for any purpose other than those expressly authorized by Brentwood Industries. It shall be returned immediately upon request of Brentwood Industries. REV.RECORD OF CHANGES BYDATE APPRV. A 02/26/20 INITIAL RELAUNCH RELEASE JKB JKB Drawn By Drawing No.Scale Date Title Project Name Sheet 3 of 4 NTSST-MOD-005 J.BAILEY CONCRETE PIPE CONNECTION DETAIL 02/26/20 StormTank A Brand of Brentwood Industries, Inc. 500 Spring Ridge Drive Reading, PA 19610 Phone: (610) 374-5109 www.StormTank.com Info@StormTank.com MODULE NOTES: a.REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER INSTALLATION PRACTICES. b.IF OPENING IS GREATER THAN AS PERMITTED IN THE TABLE ABOVE, THE CONNECTION WILL NEED SPLIT INTO A MANIFOLD. DIMENSION TABLE MODULE 20 SERIES MODULE 25 SERIES MAX. BELL DIAMETER (mm) MAX. OPENING HEIGHT (mm) MAX. OPENING WIDTH (mm) --2512 12" (304.8)6" (152.4)30" (762.0) 2018 2518 18" (457.2)12" (304.8)30" (762.0) 2024 2524 24" (609.6)18" (457.2)30" (762.0) --2530 30" (762.0)24" (609.6)30" (762.0) --2533 33" (838.2)27" (685.8)30" (762.0) 2036 2536 36" (914.4)30" (762.0)30" (762.0) DOUBLE PANEL OPENING DETAIL TYPICAL CONCRETE PIPE INFORMATION I.D. (mm)WALL THICKNESS (mm)BELL DIAMETER (mm) 12" (304.8)2.00" (50.8)16.0" (406.4) 15" (381.0)2.25" (57.2)19.5" (495.3) 18" (457.2)2.50" (63.5)23.0" (584.2) 21" (533.4)2.75" (69.9)26.5" (673.1) 24" (609.6)3.00" (76.2)30.0" (762.0) 27" (685.8)3.25" (82.6)33.5" (850.9) 30" (762.0)3.50" (88.9)37.0" (939.8) SUITABLE COMPACTABLE FILL MIN. 1'-0" [304.8mm] FINISHED SURFACE VARIES MIN. 1'-0" [304.8mm] STORMTANK® MODULES INVERT OF FOUNDATION MUST BE TO INVERT OF MODULES OR A DISTANCE ABOVE THE INVERT THAT IS EQUAL TO THE SEPARATION GROUND CONDUIT PREPARED SUB-GRADE/BASE LEVELING BED TOP BACKFILL STORMTANK® MODULES This is the property of Brentwood Industries, Inc. It may not be reproduced or used for any purpose other than those expressly authorized by Brentwood Industries. It shall be returned immediately upon request of Brentwood Industries. REV.RECORD OF CHANGES BYDATE APPRV. A 02/26/20 INITIAL RELAUNCH RELEASE JKB JKB Drawn By Drawing No.Scale Date Title Project Name Sheet 1 of 1 NTSST-MOD-006 J.BAILEY LIGHT STANDARD DETAIL 02/26/20 StormTank A Brand of Brentwood Industries, Inc. 500 Spring Ridge Drive Reading, PA 19610 Phone: (610) 374-5109 www.StormTank.com Info@StormTank.com MODULE NOTES: a.REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER INSTALLATION PRACTICES. SUITABLE COMPACTABLE FILL VARIES BY TREE SPECIESMIN. 1'-0" [304.8mm] FINISHED SURFACE STORMTANK® MODULES MIN. 1'-0" [304.8mm] INVERT OF TREE MUST BE TO INVERT OF MODULES OR A DISTANCE ABOVE THE INVERT THAT IS EQUAL TO THE SEPARATION PREPARED SUB-GRADE/BASE LEVELING BED TOP BACKFILL STORMTANK® MODULES TREE ROOTBALL This is the property of Brentwood Industries, Inc. It may not be reproduced or used for any purpose other than those expressly authorized by Brentwood Industries. It shall be returned immediately upon request of Brentwood Industries. REV.RECORD OF CHANGES BYDATE APPRV. A 02/26/20 INITIAL RELAUNCH RELEASE JKB JKB Drawn By Drawing No.Scale Date Title Project Name Sheet 1 of 1 NTSST-MOD-007 J.BAILEY TREE SURROUND DETAIL 02/26/20 StormTank A Brand of Brentwood Industries, Inc. 500 Spring Ridge Drive Reading, PA 19610 Phone: (610) 374-5109 www.StormTank.com Info@StormTank.com MODULE NOTES: a.REFERENCE CURRENT INSTALLATION INSTRUCTIONS FOR PROPER INSTALLATION PRACTICES. Th i s i s t h e p r o p e r t y o f B r e n t w o o d I n d u s t r i e s , I n c . I t m a y n o t be r e p r o d u c e d o r u s e d f o r a n y p u r p o s e o t h e r t h a n t h o s e ex p r e s s l y a u t h o r i z e d b y B r e n t w o o d I n d u s t r i e s . I t s h a l l b e re t u r n e d i m m e d i a t e l y u p o n r e q u e s t o f B r e n t w o o d I n d u s t r i e s . Dr a w n B y Pr o j e c t N o . Sc a l e Da t e NO T E S Tit l e Pro j e c t N a m e Sh e e t 4 o f 4 NT S GENERAL CONDITIONS ·REVIEW INSTALLATION PROCEDURES AND COORDINATE THE INSTALLATION WITH OTHER CONSTRUCTION ACTIVITIES, SUCH AS GRADING, EXCAVATION, UTILITIES, CONSTRUCTION ACCESS, EROSION CONTROL, ETC. ·ENGINEERED DRAWINGS SUPERSEDE ALL PROVIDED DOCUMENTATION, AS THE INFORMATION FURNISHED IN THIS DOCUMENT IS BASED ON A TYPICAL INSTALLATION. ·WHEN INSTALLED BASED ON BRENTWOOD'S SITE PREPARATION AND INSTALLATION INSTRUCTIONS OR SIMILAR, A STORMTANK® SYSTEM CAN SUPPORT AN HS-25 LOAD. ·COORDINATE THE INSTALLATION WITH MANUFACTURER'S REPRESENTATIVE/DISTRIBUTOR TO BE ON-SITE TO REVIEW START UP PROCEDURES AND INSTALLATION INSTRUCTIONS. ·COMPONENTS SHALL BE UNLOADED, HANDLED AND STORED IN AN AREA PROTECTED FROM TRAFFIC AND IN A MANNER TO PREVENT DAMAGE. ·ASSEMBLED MODULES MAY BE WALKED ON, BUT VEHICULAR TRAFFIC IS PROHIBITED UNTIL BACKFILLED PER MANUFACTURER'S REQUIREMENTS. PROTECT THE INSTALLATION AGAINST DAMAGE WITH HIGHLY VISIBLE CONSTRUCTION TAPE, FENCING, OR OTHER MEANS UNTIL CONSTRUCTION IS COMPLETE. ·ENSURE ALL CONSTRUCTION OCCURS IN ACCORDANCE WITH FEDERAL, STATE AND LOCAL LAWS, ORDINANCES, REGULATIONS AND SAFETY REQUIREMENTS. ·EXTRA CARE AND CAUTION SHOULD BE TAKEN WHEN TEMPERATURES ARE AT OR BELOW 40° F (4.4° C). 1.0 STORMTANK® ASSEMBLY STORMTANK® MODULES: STORMTANK® MODULES ARE DELIVERED TO THE SITE AS PALLETIZED COMPONENTS REQUIRING SIMPLE ASSEMBLY. NO SPECIAL EQUIPMENT, TOOLS OR BONDING AGENTS ARE REQUIRED; ONLY A RUBBER MALLET. A SINGLE WORKER CAN TYPICALLY ASSEMBLE A MODULE IN TWO MINUTES. ASSEMBLY INSTRUCTIONS: 1.PLACE A PLATEN ON A FIRM, LEVEL SURFACE AND INSERT THE EIGHT (8) COLUMNS INTO THE PLATEN RECEIVER CUPS. FIRMLY TAP EACH COLUMN WITH A RUBBER MALLET TO ENSURE THE COLUMN IS SEATED. 2.PLACE A SECOND PLATEN ON A FIRM, LEVEL SURFACE. FLIP THE PREVIOUSLY ASSEMBLED COMPONENTS UPSIDE DOWN ONTO THE SECOND PLATEN, ALIGNING THE COLUMNS INTO THE PLATEN RECEIVER CUPS. 3.ONCE ALIGNED, SEAT THE TOP ASSEMBLY BY ALTERNATING TAPS, WITH A RUBBER MALLET AT EACH STRUCTURAL COLUMN UNTIL ALL COLUMNS ARE FIRMLY SEATED. SIDE PANELS 4.IF SIDE PANELS ARE REQUIRED, FIRMLY TAP THE TOP PLATEN UPWARD TO RAISE THE TOP PLATEN. INSERT THE SIDE PANEL INTO THE BOTTOM PLATEN. 5.ALIGN THE TOP OF THE SIDE PANEL WITH THE TOP PLATEN AND FIRMLY SEAT THE TOP PLATEN UTILIZING A RUBBER MALLET. GENERAL NOTES: ·REMOVE PACKAGING MATERIAL AND CHECK FOR ANY DAMAGE. REPORT ANY DAMAGED COMPONENTS TO A STORMTANK® DISTRIBUTOR OR BRENTWOOD PERSONNEL. ·STORMTANK® COMPONENTS ARE BACKED BY A ONE YEAR WARRANTY, WHEN INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. 2.0 BASIN EXCAVATION 1.STAKE OUT AND EXCAVATE TO ELEVATIONS PER APPROVED PLANS. EXCAVATION REQUIREMENTS: a.SUB-GRADE EXCAVATION MUST BE A MINIMUM OF 6” (152 MM) BELOW DESIGNED STORMTANK® MODULE INVERT. b.THE EXCAVATION SHOULD EXTEND A MINIMUM OF 12” (305 MM) BEYOND THE STORMTANK® DIMENSIONS IN EACH LENGTH AND WIDTH (AN ADDITIONAL 24” [610 MM] IN TOTAL LENGTH AND TOTAL WIDTH) TO ALLOW FOR ADEQUATE PLACEMENT OF SIDE BACKFILL MATERIAL. c.REMOVE OBJECTIONABLE MATERIAL ENCOUNTERED WITHIN THE EXCAVATION, INCLUDING PROTRUDING MATERIAL FROM THE WALLS. d.FURNISH, INSTALL, MONITOR AND MAINTAIN EXCAVATION SUPPORT (E.G., SHORING, BRACING, TRENCH BOXES, ETC.) AS REQUIRED BY FEDERAL, STATE AND LOCAL LAWS, ORDINANCES, REGULATIONS AND SAFETY REQUIREMENTS. 3.0 SUB-GRADE REQUIREMENTS 1.SUB-GRADE SHALL BE UNFROZEN, LEVEL (PLUS OR MINUS 1%), AND FREE OF LUMPS OR DEBRIS WITH NO STANDING WATER, MUD OR MUCK. DO NOT USE MATERIALS NOR MIX WITH MATERIALS THAT ARE FROZEN AND/OR COATED WITH ICE OR FROST. 2.UNSTABLE, UNSUITABLE AND/OR COMPROMISED AREAS SHOULD BE BROUGHT TO THE ENGINEER'S ATTENTION AND MITIGATING EFFORTS DETERMINED PRIOR TO COMPACTING THE SUB-GRADE. 3.SUB-GRADE MUST BE COMPACTED TO 95% STANDARD PROCTOR DENSITY OR AS APPROVED BY THE ENGINEER OF RECORD. IF CODE REQUIREMENTS RESTRICT SUBGRADE COMPACTION, IT IS THE REQUIREMENT OF THE GEOTECHNICAL ENGINEER TO VERIFY THAT THE BEARING CAPACITY AND SETTLEMENT CRITERIA FOR SUPPORT OF THE SYSTEM ARE MET. * * THE ENGINEER OF RECORD SHALL REFERENCE BRENTWOOD DOCUMENT APPENDIX A FOR MINIMUM SOIL BEARING CAPACITY REQUIRED BASED ON LOAD RATING AND TOP COVER DEPTH. MINIMUM SOIL BEARING CAPACITY IS REQUIRED SO THAT SETTLEMENTS ARE LESS THAN 1” THROUGH THE ENTIRE SUB-GRADE AND DO NOT EXCEED LONG-TERM 1/2” DIFFERENTIAL SETTLEMENT BETWEEN ANY TWO ADJACENT UNITS WITHIN THE SYSTEM. SUB-GRADE MUST BE DESIGNED TO ENSURE SOIL BEARING CAPACITY IS MAINTAINED THROUGHOUT ALL SOIL SATURATION LEVELS. 4.0 LEVELING BED INSTALLATION 1.INSTALL GEOTEXTILE FABRIC AND/OR LINER MATERIAL, AS SPECIFIED. a.GEOTEXTILE FABRIC SHALL BE PLACED PER MANUFACTURER'S RECOMMENDATIONS. b.ADDITIONAL MATERIAL TO BE UTILIZED FOR WRAPPING ABOVE THE SYSTEM MUST BE PROTECTED FROM DAMAGE UNTIL USE. 2.AFTER THE GEOTEXTILE IS SECURED, PLACE A MINIMUM 6” (152 MM) LEVELING BED. a.MATERIAL SHOULD BE A 3/4” (19 MM) ANGULAR STONE MEETING APPENDIX B - ACCEPTABLE FILL MATERIAL. b.MATERIAL SHOULD BE RAKED FREE OF VOIDS, LUMPS, DEBRIS, SHARP OBJECTS AND PLATE VIBRATED TO A LEVEL WITH A MAXIMUM 1% SLOPE. 3.CORRECT ANY UNSATISFACTORY CONDITIONS. 5.0 STORMTANK® MODULE PLACEMENT 1.INSTALL GEOTEXTILE FABRIC AND/OR LINER MATERIAL, AS SPECIFIED. a.GEOTEXTILE FABRIC SHALL BE PLACED PER MANUFACTURER'S RECOMMENDATIONS. b.ADDITIONAL MATERIAL TO BE UTILIZED FOR WRAPPING ABOVE THE SYSTEM MUST BE PROTECTED FROM DAMAGE UNTIL USE. 2.MARK THE FOOTPRINT OF THE MODULES FOR PLACEMENT. a.ENSURE MODULE PERIMETER OUTLINE IS SQUARE OR SIMILAR PRIOR TO MODULE PLACEMENT. b.CARE SHOULD BE TAKEN TO NOTE ANY CONNECTIONS, PORTS OR OTHER IRREGULAR UNITS TO BE PLACED. 3.INSTALL THE INDIVIDUAL MODULES BY HAND, AS DETAILED BELOW. a.THE MODULES SHOULD BE INSTALLED AS SHOWN IN THE STORMTANK® SUBMITTAL DRAWINGS WITH THE SHORT SIDE OF PERIMETER MODULES FACING OUTWARD, EXCEPT AS OTHERWISE REQUIRED. b.MAKE SURE THE TOP/BOTTOM PLATENS ARE IN ALIGNMENT IN ALL DIRECTIONS TO WITHIN A MAXIMUM 1/4” (6.4 MM). c.FOR DOUBLE STACK CONFIGURATIONS: i.INSTALL THE BOTTOM MODULE FIRST. DO NOT INTERMIX VARIOUS MODULE HEIGHTS ACROSS LAYERS. BACKFILLING PRIOR TO PROCEEDING TO SECOND LAYER IS OPTIONAL. ii.INSERT STACKING PINS (2 PER MODULE) INTO THE TOP PLATEN OF THE BOTTOM MODULE. iii.PLACE THE UPPER MODULE DIRECTLY ON TOP OF THE BOTTOM MODULE IN THE SAME DIRECTION, MAKING SURE TO ENGAGE THE PINS. 4.INSTALL THE MODULES TO COMPLETION, TAKING CARE TO AVOID DAMAGE TO THE GEOTEXTILE AND/OR LINER MATERIAL. 5.LOCATE ANY PORTS OR OTHER PENETRATION OF THE STORMTANK®. a.INSTALL PORTS/PENETRATIONS IN ACCORDANCE WITH THE APPROVED SUBMITTALS, CONTRACT DOCUMENTS AND MANUFACTURER'S RECOMMENDATIONS. 6.UPON COMPLETION OF MODULE INSTALLATION, WRAP THE MODULES IN GEOTEXTILE FABRIC AND/OR LINER. a.GEOTEXTILE FABRIC SHALL BE WRAPPED AND SECURED PER MANUFACTURER'S RECOMMENDATIONS. b.SEAL ANY PORTS/PENETRATIONS PER MANUFACTURER'S REQUIREMENTS NOTES: ·IF DAMAGE OCCURS TO THE GEOTEXTILE FABRIC OR IMPERMEABLE LINER, REPAIR THE MATERIAL IN ACCORDANCE WITH THE GEOTEXTILE/LINER MANUFACTURER'S RECOMMENDATIONS. 6.0 SIDE BACKFILL 1.INSPECT ALL GEOTEXTILE, ENSURING THAT NO VOIDS OR DAMAGE EXISTS; WHICH WILL ALLOW SEDIMENT INTO THE STORMTANK® SYSTEM. 2.ADJUST THE STONE/SOIL INTERFACE GEOTEXTILE ALONG THE SIDE OF THE NATIVE SOIL TO ENSURE THE GEOTEXTILE IS TAUGHT TO THE NATIVE SOIL. 3.ONCE THE GEOTEXTILE IS SECURED, BEGIN TO PLACE THE SIDE BACKFILL. a.MATERIAL SHOULD BE A 3/4” (19 MM) ANGULAR STONE MEETING APPENDIX B - ACCEPTABLE FILL MATERIAL. b.BACKFILL SIDES “EVENLY” AROUND THE PERIMETER WITHOUT EXCEEDING SINGLE 12” (305 MM) LIFTS. c.PLACE MATERIAL UTILIZING AN EXCAVATOR, DOZER OR CONVEYOR BOOM. d.UTILIZE A PLATE VIBRATOR TO SETTLE THE STONE AND PROVIDE A UNIFORM DISTRIBUTION. NOTES: ·DO NOT APPLY VEHICULAR LOAD TO THE MODULES DURING PLACEMENT OF SIDE BACKFILL. ALL MATERIAL PLACEMENT SHOULD OCCUR WITH EQUIPMENT LOCATED ON THE NATIVE SOIL SURROUNDING THE SYSTEM. ·IF DAMAGE OCCURS TO THE GEOTEXTILE FABRIC OR IMPERMEABLE LINER, REPAIR THE MATERIAL IN ACCORDANCE WITH THE GEOTEXTILE/LINER MANUFACTURER'S RECOMMENDATIONS. 7.0 TOP BACKFILL (STONE) 1.BEGIN TO PLACE THE TOP BACKFILL. a.MATERIAL SHOULD BE A 3/4” (19 MM) ANGULAR STONE MEETING APPENDIX B - ACCEPTABLE FILL MATERIAL. b.PLACE MATERIAL UTILIZING AN EXCAVATOR, DOZER OR CONVEYOR BOOM (APPENDIX C - MATERIAL PLACEMENT) AND USE A WALK-BEHIND PLATE VIBRATOR TO SETTLE THE STONE AND PROVIDE AN EVEN DISTRIBUTION. DO NOT DRIVE ON THE MODULES WITHOUT A MINIMUM 12” (305 MM) COVER. 2.UPON COMPLETION OF TOP BACKFILLING, WRAP THE SYSTEM IN GEOTEXTILE FABRIC AND/OR LINER PER MANUFACTURER'S RECOMMENDATIONS. 3.INSTALL METALLIC TAPE AROUND THE PERIMETER OF THE SYSTEM TO MARK THE AREA FOR FUTURE UTILITY DETECTION. NOTES: ·IF DAMAGE OCCURS TO THE GEOTEXTILE FABRIC OR IMPERMEABLE LINER, REPAIR THE MATERIAL IN ACCORDANCE WITH THE GEOTEXTILE/LINER MANUFACTURER'S RECOMMENDATIONS. 8.0 SUITABLE COMPACTABLE FILL FOLLOWING TOP BACKFILL PLACEMENT AND GEOTEXTILE FABRIC WRAPPING; COMPLETE THE INSTALLATION AS NOTED BELOW. VEGETATED AREA 1.PLACE FILL ONTO THE GEOTEXTILE. a.MAXIMUM 12” (305 MM) LIFTS, COMPACTED WITH A VIBRATORY PLATE OR WALK BEHIND ROLLER TO A MINIMUM OF 90% STANDARD PROCTOR DENSITY. b.THE MINIMUM TOP COVER TO FINISHED GRADE SHOULD NOT BE LESS THAN 24” (610 MM) AND THE MAXIMUM DEPTH FROM FINAL GRADE TO THE BOTTOM OF THE LOWEST MODULE SHOULD NOT EXCEED 11' (3.35 M). 2.FINISH TO THE SURFACE AND COMPLETE WITH VEGETATIVE COVER. IMPERVIOUS AREA 1.PLACE FILL ONTO THE GEOTEXTILE. a.MAXIMUM 12” (305 MM) LIFTS COMPACTED WITH A VIBRATORY PLATE OR WALK BEHIND ROLLER TO A MINIMUM 90% STANDARD PROCTOR DENSITY OR TO MEET THE ENGINEER OF RECORD'S SPECIFICATION. b.SUB-BASE MATERIALS SHOULD BE REFERENCED BY THE APPROVED ENGINEERING DRAWINGS. c.THE MINIMUM TOP COVER TO FINISHED GRADE SHOULD NOT BE LESS THAN 24” (610 MM) AND THE MAXIMUM DEPTH FROM FINAL GRADE TO THE BOTTOM OF THE LOWEST MODULE SHOULD NOT EXCEED 11' (3.35 M). 2.FINISH TO THE SURFACE AND COMPLETE WITH ASPHALT, CONCRETE, ETC. NOTES: · A VIBRATORY ROLLER MAY ONLY BE UTILIZED AFTER A MINIMUM 24” (610 MM) OF COMPACTED MATERIAL HAS BEEN INSTALLED OR FOR THE INSTALLATION OF THE ASPHALT WEARING COURSE. ·IF DAMAGE OCCURS TO THE GEOTEXTILE FABRIC, REPAIR THE MATERIAL IN ACCORDANCE WITH THE GEOTEXTILE MANUFACTURER'S RECOMMENDATIONS. St o r m T a n k A B r a n d o f B r e n t w o o d I n d u s t r i e s , I n c . 50 0 S p r i n g R i d g e D r i v e Re a d i n g , P A 1 9 6 1 0 Ph o n e : ( 6 1 0 ) 3 7 4 - 5 1 0 9 ww w . S t o r m T a n k . c o m In f o @ S t o r m T a n k . c o m 22 - 0 0 3 9 B. K E S Z C Z Y K TA K E 5 O I L 11 / 0 9 / 2 0 2 1 RE V . A DA T E 11 / 0 9 / 2 1 BY BM K RE C O R D O F C H A N G E S IN I T I A L R E L E A S E       Brentwood Industries * www.brentwoodindustries.com * stormwater@brentwoodindustries.com  1 of 4        TECHNICAL BULLETINS   StormTank® Module AASHTO Load Rating  REV. 3 8/13/14   This document summarizes the AASHTO Load Rating that the Module was developed to withstand.  Additionally, this document summarizes the testing completed by Brentwood Industries to ensure the  product response and longevity.     AASHTO Load Rating:  The design of trafficked areas, especially roadways in the United States is govern by the American  Association of State Highway and Transportation Officials (AASHTO) criteria. The AASHTO LRFD Bridge  Design Specification was utilized in developing the loading criteria for Dead Load, Live Load, Surcharge  Load and all necessary Load Factors.    Load Factors:  Load factors are defined by the load combination limit state. As this is a subsurface structure that  is not susceptible to wind and is not for consideration with vehicles requiring special permitting,  the limit state utilize is Strength I. Based upon a Strength I determination, the applicable  Permanent Load Factor for vertical earth pressures on a flexible buried structure is 1.95 and the  Live Load Factor is 1.75.    Dead Load:  Dead load is applied to the top surface of the module as a uniform distributed load. This load will  vary as the depth of the installation increases, as the weight of the material increases.  Additionally, the dead load will vary based on the composition of the materials that cover a  system as each material has a unit weight based upon its composition and density (Table 1).                       Table 1: Unit Weights Material Unit Weight (kcf) Bituminous Wearing Surfaces 0.14 Compacted Sand, Silt or Clay 0.12 Concrete    Lightweight 0.11   Normal Weight f'c ≤ 5.0 ksi 0.145   Normal Weight 5.0 < f'c ≤ 15.0 ksi 0.145 + 0.01* f’c Loose Sand, Silt or Gravel 0.10 Rolled Gravel, Macadam or Ballast 0.14              500 Spring Ridge Drive, Reading, PA 19610  P: 610‐374‐5109     Email: Stormwater@brentwoodindustries.com               2 of 4    Live Load:  Live Load is the load generated by the traffic entering and exiting the system and is defined as a  temporary load. When designing a system it is important to consider the live load and the effects  on the system based on cover height. The Module was originally designed to exceed HS‐25 Load  Rating. Though HS‐25 is no longer utilized as a standard, it is defined as a 25% increase to the  current HL‐93 design truck/tandem and is a 40,000 pound axle load and the Alternate Truck  31,250 pound design axle load in the Normal Truck Configuration.    Surcharge Load:  Though less commonly understood Surcharge Load accounts for the addition of a material,  building or other structure above the system after the system has been installed for a period of  time. These loads could include additional soil or pavement overlays.    Design Lane Load:  The design lane load is assumed to be a constant uniform load of 64 lbs/lf (95 kg/m) and is not  subject to the dynamic load allowance.    Normal Truck Configuration:  The Normal Truck Configuration is set by two different criteria, the Wheel Load / Wheel Spacing  Criteria and the Load Surface Contact Area Criteria. As shown in Figure A below, the AASHTO  Wheel Loads and Spacing are dependent upon the configuration of the truck and relate to the  rear axle configuration. Though the spacing and loads vary based on configuration, the contact  area does not. As shown in Figure B, the contact area consists of a 10” by 20” area that  represents a dual wheel combination.                    500 Spring Ridge Drive, Reading, PA 19610  P: 610‐374‐5109     Email: Stormwater@brentwoodindustries.com               3 of 4                                                  Live Load Distribution:  The surface load is assumed to be uniform across  the horizontal plane of the contact area. This load is  then distributed through the backfill material and  spreads in both the length and width of the contact  area, Figure C. On the horizontal plane, the  dimensional increase to the contact area is based on  the height of cover and backfill material (See Table  2).        Table 2: Wheel Contact Area Dimensional Increase   Soil Type Dimensional Increase Factor  LRFD select granular 1.15 * H LRFD any other soil 1.00 * H Figure A: AASHTO Wheel Loads and Spacing Figure B: Wheel Load  Contact Area  Figure C: Load Spread               500 Spring Ridge Drive, Reading, PA 19610  P: 610‐374‐5109     Email: Stormwater@brentwoodindustries.com               4 of 4    Dynamic Load Allowance (Impact Factor):  Designed to account for the non‐static live load, the Dynamic Load Allowance is calculated based  upon the height of cover over the system (See Equation 1). It is important to note that this factor  is applied to structural system calculations but is not considered when calculating the required  bearing capacity.    Equation 1:   ܫܯ ൌ ଷଷ ሺଵ.଴ି଴.ଵଶହ∗ுሻ ଵ଴଴          [1]     where: H = height of cover over system    Multiple Presence Factor:  To account for the potential of an oversized live load, a standard 1.2 factor is applied to the  distributed load.    Full Scale Module Testing:  Brentwood has completed full scale installation testing at Queen’s University in Ontario, Canada to  ensure that the Module meets and exceeds the HS‐20 and HS‐25. The testing was configured with a  Module installed with a minimum 24” cover with a load applied to a 10” by 20” load pad applied to the  surface. Based on this ultimate failure testing, it was found that the Module can support a single tandem  load up to 53,440 lbs.     A single tandem HS‐20 load applied to the surface would equate to the following:  ܮܮுௌଶ଴ ൌܲ∗ܦܮܣ∗ܯܲ∗ߙ௅௅ ൌ 16,000 ∗ ቆ1 ൅ 33 ሺ1.0 െ 0.125 ∗ 2ሻ 100 ቇ ∗ 1.2 ∗ 1.75 ൌ 41,916 ݈ܾ    A single tandem HS‐25 load applied to the surface would equate to the following:  ܮܮுௌଶହ ൌܲ∗ܦܮܣ∗ܯܲ∗ߙ௅௅ ൌ 20,000 ∗ ቆ1 ൅ 33 ሺ1.0 െ 0.125 ∗ 2ሻ 100 ቇ ∗ 1.2 ∗ 1.75 ൌ 52,395 ݈ܾ    Based upon the above calculations, the Module provides the following resistance factors:  ߮ுௌଶ଴ ൌ 41,916 ൊ 53,440 ൌ 0.78    ߮ுௌଶହ ൌ 52,395 ൊ 53,440 ൌ 0.98    *A resistance factor less than 1 equates to a factor of safety comparative to a fully factored load.  1 MODULEINSTALLATIONGUIDE 2 CONTENT General Notes 1.0 Module Assembly 2.0 Basin Excavation 3.0 Sub-grade Requirements 4.0 Leveling Bed Installation 5.0 Module Placement 6.0 Side Backfill 7.0 Top Backfill 8.0 Suitable Compactable Fill Appendix A - Bearing Capacity Calculation Appendix B - Load Rating Appendix C - Acceptable Fill Materials Appendix D - Debris Row 1. Review installation procedures and coordinate the installation with other construction activities, such as grading, excavation, utilities, construction access, erosion control, etc. 2. Engineered drawings supersede all provided documentation, as the information furnished in this document is based on a typical installation. 3. Coordinate the installation with manufacturer’s representative/distributor to be on-site to review installation instructions. 4. Components shall be unloaded, handled and stored in an area protected from traffic in a manner to prevent damage and UV degradation. 5. Assembled modules may be walked on, but vehicular traffic is prohibited until backfilled per Manufacturer’s requirements. 6. Ensure all construction occurs in accordance with Federal, State and Local Laws, Ordinances, Regulations and Safety Requirements. 7. Extra care and caution should be taken when temperatures are at or below 40° F (4.4° C). 8. Check for any damaged material, report damage to a StormTank® Representative. All plastic wrap should be removed to prevent damage from heat or UV. 9. The StormTank® Module carries a Limited Warranty, which can be accessed at www.stormtank.com. 3 1.0 Module assembly Step 1: Prepare the material to be assembled. Required materials include (2) Platens, (8) Columns, (1) Side Panel. (1) 1lb. Rubber Mallet. Note: Side panels only required on perimeter modules, refer to your project's layout drawings for perimeter module locations. Step 2: Place a platen on a firm level surface and insert the (8) columns into the platen receiver cups. Firmly tap each column with a rubber mallet to ensure the column is seated. Step 3: Install the top platen by aligning the reciever cups with the columns, or flip the previously assembled components upside down onto the second platen, aligning the columns into the platen receiver cups. Step 4: Once aligned, seat the top assembly by alternating taps, with a rubber mallet at each structural column until all columns are firmly seated. Step 5: If side panels are required, Prior to seating the edge column into the recieveing cups, insert the side panel into the bottom platen. Step 6: Align the top of the side panel with the top platen and firmly seat the top platen utilizing a rubber mallet. Completed Module A completed module can support vehicular loading when installed per manufacturer recommendations. Step 1 Step 2 Step 3 Step 4 Step 5 Completed Module 4 2.0 excavation 1. Stake out and excavate, in accordance with OSHA regulations, to elevations per approved plans. Excavation Requirements: a. Reccomended Sub-grade excavation is a minimum of 6” (152 mm) below designed Module invert. i. A 4” (102 mm) leveling bed may be acceptable, contact your StormTank Representative for further details. b. The excavation should extend a minimum of 12” (305 mm) beyond the module unit's dimensions in each length and width to allow for adequate placement of side backfill material. c. Remove objectionable material encountered within the excavation, including protruding material from the walls. 3.0 sub-grade preparation 1. Unstable, unsuitable and/or compromised areas should be brought to the Engineer’s attention and mitigating efforts determined. Sub-grade shall be unfrozen, free of lumps or debris and contain no standing water or mud. 2. Sub-grade must be prepared, per the Engineer of Record, to provide a minimum bearing capacity and prevent settlement. a. Maximum applicable settlements cannot exceed long-term 1/2” (12.7 mm) differential settlement between any two adjacent units within the system. b. Sub-grade must be designed to ensure soil bearing capacity is maintained throughout all soil saturation levels. 5 4.0 leveling bed installation 1. OPTIONAL: A layer of geotextile fabric is recommended around the excavation to prevent material migration a. Geotextile fabric shall be placed per geotextile fabric manufacturer’s recommendations. b. An impermeable liner may be incorporated to prevent infiltration. If specified, the liner must be installed per liner manufacturer recommendations. 2. Place a Leveling Bed per engineer plans. a. Material should meet Appendix C – Acceptable Fill Material. b. Material should be free of voids, lumps, debris, sharp objects and compacted. 6 5.0 STORMTANK® MODULE PLACEMENT 1. Install geotextile fabric and liner material (if required), as specified. a. Geotextile fabric shall be placed per geotextile fabric manufacturer’s recommendations. b. An impermeable liner may be incorporated to prevent infiltration. If specified, the liner must be installed per liner manufacturer recommendations. 2. Mark the footprint of the modules for placement. a. Ensure module starting point is square prior to Module placement, this will ensure proper layout of units. b. Care should be taken to note any connections, ports or other irregular units to be placed. 3. Install the individual modules by hand, as detailed below. a. The modules should be installed as shown in the StormTank submittal drawings with the short side of perimeter modules facing outward, except as otherwise required. b. Make sure the top/bottom platens are in alignment in all directions. c. For double stack configurations: i. Install the bottom module first. DO NOT INTERMIX VARIOUS MODULE HEIGHTS ACROSS LAYERS. ii. Insert stacking pins (2 per module) into the top platen of the bottom module. iii. Place the upper module directly on top of the bottom module in the same direction, making sure to engage the pins. 4. Install the modules to completion, taking care to avoid damage to the geotextile and/or liner material. 7 5.0 STORMTANK® MODULE PLACEMENT 5. Locate any ports or other penetration of the Modules. For Observation Ports: a. Layout and cut opening into the center of the top platen. b. Place port into opening, using stacking pins to locate the flange plate c. If port is along the perimeter, cut the flange plate flush with the edge of the end Module. For Connections: a. Locate and mark the connection opening in the side panels. b. Remove side panels and cut opening. c. Reinstall side panels. d. Install pipe (slip fit) Note: When performing lateral connections to the Module system, the platens and columns are not to be modified/cut as to not compromise the integrity of the system. Please contact a StormTank representative for assistance. 6. Upon completion of module installation, wrap the modules in geotextile fabric and/or liner. 8 6.0 SIDE BACKFILL 1. Inspect all geotextile, ensuring that no damage exists; which will allow sediment into the module system. 2. Once the geotextile is secured, begin to place the Side Backfill. a. Material should meet Appendix C – Acceptable Fill Material. b. Backfill sides “evenly” around the perimeter without exceeding single 12” (305 mm) lifts. c. Place material utilizing an excavator, dozer or conveyor boom from the native soil surrounding the excavation, do not directly access the system during side backfilling. d. Compact the backfill material to settle the stone and provide a uniform distribution. Incorrectly Backfilled Modules are to be backfilled evenly in 12" (305mm) lifts. Correctly Backfilled Modules unevenly backfilled can shift and compromise the overall installation of the system. 9 1. Begin to place the top backfill. a. Material should meet Appendix C – Acceptable Fill Material. b. Place material utilizing a low ground pressure (LGP) equipment, dozer (Maximum D5 LGP or similar) or preferably a conveyor boom. DO NOT DRIVE OR DUMP FROM DUMP TRUCKS DIRECTLY ONTO THE MODULES. DO NOT DRIVE ON THE MODULES WITHOUT A MINIMUM 12” (305 mm) COVER. c. Compact as required by engineer of record. I. Utilize a static roller producing less than 10 psi per roller, unless otherwise approved, while ensuring a minimum 12” (305 mm) of cover. To do so, a minimum 15” (381 mm) layer of material may be required to account for compaction. II. Sheep foot rollers are not permitted. 2. Upon completion of top backfilling, if specified, wrap the system in geotextile fabric and/or liner per the material manufacturer’s recommendations. 3. OPTIONAL: Install metallic tape around the perimeter of the system to mark the area for future utility detection. 7.0 top backfill 10 Non-Vehicular Areas 1. The minimum total cover allowable is 12” (305 mm). a. This may decrease the depth of top backfill to allow for soil placement. b. By installing less cover, the system is not designed to support vehicular traffic. c. The maximum installation depth shall be based on lateral load calculations using the Rankine Theory and compared to StormTank Module testing results. 2. Finish to the surface and complete with vegetative cover. Vehicular Traffic Area 1. Place fill onto the geotextile. a. Maximum 12” (305 mm) lifts compacted to meet the Engineer of Record’s specification. b. Sub-base materials should be referenced by the approved Engineering Drawings. c. The minimum top cover to finished grade should not be less than 24” (610 mm) for fully factored HS-25, lower cover depths are acceptable depending loading criteria. Contact your local StormTank representative for more information. d. The maximum installation depth shall be based on lateral load calculations using the Rankine Theory and compared to StormTank Module testing results. 2. Finish to the surface and complete with asphalt, concrete, etc. Material Location Placement Methods Tired Equiptment Limitations Tracked Equiptment Limitations Roller Limitations Finished Surface Material dumping onto system should be limited to paving materials in paver equipment. Equipment size is limited to ground pressure generated, most standard paving equipment is acceptable. Calculations must be performed to determine maximum allowable equipment. Suitable Compactable Fill Utilize LGP equipment or a conveyor, to place material. No tired equipment unless approved by the engineer of record. Low ground pressure equipment, larger equipment must be verified before use. Static rollers with a max- imum pressure of 15 psi, unless verified before use. Fill and Surface Material Placement 8.0 Suitable compactable fill Notes: 1. Storage of materials such as construction materials, equipment, soils, etc. over the module system is strictly prohibited. 2. Please contact a Brentwood representative prior to utilization of any equipment not listed above. 11 Applicable bearing capacity calculations are per the AASHTO LRFD for Bridge Design. The calculation considers a dead load, based on cover, with a dead load factor of 1.95. In addition, it applies a live load, with a multiple presence factor of 1.2 and a live load factor of 1.75, which is distributed at a 1.15 factor (for aggregate) through the cover depth. If the cover material is soil, this factor is reduced to 1.00. The following are two examples of that calculation: 1. HS-25 with 24” aggregate and asphalt cover DL = Density * depth * DL Factor = 140.00 pcf * 2.00’ * 1.95 = 546.00 psf LL = P * DLA * MP * LL Factor = 20,000 lbs * 1 * 1.2 * 1.75 / ((20” + 24” * 1.15) * (10” + 24” * 1.15) / 144) LL = 3,379.22 psf TL = Required Bearing Capacity = 546.00 + 3,379.22 = 3,925.22 psf 2. HS-20 with 48” aggregate and asphalt cover DL = Density * depth * DL Factor = 140.00 pcf * 4.00’ * 1.95 = 1,092.00 psf LL = P * DLA * MP * LL Factor = 16,000 lbs * 1 * 1.2 * 1.75 / ((20” + 48” * 1.15) * (10” + 48” * 1.15) / 144) LL = 986.82 psf TL = Required Bearing Capacity = 1,092.00 + 986.82 = 2,078.82 psf appendix a - bearing capacity calculation Pressure Required / Required Bearing P PD DA D P PD DA DP/D = Tire Pressure Area 12 The Module has been designed to resist loads calculated in accordance with the American Association of State Highway and Transportation Official’s (AASHTO) Load and Resistance Factor Design (LRFD) Bridge Design manual. Below are examples of various load ratings the module can achieve with the appropriate cover. appendix B - LOAD RATING Pedestrian Loads HS-20 Loads H-10 Loads HS-25 Loads 12" Total Cover 15" Total Cover 24" Total Cover 21" Total Cover 13 Notes: 1. All stone must be angular stone meeting ASTM D2321. Recycled concrete may be utilized when meeting acceptable gradation and ASTM standards. 2. Storage of materials such as construction materials, equipment, soils, etc. over the module system is strictly prohibited. 3. Please contact a Geotechnical Engineer and the Brentwood representative prior to utilization of any material not listed above. Material Location Description AASHTO M43 Designation ASTM D2321 Class Compaction/Density Finished Surface Topsoil, hardscape, stone, concrete, or asphalt per Engineer of Record N/A N/A Prepare per engineered plans Suitable Compactable Fill Well-graded granularsoil/aggregate, typicallyroad base or earthen fil(maximum 4" particle size) 56, 57, 6, 67, 68 I & IIIII (Earth Only) Place in maximum12" lifts to a minimum90% standard proctor density Top Backfill Crushed angular stoneplaced betweenModules and road baseor earthen fill 56, 57, 6, 67, 68 I & II Plate vibrate to provide evenly distributed layers Side Backfill Crushed angular stoneplaced between earthenwall and Modules 56, 57, 6, 67, 68 I & II Place and plate vibrate in uniform 12" lifts around the system Leveling Bed Crushed angular stoneplaced to provide levelsurface for installationof Modules 56, 57, 6, 67, 68 I & II Plate vibrate to achieve level surface appendix C - acceptable fill materials 14 appendix D - DEBRIS ROW The Debris Row gathers debris and sediment in a section of modules. The Debris Row size is determined by the flow rate of the inflow connection to the system. Observation/cleanout ports are to be installed with a minimum of one port at the inflow pipe location. Based upon Debris Row size and shape, additonal ports may be required. See the approved submittals for debris row size and location. 1. Install Debris Row side panels in the modules adjacent to the Debris row, per the approved plans. 2. Install a layer of geotextile accross the bottom of the Debris Row, extending up the side panels of the adjacent modules. Geotextile Fabric is to be installed to the height specified by the hydrograph elevation of the selected storm (per the engineer of record's plans), or a minimum of 12" (304.8mm), whichever is greater. Secure the geotextile fabric to the side panels with zip ties. 3. Place and install the Debris Row Modules in the appropriate location per the approved StormTank submittal drawings 4. Finally, make any necessary connections and complete the system installation per the StormTank installation instructions. 15 SM021-12_11-18_EN All Rights Reserved. © 2018 Brentwood Industries, Inc. info@stormtank.com +1.610.374.5109stormtank.com brentwoodindustries.com