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020 Appendix M - Storm Report Site Reduced
Page 2 of 5 Table of Contents 1 Introduction ......................................................................................................................... 3 2 Proposed Development ....................................................................................................... 3 2.1 Project Location and Description .................................................................................. 3 2.2 Development Description ............................................................................................. 3 3 Existing site Conditions ....................................................................................................... 3 3.1 Existing Land Cover and Slopes .................................................................................. 3 3.2 NRCS Soils .................................................................................................................. 3 4 Post-Development Drainage ............................................................................................... 4 5 Methodologies .................................................................................................................... 4 5.1 Design Methodology .................................................................................................... 4 5.2 Storm Drain Piping ....................................................................................................... 4 5.3 Storm Water Retention Facilities .................................................................................. 4 5.4 Storm Water Overflow .................................................................................................. 5 6 Maintenance ....................................................................................................................... 5 7 Conclusions ........................................................................................................................ 5 List of Appendices Appendix A Vicinity Map Appendix B NRCS Soil Survey Appendix C Post-development Drainage Basins Appendix D Conveyance Calculations Appendix E StormTech Sizing Calculations Appendix F StormTech Maintenance Appendix G Groundwater Data Page 3 of 5 1 INTRODUCTION This summary report provides hydrologic and hydraulic calculations for sizing of detention storage facilities and other storm drainage structures for development of the West Park Block 1, Lot 1 located in Bozeman, Gallatin County, Montana. The information contained in this report summarizes the basis of design for necessary storm drainage improvements. The methodology and analysis procedures utilized in the design of the site storm water management improvements are based on the standards found in the City of Bozeman Design Standards and Specifications Policy with Addendum Numbers 1 thru 7, dated March 13, 2020 (City of Bozeman Public Works Department – Engineering Division). The purpose of the report and calculations is to demonstrate the following: - Post- development peak runoff does not exceed pre-construction (historic) conditions for the 10-year storm event - The 25-year peak runoff is conveyed to the underground storm drain facility - Storm water treatment is provided to intercept and contain sediment and floating debris on site, for eventual removal and disposal. 2 PROPOSED DEVELOPMENT 2.1 Project Location and Description The following is the legal description for the property. Lot 1 of Block 1 of the West Park Subdivision, Phase 6 J-694, located in the N ½ of Section 9, Township 2 South, Range 5 East, Principal Meridian, City of Bozeman, Gallatin County, Montana. The West Park, Block 1, Lot 1 development is a proposed 4.33 -acre multi-family neighborhood bordered by Lot 1 of Norton East Ranch Subdivision and Block 1, Open Space Lot 1, to the north, Block 1, Lot 2 to the east, Vaughn Drive to the south, and Laurel Parkway to the west.. This project is located within the City of Bozeman, Montana. See Appendix A for the vicinity map. 2.2 Development Description The West Park, Block 1, Lot 1 site is proposed to include four (4) 12-Plexes and three (3) 18-Plexes residential units. The property is zoned R-4. 3 EXISTING SITE CONDITIONS 3.1 Existing Land Cover and Slopes The existing property is primarily vacant, agricultural land. The existing slopes range from 0% to 4%, generally draining from south to north. 3.2 NRCS Soils Data on existing site soils is provided in the Gallatin County Area, Montana Soil Survey dated September 2, 2021 through Web Soil Survey (WSS) operated by the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS). According to information obtained from WSS, the Lot 1 contains two soil types – Hyalite- Beaverton Complex and Meadowcreek Loam. See Appendix A for the complete Soil Resource Report. Page 4 of 5 4 POST-DEVELOPMENT DRAINAGE Development will split the site into three basins: • Drainage from the South parking areas, south landscaping, and buildings will flow to a storage and infiltration stormwater system within the center parking stall • Drainage from building 18-Plex A and Northwest parking area will flow to a second storage and infiltration stormwater system within the center parking stall • Drainage from building 18-Plex C and Northeast parking areas will flow to a storage and infiltration stormwater system within the center parking stall 5 METHODOLOGIES This section documents the methodologies and assumptions used to conduct the storm water runoff analyses for the proposed development. Preliminary drainage plan methodology and analyses are based on the City of Bozeman’s Design Standards and Specifications Policy. 5.1 Design Methodology The storm water management system for the proposed development utilizes a system of curb, gutter, inlets, piping, and underground retention systems to collect, convey, and store storm water runoff. Summaries of runoff estimates, inlet and piping capacities, and retention volumes are provided in the sections that follow. 5.2 Storm Drain Piping The storm drain piping system for the proposed development is designed to convey flows from a 25-year storm. Provisions for overland flow of larger, less frequent storms up to the 100-year storm will be incorporated into the site grading. Calculations are provided for representative pipes as required to assure pipe size is adequate for all pipes; adequacy of other pipe sizes are evident based on the calculated sub-basin areas and flow rates for the representative pipes. The storm pipes are numbered in Appendix C and the conveyance calculations for these pipes are included in Appendix D. Design details are provided on the construction drawings. 5.3 Storm Water Retention Facilities West Park, Block 1, Lot 1 storm water runoff will be stored in three underground retention systems. The Rational Method for post-development conditions was used to size the retention systems for a 10-year, 2-hour storm intensity. Underground System #1 will be located within Basin 1 near the center of the site while Underground System #2 and Underground System #3 will be located in Basin 2 Northwest of the site and Basin 3 Northeast of the site, respectively. All three systems will utilized the same stormtech chamber assembly using ADS Strom Tech model SC-160LP. The installation of these units will include a stone foundation of a minimum of 4 inches below, and 6 inches above with the average cover above the chamber to 14 inches. The stone to be used for the stomtech installation will have a porosity of 40%. See Appendix E for ADS SC 160LP calculations and layout. Page 5 of 5 Below is table that summarizes the storage for each on-site drainage basin. Basin Intensity, i (in/hr) Total Area (acres) C Value Post-development Peak Runoff (cfs) Required Storage (CF) Proposed Storage (CF) 1 .41 3.01 0.67 0.83 5,976 6,105.2 2 .41 0.73 0.67 0.20 1,439 1,486.84 3 .41 0.61 0.64 0.16 1,149 1,218.31 5.4 Storm Water Overflow During larger events than what the 10 year, 2 hour storm volume can contain runoff will enter the underground retention systems and then overflow back to the lowest inlet in the system. Runoff will then be conveyed by surface drainage to the north end of the site towards the subdivision retention pond. 5.5 Site Groundwater Levels Groundwater levels beneath the proposed subdivision experience seasonal variations, but are generally quite high. Morrison-Maierle observed groundwater levels in 7 wells between March 24, 2021 and March 30, 2022. See complete groundwater data in Appendix G, including a map showing the locations of each well as well as a groundwater surface that was interpolated based on well measurements at the highest groundwater level on March 2, 2022. Due to the high groundwater, fill will be required in most areas to ensure storm water facilities are not inundated. The on-site underground retention systems are designed with the intent to separate the system bottom and seasonal high ground water. System #1 has a bottom elevation of 4781.5’ and the highest groundwater from the surface at the pond bottom is 4780.67’. System #2 has a pond bottom of 4782.13 with the highest groundwater being 4781.26’. System #3 has a bottom elevation of 4783.00 with the highest groundwater being 4782.80’. 6 MAINTENANCE Storm drain inlets, catch basins, and piping shall be inspected at least once per year and following large storm events. Any necessary repair or maintenance should be prioritized and scheduled through the spring, summer, and fall. These items may include inspecting for any damage, removing blockages, cleaning and flushing the length of pipes, establishing vegetation on bare slopes at or near inlets, and sediment removal. Stormtech chambers shall be maintained by the owner, according to the Advanced Drainage Systems maintenance guidelines, see Appendix F. 7 CONCLUSIONS Runoff from the development of West Park, Block 1, Lot 1 will be conveyed to underground Stormtech chambers which will provide storage and water quality treatment through infiltration. Parking lots, walkways, inlets, and pipes were designed in conformance with the current City of Bozeman Design standards. APPENDIX A © PROJECT NO. FIGURE NUMBER COPYRIGHT MORRISON-MAIERLE, INC.,2022 N:\10130\001.02 Site Plan\ACAD\Exhibits\Vicinity Map.dwg Plotted by rosie nickelson on Apr/19/2022 DRAWN BY: DSGN. BY: APPR. BY: DATE:engineers surveyors planners scientists MorrisonMaierle2880 Technology Blvd WestBozeman, MT 59718 406.587.0721 www.m-m.net 10130.001 EX-A WEST PARK, PHASE 1 VICINITY MAP BOZEMAN MONTANA BTB BTB JRN 04/2022 1,500 3,0000 SCALE IN FEET PROJECT LOCATIONHUFFINECOTTONWOODDURSTON OAK ST WEST BABCOCK APPENDIX B Soil Map—Gallatin County Area, Montana(West Park ) Natural ResourcesConservation Service Web Soil SurveyNational Cooperative Soil Survey 3/19/2022Page 1 of 35057600505790050582005058500505880050591005059400505970050576005057900505820050585005058800505910050594005059700489600489900490200490500490800491100491400491700492000492300492600492900 489600 489900 490200 490500 490800 491100 491400 491700 492000 492300 492600 492900 45° 41' 31'' N 111° 8' 6'' W45° 41' 31'' N111° 5' 19'' W45° 40' 15'' N 111° 8' 6'' W45° 40' 15'' N 111° 5' 19'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 12N WGS84 0 500 1000 2000 3000Feet 0 200 400 800 1200Meters Map Scale: 1:16,400 if printed on A landscape (11" x 8.5") sheet. 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 1:24,000. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation ServiceWeb 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: Gallatin County Area, MontanaSurvey Area Data: Version 25, 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: Aug 3, 2009—Nov 12, 2016 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—Gallatin County Area, Montana(West Park ) Natural ResourcesConservation Service Web Soil SurveyNational Cooperative Soil Survey 3/19/2022Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 53B Amsterdam silt loam, 0 to 4 percent slopes 90.8 6.7% 448A Hyalite-Beaverton complex, moderately wet, 0 to 2 percent slopes 192.5 14.1% 453B Amsterdam-Quagle silt loams, 0 to 4 percent slopes 27.7 2.0% 453C Amsterdam-Quagle silt loams, 4 to 8 percent slopes 16.9 1.2% 457A Turner loam, moderately wet, 0 to 2 percent slopes 153.1 11.2% 509B Enbar loam, 0 to 4 percent slopes 255.5 18.7% 510B Meadowcreek loam, 0 to 4 percent slopes 269.4 19.7% 511A Fairway silt loam, 0 to 2 percent slopes 25.8 1.9% 537A Lamoose silt loam, 0 to 2 percent slopes 230.2 16.9% 542A Blossberg loam, 0 to 2 percent slopes 7.1 0.5% 748A Hyalite-Beaverton complex, 0 to 4 percent slopes 95.4 7.0% Totals for Area of Interest 1,364.4 100.0% Soil Map—Gallatin County Area, Montana West Park Natural ResourcesConservation Service Web Soil SurveyNational Cooperative Soil Survey 3/19/2022Page 3 of 3 APPENDIX C UP UP M. BEDROOM101 BEDROOM102 BATH103 M. BATH104 LIVING ROOM105 KITCHEN106 BEDROOM107 M. BEDROOM108 M. BATH109 BATH110 KITCHEN111 LIVING ROOM112 LIVING ROOM113 KITCHEN114 M. BATH115 BATH116 M. BEDROOM117 BEDROOM118 KITCHEN119 LIVING ROOM120 BATH121 M. BATH122 BEDROOM123 M. BEDROOM124 STORAGE125 STORAGE126 RISER ROOM127 STORAGE128 UPUP M. BEDROOM101BEDROOM102BATH103M. BATH104LIVING ROOM105KITCHEN106 BEDROOM107M. BEDROOM108M. BATH109BATH110KITCHEN111LIVING ROOM112LIVING ROOM113KITCHEN114M. BATH115BATH116M. BEDROOM117BEDROOM118 KITCHEN119LIVING ROOM120BATH121M. BATH 122BEDROOM123M. BEDROOM124STORAGE125STORAGE126RISER ROOM127STORAGE128UP UP M. BEDROOM101 BEDROOM102 BATH103 M. BATH104 LIVING ROOM105 KITCHEN106 BEDROOM107 M. BEDROOM108 M. BATH109 BATH110 KITCHEN111 LIVING ROOM112 LIVING ROOM113 KITCHEN114 M. BATH115 BATH116 M. BEDROOM117 BEDROOM118 KITCHEN119 LIVING ROOM120 BATH121 M. BATH122 BEDROOM123 M. BEDROOM124 STORAGE125 STORAGE126 RISER ROOM127 STORAGE128 UPUP M. BEDROOM101 BEDROOM102BATH103 M. BATH104 LIVING ROOM105KITCHEN106 BEDROOM107M. BEDROOM108M. BATH109 BATH110KITCHEN111LIVING ROOM112LIVING ROOM113KITCHEN114M. BATH115BATH116M. BEDROOM117 BEDROOM118 KITCHEN119LIVING ROOM120BATH121M. BATH122 BEDROOM123M. BEDROOM124STORAGE125STORAGE126 RISER ROOM127 STORAGE128 UPUPM. BEDROOM101 BEDROOM102BATH103M. BATH104LIVING ROOM105KITCHEN106 BEDROOM107M. BEDROOM108 M. BATH109BATH110KITCHEN111 LIVING ROOM 112LIVING ROOM113KITCHEN114 M. BATH115BATH116 M. BEDROOM117BEDROOM118KITCHEN119LIVING ROOM120 BATH121 M. BATH122BEDROOM 123 M. BEDROOM124 STORAGE125STORAGE126RISER ROOM127STORAGE128 UPUPM. BEDROOM101BEDROOM102BATH103M. BATH 104LIVING ROOM105KITCHEN106 BEDROOM 107M. BEDROOM108M. BATH109 BATH110KITCHEN111LIVING ROOM112LIVING ROOM113KITCHEN 114 M. BATH115BATH116M. BEDROOM117BEDROOM118 KITCHEN119LIVING ROOM120BATH121 M. BATH122BEDROOM123 M. BEDROOM124 STORAGE125STORAGE126RISER ROOM127STORAGE128LAUREL PARKWAY VAUGHN DRIVE12-PLEX (A)12-PLEX (B)12-PLEX (C)12-PLEX (D)18-PLEX (B)18-PLEX (A)18-PLEX (C)OPENSPACEOPENSPACECOMPACTCOMPACTCOMPACTCOMPACTCOMPACTPBUP UP M. B EDR OOM101BEDRO OM102 BAT H103 M. BA TH104 LIVING R OOM105 KITC HE N 106BEDROOM107M. BED ROO M 108 M. BA TH109 BATH110 KITC HEN111 LIVIN G ROO M112 LIVI NG RO OM113KITCH E N 114 M. BATH115BAT H116 M. BE DRO OM117BEDR OOM118 KITC HEN119 LIVI NG RO OM120 BATH121 M. B AT H 122 BED ROO M123M. BE DRO OM124 STOR AGE125 STORA GE 126 RISE R ROOM 127 STOR AGE128 SDSDSD SD SD SD SD 12SDSSSS306015300SCALE IN FEETFIGURE NUMBER©PROJECT NO.DRAWN BY:DSGN. BY:APPR. BY:DATE:COPYRIGHT MORRISON-MAIERLE, INC.,2022N:\10130\001.02 Site Plan\ACAD\Exhibits\Fig 01 Post Development Drainage.dwg Plotted by rosie nickelson on Sep/16/2022engineers surveyors planners scientistsMorrisonMaierle2880 Technology Blvd WestBozeman, MT 59718406.587.0721www.m-m.net10130.002FIG 1WEST PARKBLOCK 1, LOT 1BOZEMANMONTANAPOSTDEVELOPMENT BASINCMSJRNJRN09/2022 POST-DEVELOPMENT MAJOR BASINS SUMMARYDESCRIPTION123Total Area = 3.01 acres 0.73 acres 0.61 acres10-Year Weighted Runoff Coefficient, Cw =0.670.670.6410-Year Time of Concentration, tc =5.0 min5.0 min5.0 min10-Year Peak Runoff Rate, Q-10 =0.83 cfs0.20 cfs0.16 cfs10-Year Peak Runoff Volume, R-10 =5,976 cf1,439 cf1,149 cfBASIN 1BASIN 2BASIN 3D2.112" HDPE @ 0.5% SLOPED3.112" HDPE @ 0.5% SLOPECURB INLET 3TBC: 4784.2112" INV OUT: 4781.61CURB INLET 4TBC: 4784.6912" INV OUT: 4782.24>>> >>>SDMH 3RIM: 4784.4112" INV IN: 4782.1312" INV OUT: 4782.13SDMH 2RIM: 4782.6212" INV IN: 4781.5012" INV OUT: 4781.5014 LF 12" HDPE@ 0.5% SLOPECURB INLET 2TBC: 85.8612" INV IN/OUT: 83.05CURB INLET 1TBC: 85.7712" INV OUT: 83.12SDMH 1GRATE: 85.3812" INV IN: 83.0012" INV OUT: 83.0010.5 LF 12" HDPE@ 0.5% SLOPE14 LF 12" HDPE@ 0.5% SLOPECURB INLET 1TBC: 85.7712" INV OUT: 83.1291.3 LF 12" HDPE@ 0.5% SLOPECURB INLET 6TBC: 86.9212" INV IN/OUT: 83.51 Lot A - West Park Conveyance Calculations (25-yr storm) MODIFIED RATIONAL METHOD Qp = C i A Qp = 25-yr peak runoff, cfs C = runoff coefficient i = 0.78(Tc/60)-0.64 (Bozeman IDF curve) Tc = time of concentration, minutes A = Area, acres Basin Name Area1 CTcQpipe-25 yr2 Pipe Dia. Pipe Slope Capacity3 Basin Pipe1 D1.1 1.41 0.67 5.00 3.61 12"1.0% 3.671 D1.2 3.01 0.67 5.00 7.72 12"4.5% 7.792 D2.1 0.49 0.66 5.00 1.24 12"0.5%2.63 D3.1 0.35 0.68 5.00 0.91 12"0.5%2.6 FOOTNOTES: 1. Contributing drainage area (conservatively high in some cases) 2.Qpipe is the total 25-year peak runoff (direct surface runoff plus flows from upstream pipes) to the pipe draining the indicated structure/flow entry point. Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Apr 19 2022 12 IN @ 1.00% Slope - 25 Year Storm CircularDiameter (ft) = 1.00 Invert Elev (ft) = 100.00Slope (%)= 1.00 N-Value = 0.013 CalculationsCompute by:Q vs Depth No. Increments = 20 HighlightedDepth (ft)= 0.85 Q (cfs)= 3.674Area (sqft)= 0.71Velocity (ft/s)= 5.16Wetted Perim (ft) = 2.35 Crit Depth, Yc (ft) = 0.82Top Width (ft)= 0.71EGL (ft)= 1.26 0 1 2 3 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Apr 19 2022 12 IN @ 4.50% Slope - 25 Year Storm CircularDiameter (ft) = 1.00 Invert Elev (ft) = 100.00Slope (%)= 4.50 N-Value = 0.013 CalculationsCompute by:Q vs Depth No. Increments = 20 HighlightedDepth (ft)= 0.85 Q (cfs)= 7.794Area (sqft)= 0.71Velocity (ft/s)= 10.94Wetted Perim (ft) = 2.35 Crit Depth, Yc (ft) = 0.99Top Width (ft)= 0.71EGL (ft)= 2.71 0 1 2 3 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Apr 19 2022 12 IN @ 0.50% Slope - 25 Year Storm CircularDiameter (ft) = 1.00 Invert Elev (ft) = 100.00Slope (%)= 0.50 N-Value = 0.013 CalculationsCompute by:Q vs Depth No. Increments = 20 HighlightedDepth (ft)= 0.85 Q (cfs)= 2.598Area (sqft)= 0.71Velocity (ft/s)= 3.65Wetted Perim (ft) = 2.35 Crit Depth, Yc (ft) = 0.69Top Width (ft)= 0.71EGL (ft)= 1.06 0 1 2 3 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) APPENDIX D RATIONAL METHOD FOR ANALYSIS OF STORM WATER RETENTION West Park, Lot A | BASIN 1 - Post-Development - 10 Year Design Storm Frequency Design Storm Frequency =Year Input values for runoff coefficients from appropriate tables. 1Weighted runoff coefficient, Cwd = ΣCjAj / Σaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Calculation of Storm Water Runoff Flow Rate: Q = Storm Water Runoff Flow Rate (cfs)i = Rainfall Intensity (in/hr) Cwd = Weighted Runoff Coefficient A = Storm Drainage Basin Area (acres) Storm Drainage Basin Weighted Runoff Coefficient, Cwd = Rainfall Intensity, i =in/hr (10-year, 2-hour Design Storm) Storm Drainage Basin Area, A =acres Basin Design Peak Flow, Qp =cfs Calculation of Required Retention Volume: Q = Storm Water Runoff Flow Rate (cfs) V = Required Retention Volume (cf) Storm Drainage Basin Runoff Flow Rate, Q =cfs Basin Required Retention Volume, V =cf 10 (Enter WQual, 2, 5, 10, 25, 50, or 100) DRAINAGE BASIN CHARACTERISTICS Weighted Adjusted Runoff Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Runoff Runoff Frequency Coefficient Description (ft2)(acres)C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Hard Surface (front parking area)89,112 2.046 0.90 1.841 0.67 1.00 0.67 2.035 Landscaping 42,212 0.969 0.20 0.194 2.035 BASIN RETENTION VOLUME ANALYSIS 0.67 0.41 3.015 0.83 0.67 Totals 131,324 3.015 2.035 0.83 5,975.87 𝑄𝑄=𝐶𝐶𝑤𝑤𝑤𝑤𝑖𝑖𝑖𝑖 𝑉𝑉=7200𝑄𝑄 N:\10130\001.02 Site Plan\04 Design\Calcs\Civil-Storm\2022.04.14\Ration Method West Park Calcs.xlsx Page 1 of 3 Printed: 5/3/2022 - 12:41 PM RATIONAL METHOD FOR ANALYSIS OF STORM WATER RETENTION West Park, Lot A | BASIN 2 - Post-Development - 10 Year Design Storm Frequency Design Storm Frequency =Year Input values for runoff coefficients from appropriate tables. 1Weighted runoff coefficient, Cwd = ΣCjAj / Σaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Calculation of Storm Water Runoff Flow Rate: Q = Storm Water Runoff Flow Rate (cfs)i = Rainfall Intensity (in/hr) Cwd = Weighted Runoff Coefficient A = Storm Drainage Basin Area (acres) Storm Drainage Basin Weighted Runoff Coefficient, Cwd = Rainfall Intensity, i =in/hr (10-year, 2-hour Design Storm) Storm Drainage Basin Area, A =acres Basin Design Peak Flow, Qp =cfs Calculation of Required Retention Volume: Q = Storm Water Runoff Flow Rate (cfs) V = Required Retention Volume (cf) Storm Drainage Basin Runoff Flow Rate, Q =cfs Basin Required Retention Volume, V =cf 0.20 1,432.03 0.488 BASIN RETENTION VOLUME ANALYSIS 0.68 0.41 0.715 0.20 Totals 31,129 0.715 0.488 0.68 0.488 C' x A Hard Surface (back, sides parking)21,452 0.492 0.90 0.443 0.68 1.00 0.68 Landscaping 9,677 0.222 0.20 0.044 Description (ft2)(acres)C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Runoff Runoff Frequency Coefficient 10 (Enter WQual, 2, 5, 10, 25, 50, or 100) DRAINAGE BASIN CHARACTERISTICS Weighted Adjusted Runoff 𝑄𝑄=𝐶𝐶𝑤𝑤𝑤𝑤𝑖𝑖𝑖𝑖 𝑉𝑉=7200𝑄𝑄 N:\10130\001.02 Site Plan\04 Design\Calcs\Civil-Storm\2022.04.14\Ration Method West Park Calcs.xlsx Page 2 of 3 Printed: 5/3/2022 - 12:41 PM RATIONAL METHOD FOR ANALYSIS OF STORM WATER RETENTION West Park, Lot A | BASIN 3 - Post-Development - 10 Year Design Storm Frequency Design Storm Frequency =Year Input values for runoff coefficients from appropriate tables. 1Weighted runoff coefficient, Cwd = ΣCjAj / Σaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Calculation of Storm Water Runoff Flow Rate: Q = Storm Water Runoff Flow Rate (cfs)i = Rainfall Intensity (in/hr) Cwd = Weighted Runoff Coefficient A = Storm Drainage Basin Area (acres) Storm Drainage Basin Weighted Runoff Coefficient, Cwd = Rainfall Intensity, i =in/hr (10-year, 2-hour Design Storm) Storm Drainage Basin Area, A =acres Basin Design Peak Flow, Qp =cfs Calculation of Required Retention Volume: Q = Storm Water Runoff Flow Rate (cfs) V = Required Retention Volume (cf) Storm Drainage Basin Runoff Flow Rate, Q =cfs Basin Required Retention Volume, V =cf 10 (Enter WQual, 2, 5, 10, 25, 50, or 100) DRAINAGE BASIN CHARACTERISTICS Weighted Adjusted Runoff Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Runoff Runoff Frequency Coefficient Description (ft2)(acres)C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Hard Surface (back, sides parking)16,790 0.385 0.90 0.347 0.66 1.00 0.66 0.387 Landscaping 8,808 0.202 0.20 0.040 0.387 BASIN RETENTION VOLUME ANALYSIS 0.66 0.41 0.588 0.16 0.66 Totals 25,597 0.588 0.387 0.16 1,137.43 𝑄𝑄=𝐶𝐶𝑤𝑤𝑤𝑤𝑖𝑖𝑖𝑖 𝑉𝑉=7200𝑄𝑄 N:\10130\001.02 Site Plan\04 Design\Calcs\Civil-Storm\2022.04.14\Ration Method West Park Calcs.xlsx Page 3 of 3 Printed: 5/3/2022 - 12:41 PM APPENDIX E User Inputs Chamber Model: SC-160LP Outlet Control Structure: No Project Name: West Park Engineer: N/A Project Location: Montana Measurement Type: Imperial Required Storage Volume: 5976 cubic ft. Stone Porosity: 40% Stone Foundation Depth: 6 in. Stone Above Chambers: 6 in. Average Cover Over Chambers: 14 in. Design Constraint Dimensions:(121 ft. x 58 ft.) Results System Volume and Bed Size Installed Storage Volume: 6195.87 cubic ft. Storage Volume Per Chamber: 6.85 cubic ft. Number Of Chambers Required: 356 Number Of End Caps Required: 102 Chamber Rows: 51 Maximum Length:56.42 ft. Maximum Width: 108.25 ft. Approx. Bed Size Required: 5915.89 square ft. System Components Amount Of Stone Required: 347.90 cubic yards Volume Of Excavation (Not Including Fill): 438.21 cubic yards Non-woven Geotextile Required (ex- cluding Isolator Row): 1665.39 square yards Non-woven Geotextile Required (Iso- lator Row): 0 square yards Total Non-woven Geotextile Required:1665.39 square yards Woven Geotextile Required (excluding Isolator Row): 145 square yards Woven Geotextile Required (Isolator Row): 26.82 square yards Total Woven Geotextile Required:171.82 square yards User Inputs Chamber Model: SC-160LP Outlet Control Structure: No Project Name: West Park Engineer: N/A Project Location: Montana Measurement Type: Imperial Required Storage Volume: 1432 cubic ft. Stone Porosity: 40% Stone Foundation Depth: 6 in. Stone Above Chambers: 6 in. Average Cover Over Chambers: 14 in. Design Constraint Dimensions:(31.17 ft. x 50 ft.) Results System Volume and Bed Size Installed Storage Volume: 1515.62 cubic ft. Storage Volume Per Chamber: 6.85 cubic ft. Number Of Chambers Required: 84 Number Of End Caps Required: 28 Chamber Rows: 14 Maximum Length:48.71 ft. Maximum Width: 31.17 ft. Approx. Bed Size Required: 1462.97 square ft. System Components Amount Of Stone Required: 87.06 cubic yards Volume Of Excavation (Not Including Fill): 108.37 cubic yards Non-woven Geotextile Required (ex- cluding Isolator Row): 432.73 square yards Non-woven Geotextile Required (Iso- lator Row): 0 square yards Total Non-woven Geotextile Required:432.73 square yards Woven Geotextile Required (excluding Isolator Row): 25 square yards Woven Geotextile Required (Isolator Row): 23.02 square yards Total Woven Geotextile Required:48.02 square yards User Inputs Chamber Model: SC-160LP Outlet Control Structure: No Project Name: West Park Engineer: N/A Project Location: Montana Measurement Type: Imperial Required Storage Volume: 1138 cubic ft. Stone Porosity: 40% Stone Foundation Depth: 6 in. Stone Above Chambers: 6 in. Average Cover Over Chambers: 14 in. Design Constraint Dimensions:(23 ft. x 59 ft.) Results System Volume and Bed Size Installed Storage Volume: 1285.58 cubic ft. Storage Volume Per Chamber: 6.85 cubic ft. Number Of Chambers Required: 70 Number Of End Caps Required: 20 Chamber Rows: 10 Maximum Length:55.74 ft. Maximum Width: 22.83 ft. Approx. Bed Size Required: 1247.34 square ft. System Components Amount Of Stone Required: 74.64 cubic yards Volume Of Excavation (Not Including Fill): 92.40 cubic yards Non-woven Geotextile Required (ex- cluding Isolator Row): 374.53 square yards Non-woven Geotextile Required (Iso- lator Row): 0 square yards Total Non-woven Geotextile Required:374.53 square yards Woven Geotextile Required (excluding Isolator Row): 25 square yards Woven Geotextile Required (Isolator Row): 26.82 square yards Total Woven Geotextile Required:51.82 square yards APPENDIX E StormTech® Chamber Systems for Stormwater Management SC-160LP, SC-310, SC-740 & DC-780 Design Manual 1 Table of Contents 1.0 Introduction............................................................................2 2.0 Product Information ....................................................................3 3.0 Structural Capabilities ..................................................................15 4.0 Foundation for Chambers...............................................................17 5.0 Cumulative Storage Volume .............................................................20 6.0 Required Materials/Row Separation......................................................22 7.0 Inletting the Chambers .................................................................23 8.0 Outlets for Chambers ..................................................................26 9.0 Other Considerations...................................................................27 10.0 System Sizing ..........................................................................28 11.0 Detail Drawings........................................................................29 12.0 Inspection and Maintenance ............................................................30 13.0 General Notes .........................................................................32 14.0 StormTech Product Specifications........................................................33 15.0 Chamber Specifications for Contract Documents ..........................................34 * For MC-3500 and MC-7200 designs, please refer to the MC-3500/MC-7200 Design Manual. The StormTech Technical Services Department assists design professionals in specifying StormTech storm water systems. This assistance includes the layout of chambers to meet the engineer’s volume requirements and the connections to and from the chambers. The Technical Department can also assist converting and cost engineering projects currently specified with ponds, pipe, concrete and other manufactured storm water detention/retention products. Please note that it is the responsibility of the design engineer to ensure that the chamber bed layout meets all design requirements and is in compliance with applicable laws and regulations governing this project. This manual is exclusively intended to assist engineers in the design of subsurface stormwater systems using StormTech chambers. SHEETOFDATE:PROJECT #:DRAWN:CHECKED:THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATERESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS.4640 TRUEMAN BLVDHILLIARD, OH 430262 54/30/21678910ALIALISC-740 CHAMBEREXAMPLE LAYOUTDATEDRWN CHKDDESCRIPTION0015'30'StormTechChamber System888-892-2694 | WWW.STORMTECH.COM®NOTES·MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZINGGUIDANCE.·DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BENECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD.·THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBERCOVER REQUIREMENTS ARE MET.·THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARINGCAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL ANDPROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASEDONCE THIS INFORMATION IS PROVIDED. 15" ADS N-12 BOTTOM CONNECTIONINVERT 1.3" ABOVE CHAMBER BASE(SEE NOTES) 15" X 15" ADS N-12 TOP MANIFOLDINVERT 9.0" ABOVE CHAMBER BASE(SEE NOTES) INSPECTION PORTPROPOSED STRUCTURE W/ELEVATED BYPASS MANIFOLDMAXIMUM INLET FLOW 8.4 CFS(DESIGN BY ENGINEER / PROVIDED BY OTHERS) PROPOSED OUTLET CONTROL STRUCTUREMAXIMUM OUTLET FLOW 5.4 CFS(DESIGN BY ENGINEER / PROVIDED BY OTHERS) ISOLATOR ROW PLUS(SEE DETAIL ) PLACE MINIMUM 12.5' OF ADSPLUS125 WOVEN GEOTEXTILE OVERBEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOURPROTECTION AT ALL CHAMBER INLET ROWS PROPOSED LAYOUT90STORMTECH SC-740 CHAMBERS12 STORMTECH SC-740 END CAPS6STONE ABOVE (in)6 STONE BELOW (in)40 % STONE VOID7472INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 3565 SYSTEM AREA (ft²)298 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS189.64 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 183.64 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC)183.14 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC)183.14 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT)183.14 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT)182.14 TOP OF STONE181.64 TOP OF SC-740 CHAMBER179.89 15" TOP MANIFOLD INVERT179.25 15" BOTTOM MANIFOLD/CONNECTION INVERT179.15 24" ISOLATOR ROW PLUS CONNECTION INVERT179.14 BOTTOM OF SC-740 CHAMBER178.64 BOTTOM OF STONE 24" PREFABRICATED END CAP, PART# SC740EPE24BRTYP OF ALL SC-740 24" ISOLATOR ROW PLUS CONNECTIONS 15" X 15" ADS N-12 BOTTOM MANIFOLDINVERT 1.3" ABOVE CHAMBER BASE(SEE NOTES) 118.82' 108.36'30.00'28.00' 2 1.1 Introduction StormTech stormwater management systems allow storm water professionals to create more profitable, environmentally sound developments. Compared with other subsurface systems, StormTech systems offer lower overall installed cost, superior design flexibility and enhanced performance. Applications include commercial, residential, agricultural and highway drainage. StormTech has invested over $10 million and many years in the development of StormTech chambers. These innovative products exceed the rigorous requirements of the standards governing the design of thermoplastic structures. 1.2 Gold Standard in Stormwater Management The advanced designs of StormTech chambers were created by implementing an aggressive research, development, design and manufacturing protocol. StormTech chamber products establish the new gold standard in stormwater management through: • Collaborations with experts in the field of buried plastic structures and polyolefin materials • The development and utilization of new testing methods and proprietary test methods • The use of thermoformed prototypes to verify engineering models, perform in-ground testing and install observation sites • The investment in custom-designed, injection molding equipment • The utilization of polypropylene and polyethylene as manufacturing materials • The design of molded-in features not possible with traditional thermoformed chambers Section 3.0 of this design manual, Structural Capabilities, provides a detailed description of the research, development and design process. Many of StormTech’s unique chamber features can benefit a site developer, stormwater system designer, and installer. Where applicable, StormTech Product Specifications are referenced throughout this design manual. If StormTech’s unique product benefits are important to a stormwater system design, consider including the applicable StormTech Product Specifications on the site plans. This can prevent substitutions with inferior products. Refer to Section 14.0, StormTech Product Specifications. 1.3 Product Quality and Design to International Standards StormTech chambers are designed to meet the full scope of design requirements of Section 12.12 of the AASHTO LRFD Bridge Design Specifications and produced to the requirements of the American Society of Testing Materials (ASTM) International specifications F2418 (polypropylene chambers) and F2922 (polyethylene chambers). StormTech chambers provide the full AASHTO safety factors for live loads and permanent earth loads. The two ASTM standards mentioned previously are linked to the AASHTO LRFD Bridge Design Specifications Section 12.12 design standard. Both ASTM standards require that the safety factors included in the AASHTO guidance are achieved as a prerequisite to meeting either ASTM F2418 or ASTM F2922. StormTech chambers are also designed in accordance with ASTM F2787, Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection Chambers which provides specific guidance on how to design thermoplastic chambers in accordance with AASHTO Section 12.12. These standards provide both the assurance of product quality and safe structural design. For non-proprietary specifications for public bids that ensure high product quality and safe design, consider including the specification in Section 15.0 Chamber Specifications for Contract Documents. 1.4 Technical Support for Plan Reviews StormTech’s in-house technical support staff is available to review proposed plans that incorporate StormTech chamber systems. They are also available to assist with plan conversions from existing products to StormTech. Not all plan sheets are necessary for StormTech’s review. Required sheets include plan view sheet(s) with design contours, cross sections of the stormwater system including catch basins and drainage details. When specifying StormTech chambers it is recommended that the following items are included in project plans: StormTech chamber system General Notes, applicable StormTech chamber illustrations and StormTech chamber system Product Specifications. These items are available in various formats and can be obtained by contacting StormTech at 1-860-529-8188 or may be downloaded at www.stormtech.com. StormTech’s plan review is limited to the sole purpose of determining whether plans meet StormTech chamber systems’ minimum requirements. It is the ultimate responsibility of the design engineer to assure that the stormwater system’s design is in full compliance with all applicable laws and regulations. StormTech products must be designed and installed in accordance with StormTech’s minimum requirements. Send Plans to: E-mail: info@stormtech.com. 1.0 Introduction 3 2.0 Product Information 2.1 Product Applications StormTech chamber systems may function as stormwater detention, retention, first-flush storage, or some combination of these. The StormTech chambers can be used for commercial, municipal, industrial, recreational, and residential applications especially for installations under parking lots and commercial roadways. One of the key advantages of the StormTech chamber system is its design flexibility. Chambers may be configured into beds or trenches of various sizes or shapes. They can be centralized or decentralized, and fit on nearly all sites. Chamber lengths enhance the ability to develop on both existing and pre-developed projects. The systems can be designed easily and efficiently around utilities, natural or man-made structures and any other limiting boundaries. 2.2 Chambers for Stormwater Detention Chamber systems have been used effectively for storm water detention for over 15 years. A detention system temporarily holds water while it is released at a defined rate through an outlet. While some infiltration may occur in a detention system, it is often considered an environmental benefit and a storage safety factor. Over 70% of StormTech’s installations are non-watertight detention systems. There are only a few uncommon situations where a detention system might need to limit infiltration: the subgrade soil’s bearing capacity is significantly affected by saturation such as with expansive clays or karst soils, and; in sensitive aquifer areas where the depth to groundwater does not meet local guidelines. Adequate pretreatment could eliminate concerns for the latter case. A thermoplastic liner may be considered for both situations to limit infiltration. 2.3 Stone Porosity Assumption A StormTech chamber system requires the application of clean, crushed, angular stone below, between and above the chambers. This stone serves as a structural component while allowing conveyance and storage of stormwater. Storage volume examples throughout this Design Manual are calculated with an assumption that the stone has an industry standard porosity of 40%. Actual stone porosity may vary. Contact StormTech for information on calculating storm water volumes with varying stone porosity assumptions. 2.4 Chamber Selection Primary considerations when selecting between the SC-160LP, SC-310, SC-740 and DC-780 chambers are the depth to restrictive layer, available area for subsurface storage, cover height and outfall restrictions. StormTech systems can be integrated into retrofit and new construction projects. The StormTech SC-160LP chamber shown on page 4 is the smallest of the chamber family and has been optimized to fit in the shallowest of applications. This extra low profile chamber allows for storage of 1.01 ft3/ft2 (0.3m3/m2) [minimum] of storage. The StormTech SC-310 chamber shown on page 6 is ideal for systems requiring low-rise and wide- span solutions. This low profile chamber allows the storage of large volumes, 1.3 ft3/ft2 (0.40 m3/m2) [minimum], at minimum depths. Like the Stormtech SC-310, the StormTech SC-310-3 found on page 8 allows for a design option for sites with both limited cover and limited space. With only 3 of spacing between the chambers, the SC-310-3 still provides 1.3 ft3/ft2 (0.40 m3/m2) [minimum] of storage. The StormTech SC-740 chamber shown on page 10 optimizes storage volumes in relatively small footprints. By providing 2.2 ft3/ft2 (0.67 m3/m2) [minimum] of storage, the SC-740 chambers can minimize excavation, backfill and associated costs. The DC-780 chamber shown on page 12 has been developed for those applications which exceed the maximum 8 ft (2.44 m) burial depth of the SC-740 and SC-310 chambers. The DC-780 is a modified version of the SC-740 allowing it to reach a maximum burial depth of 12 ft (3.66 m). The design of the DC-780 chamber, like other StormTech chambers, is designed and manufactured in accordance with the AASHTO LRFD Bridge Design Specifications as well as ASTM F 2418 and ASTM F 2787 ensuring structural adequacy for deeper systems. The end corrugations of the DC-780 chamber have not been modified in order to allow connections to the SC-740 chamber. This will allow hybrid systems utilizing both chambers in one system design. 4 SC-160LP Chamber SC-160LP Chamber (not to scale) Nominal Specifications Size (LxWxH)85.4” x 25.0” x 12.0” (2170 x 635 x 305 mm) Chamber Storage 6.85 ft3 (0.19 m3) Min. Installed Storage*15.0 ft3 (0.42 m3) Weight 24.0 lbs. (10.9 kg) *Assumes 6 (150 mm) stone above, 4 (100 mm) below and stone between chambers with 40% stone porosity The installed chamber system shall provide the load factors specified in the aashto lrfd bridge design specifications section 12.12 for earth and live loads, with consideration for impact and multiple Vehicle presences. 14"(350 mm)MIN* 10'(3.0 m)MAX 6" (150 mm)MIN 12" (300 mm) MIN 25"(635 mm)12" (300 mm)TYP DEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 4" (100 mm) MINWITH GEOGRID BX124GG 12"(300 mm) *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 20" (510 mm). SC-160LPEND CAP NO SPACING REQUIREDBETWEEN CHAMBERS SINGLE LAYER OF GEOGRID BX124GG TO BE INSTALLEDBETWEEN NON WOVEN GEOTEXTILE AND BASE STONE PERIMETER STONE EXCAVATION WALL(CAN BE SLOPEDOR VERTICAL) SITE DESIGN ENGINEER IS RESPONSIBLE FORTHE ENSURING THE REQUIRED BEARINGCAPACITY OF SUBGRADE SOILS PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER) CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTICCORRUGATED WALL STORMWATER COLLECTION CHAMBERS". GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35%FINES, COMPACT IN 6" (150 mm) MAX LIFTS TO 95% PROCTORDENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. ADS GEOSYTHETICS 601T NON-WOVENGEOTEXTILE ALL AROUND CLEAN, CRUSHED,ANGULAR EMBEDMENT STONE CHAMBERS SHALL MEET THE REQUIREMENTS FORASTM F2418 POLYPROPLENE (PP) CHAMBERSOR ASTM F2922 POLYETHYLENE (PE) CHAMBERS EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULARSTONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #57 Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots, thus maximizing land usage for commercial and municipal applications. StormTech chambers can also be used in conjunction with Green Infrastructure, thus enhancing the performance and extending the service life of these practices. The SC-160LP chamber was developed for infiltration and detention in shallow cover applications • Only 14” (350 mm) required from top of chamber to bottom of pavement • Only 12” (300 mm) tall • Installs toe to toe—no additional spacing between rows Shipping 132 chambers/pallet 144 end caps/pallet 12 pallets/truck 5 SC-160LP Cumulative Storage Volumes per chamber Assumes 40% Stone Porosity. Calculations are based upon a 4” (100 mm) Stone Base Under Chambers. Note: Add 0.49 ft3 (0.014 m3) of storage for each additional inch (25 mm) of stone foundation. Depth of Water in System in. (mm) Cumulative Chamber Storage ft3 (m3) Total System Cumulative Storage ft3 (m3) 22 (559)6.85 (0.194)14.98 (0.424) 21 (533)6.85 (0.194)14.49 (0.410) 20 (508)6.85 (0.194)14.00 (0.396) 19 (483)6.85 (0.194)13.50 (0.382) 18 (457)6.85 (0.194)13.01 (0.368) 17 (432)6.85 (0.194)12.51 (0.354) 16 (406)6.85 (0.194)12.02 (0.340) 15 (381)6.80 (0.193) 11.49 (0.325) 14 (356)6.67 (0.189)10.92 (0.309) 13 (330)6.38 (0.181)10.25 (0.290) 12 (305)5.94 (0.168)9.49 (0.269) 11 (279)5.40 (0.153)8.67 (0.246) 10 (254)4.78 (0.135)7.81 (0.221) 9 (229)4.10 (0.116)6.91 (0.196) 8 (203)3.36 (0.095)5.97 (0.169) 7 (178)2.58 (0.073)5.01 (0.142) 6 (152)1.76 (0.050)4.02 (0.114) 5 (127)0.89 (0.025)3.01 (0.085) 4 (102)0 (0)1.98 (0.056) 3 (76)0 (0)1.48 (0.042) 2 (51)0 (0)0.99 (0.028) 1 (25)0 (0)0.49 (0.014) Stone Foundation Stone Cover TONS (yds3)Stone Foundation Depth 4 6 8 SC-160LP 1.1 (0.8)1.2 (0.9) 1.3 (0.9) KILOGRAMS (m3)100 mm 150 mm 200 mm SC-160LP 952 (0.7)1,074 (0.8)1,197 (0.8) Note: Assumes 6 (150 mm) of stone above and only embedment stone between chambers. Amount of Stone Per Chamber Yards3 (m3)Stone Foundation Depth 4 (100)8 (200)12 (300) SC-160LP 1.4 (1.1) 1.6 (1.2) 1.8 (1.3) Note: Assumes no row separation and 14 (350 mm) of cover. The volume of excavation will vary as depth of cover increases. Volume Excavation Per Chamber yd3 (m3) 6 SC-310 Chamber SC-310 Chamber (not to scale) Nominal Specifications Size (Lx W x H)85.4” x 34.0” x 16.0” (2170 x 864 x 406 mm) Chamber Storage 14.7 ft3 (0.42 m3) Min. Installed Storage*31.0 ft3 (0.88 m3) Weight 37.0 lbs (16.8 kg) *Assumes 6 (150 mm) stone above, below and between chambers and 40% stone porosity. The installed chamber system shall provide the load factors specified in the aashto lrfd bridge design specifications section 12.12 for earth and live loads, with consideration for impact and multiple VEhicle presences. 18"(450 mm) MIN* 8'(2.4 m)MAX 6" (150 mm)MIN 12" (300 mm) MIN 12" (300 mm) TYP34" (865 mm)6"(150 mm) MIN 16"(405 mm) DEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 6" (150 mm) MIN SC-310END CAP PERIMETER STONE EXCAVATION WALL(CAN BE SLOPEDOR VERTICAL) *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). SITE DESIGN ENGINEER IS RESPONSIBLE FORTHE ENSURING THE REQUIRED BEARINGCAPACITY OF SUBGRADE SOILS PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER) CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTICCORRUGATED WALL STORMWATER COLLECTION CHAMBERS". GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35%FINES, COMPACT IN 6" (150 mm) MAX LIFTS TO 95% PROCTORDENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. ADS GEOSYTHETICS 601T NON-WOVENGEOTEXTILE ALL AROUND CLEAN, CRUSHED,ANGULAR EMBEDMENT STONE CHAMBERS SHALL MEET THE REQUIREMENTS FORASTM F2418 POLYPROPLENE (PP) CHAMBERSOR ASTM F2922 POLYETHYLENE (PE) CHAMBERS EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULARSTONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #57 Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots, thus maximizing land usage for private (commercial) and public applications. StormTech chambers can also be used in conjunction with Green Infrastructure, thus enhancing the performance and extending the service life of these practices. Shipping 41 chambers/pallet 108 end caps/pallet 18 pallets/truck 7 SC-310 Cumulative Storage Volumes per Chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 6 (150 mm) Stone Base Under Chambers. Note: Add 0.79 ft3 (0.022 m3) of storage for each additional inch. (25 mm) of stone foundation. ft3 (m3) Bare Chamber Storage ft3 (m3) Chamber and Stone Foundation Depth in. (mm) 6 (150)12 (300)18 (450) SC-310 14.7 (0.4)31.0 (0.9)35.7 (1.0)40.4 (1.1) TONS (yds3)Stone Foundation Depth 6”12”18” SC-310 2.1 (1.5)2.7 (1.9)3.4 (2.4) KILOGRAMS (m3)150 mm 300 mm 450 mm SC-310 1,830 (1.1)2,490 (1.5) 2,990 (1.8) Note: Assumes 6 (150 mm) of stone above, and between chambers. Storage Volume Per Chamber Amount of Stone Per Chamber yd3 (m3)Stone Foundation Depth 6 (150 mm)12 (300 mm) 18 (450 mm) SC-310 2.9 (2.2)3.4 (2.6)3.8 (2.9) Note: Assumes 6 (150 mm) of row separation and 18” (450 mm) of cover. The volume of excavation will vary as the depth of the cover increases. Volume Excavation Per Chamber Note: Assumes 6 (150 mm) of stone above chambers, 6” (150 mm) row spacing and 40% stone porosity. Depth of Water in System Inches (mm) Cumulative Chamber Storage ft3 (m3) Total System Cumulative Storage ft3 (m3) 28 (711)14.70 (0.416)31.00 (0.878) 27 (686)14.70 (0.416)30.21 (0.855) 26 (680)14.70 (0.416)29.42 (0.833) 25 (610)14.70 (0.416)28.63 (0.811) 24 (609)14.70 (0.416)27.84 (0.788) 23 (584)14.70 (0.416)27.05 (0.766) 22 (559)14.70 (0.416)26.26 (0.748) 21 (533)14.64 (0.415)25.43 (0.720) 20 (508)14.49 (0.410)24.54 (0.695) 19 (483)14.22 (0.403)23.58 (0.668) 18 (457)13.68 (0.387)22.47 (0.636) 17 (432)12.99 (0.368)21.25 (0.602) 16 (406)12.17 (0.345)19.97 (0.566) 15 (381)11.25 (0.319)18.62 (0.528) 14 (356)10.23 (0.290)17.22 (0.488) 13 (330)9.15 (0.260)15.78 (0.447) 12 (305)7.99 (0.227)14.29 (0.425) 11 (279)6.78 (0.192)12.77 (0.362) 10 (254)5.51 (0.156)11.22 (0.318) 9 (229)4.19 (0.119)9.64 (0.278) 8 (203)2.83 (0.081)8.03 (0.227) 7 (178)1.43 (0.041) 6.40 (0.181) 6 (152)0 4.74 (0.134) 5 (127)0 3.95 (0.112) 4(102)0 3.16 (0.090) 3 (76)0 2.37 (0.067) 2 (51)0 1.58 (0.046) 1 (25)0 0.79 (0.022) Stone Foundation Stone Cover 8 SC-310-3 Chamber SC-310-3 Chamber (not to scale) Nominal Specifications Size (Lx W x H)85.4” x 34.0” x 16.0” (2,170 x 864 x 406 mm) Chamber Storage 14.7ft3 (0.42 m3) Min. Installed Storage*29.3 ft3 (0.83 m3) Weight 37.0 lbs (16.8 kg) *Assumes 6 (150 mm) stone above and below chambers, 3 (76 mm) row spacing and 40% stone porosity. The installed chamber system shall provide the load factors specified in the aashto lrfd bridge design specifications section 12.12 for earth and live loads, with consideration for impact and multiple vehicle presences. 16"(405 mm) MIN* 8'(2.4 m)MAX 6" (150 mm)MIN 12" (300 mm) MIN 12" (300 mm) TYP34" (865 mm)(75 mm) MIN 16"(405 mm) DEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 6" (150 mm) MIN SC-310END CAP PERIMETER STONE EXCAVATION WALL(CAN BE SLOPEDOR VERTICAL) *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). SITE DESIGN ENGINEER IS RESPONSIBLE FORTHE ENSURING THE REQUIRED BEARINGCAPACITY OF SUBGRADE SOILS PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER) CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTICCORRUGATED WALL STORMWATER COLLECTION CHAMBERS". GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35%FINES, COMPACT IN 6" (150 mm) MAX LIFTS TO 95% PROCTORDENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. ADS GEOSYTHETICS 601T NON-WOVENGEOTEXTILE ALL AROUND CLEAN, CRUSHED,ANGULAR EMBEDMENT STONE CHAMBERS SHALL MEET THE REQUIREMENTS FORASTM F2418 POLYPROPLENE (PP) CHAMBERSOR ASTM F2922 POLYETHYLENE (PE) CHAMBERS EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULARSTONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #57 The proven strength and durability of the SC-310-3 Chamber allows for a design option for sites where limited cover, limited space, high water table and escalated aggregate cost are a factor. The SC-310-3 has a minimum cover requirement of 16 (400 mm) to bottom of flexible pavement and reduces the spacing requirement between chambers by 50% to 3 (76 mm). This provides a reduced footprint overall, reduces aggregate needed, and allows the designer to offer a traffic bearing application yet comply with water table separation regulations. StormTech chambers can also be used in conjunction with Green Infrastructure, thus enhancing the performance and extending the service life of these practices. Shipping 41 chambers/pallet 108 end caps/pallet 18 pallets/truck 9 Note: Add 0.73 ft3 (0.021 m3) of storage for each additional inch (25 mm) of stone foundation. Depth of Water in System in. (mm) Cumulative Chamber Storage ft3 (m3) Total System Cumulative Storage ft3 (m3) 28 (711)14.70 (0.416)29.34 (0.831) 27 (686)14.70 (0.416)28.60 (0.810) 26 (660)14.70 (0.416)27.87 (0.789) 25 (635)14.70 (0.416)27.14 (0.769) 24 (610)14.70 (0.416)26.41 (0.748) 23 (584)14.70 (0.416)25.68 (0.727) 22 (559)14.70 (0.416)24.95 (0.707) 21 (533)14.64 (0.415)24.18 (0.685) 20 (508)14.49 (0.410)23.36 (0.661) 19 (483)14.22 (0.403)22.47 (0.636) 18 (457)13.68 (0.387)21.41 (0.606) 17 (432)12.99 (0.368)20.25 (0.573) 16 (406)12.17 (0.345)19.03 (0.539) 15 (381)11.25 (0.319)17.74 (0.502) 14 (356)10.23 (0.290)16.40 (0.464) 13 (330)9.15 (0.260)15.01 (0.425) 12 (305)7.99 (0.226)13.59 (0.385) 11 (279)6.78 (0.192) 12.13 (0.343) 10 (254)5.51 (0.156)10.63 (0.301) 9 (229)4.19 (0.119) 9.11 (0.258) 8 (203)2.83 (0.080)7.56 (0.214) 7 (178)1.43 (0.041)5.98 (0.169) 6 (152)0 (0)4.39 (0.124) 5 (127)0 (0)3.66 (0.104) 4 (102)0 (0)2.93 (0.083) 3 (76)0 (0)2.19 (0.062) 2 (51)0 (0)1.46 (0.041) 1 (25)0 (0)0.73 (0.021) Stone Foundation Stone Cover TONS (yds3)Stone Foundation Depth 6 12 16 SC-310-3 1.9 (1.4)2.5 (1.8)3.1 (2.2) KILOGRAMS (m3)150 mm 300 mm 450 mm SC-310-3 1,724 (1.0) 2,268 (1.3) 2,812 (1.7) Note: Assumes 6” (150 mm) of stone above and and 3” (76 mm) row spacing. Amount of Stone Per Chamber yd3 (m3)Stone Foundation Depth 6 (150)12 (300)18 (450) SC-310-3 2.6 (2.0)3.0 (2.0)3.4 (2.6) Note: Assumes 3” (76 mm) of row separation and 6” (150 mm) of stone above the chambers and 16” (400 mm) of cover. The volume of excavation will vary as depth of cover increases Volume Excavation Per Chamber ft3 (m3) Bare Chamber Storage ft3 (m3) Chamber and Stone Foundation Depth in. (mm) 6 (150)12 (300)18 (450) SC-310-3 14.7 (0.42)29.3 (0.83)33.7 (0.95)38.1 (1.08) Storage Volume Per Chamber Note: Assumes 6” (150 mm) of stone above chambers, 3” (76 mm) row spacing and 40% stone porosity. SC-310-3 Cumulative Storage Volumes per chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 6” (150 mm) Stone Base Under Chambers. 10 SC-740 Chamber StormTech SC-740 Chamber (not to scale) Nominal Specifications Size (Lx W x H)85.4” x 51.0” x 30.0” (2,170 x 1,295 x 762 mm) Chamber Storage 45.9 ft3 (1.30 m3) Min. Installed Storage*74.9 ft3 (2.12 m3) Weight 74.0 lbs (33.6 kg) *Assumes 6” (150 mm) stone above, below and between chambers and 40% stone porosity. The installed chamber system shall provide the load factors specified in the aashto lrfd bridge design specifications section 12.12 for earth and live loads, with consideration for impact and multiple vehicle presences. 18"(450 mm) MIN* 8'(2.4 m)MAX 51" (1295 mm) 6" (150 mm) MIN 6"(150 mm) MIN 12" (300 mm) TYP 30"(760 mm) DEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 6" (150 mm) MIN 12" (300 mm) MIN SITE DESIGN ENGINEER IS RESPONSIBLE FORTHE ENSURING THE REQUIRED BEARINGCAPACITY OF SUBGRADE SOILS PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER) CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTICCORRUGATED WALL STORMWATER COLLECTION CHAMBERS". GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35%FINES, COMPACT IN 6" (150 mm) MAX LIFTS TO 95% PROCTORDENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. ADS GEOSYTHETICS 601T NON-WOVENGEOTEXTILE ALL AROUND CLEAN, CRUSHED,ANGULAR EMBEDMENT STONE CHAMBERS SHALL MEET THE REQUIREMENTS FORASTM F2418 POLYPROPLENE (PP) CHAMBERSOR ASTM F2922 POLYETHYLENE (PE) CHAMBERS EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULARSTONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #57 PERIMETER STONE EXCAVATION WALL(CAN BE SLOPEDOR VERTICAL) SC-740END CAP *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots, thus maximizing land usage for private (commercial) and public applications. StormTech chambers can also be used in conjunction with Green Infrastructure, thus enhancing the performance and extending the service life of these practices. Shipping 30 chambers/pallet 60 end caps/pallet 12 pallets/truck 11 Note: Add 1.13 ft3 (0.032 m3) of storage for each additional inch (25 mm) of stone foundation. Depth of Water in System in. (mm) Cumulative Chamber Storage ft3 (m3) Total System Cumulative Storage ft3 (m3) 42 (1067)45.90 (1.300)74.90 (2.121) 41 (1041)45.90 (1.300)73.77 (2.089) 40 (1016)45.90 (1.300)72.64 (2.057) 39 (991)45.90 (1.300)71.52 (2.025) 38 (965)45.90 (1.300) 70.39 (1.993) 37 (940)45.90 (1.300)69.26 (1.961) 36 (914)45.90 (1.300)68.14 (1.929) 35 (889)45.85 (1.298) 66.98 (1.897) 34 (864)45.69 (1.294) 65.75 (1.862) 33 (838)45.41 (1.286)64.46 (1.825) 32 (813)44.81 (1.269)62.97 (1.783) 31 (787)44.01 (1.246)w61.36 (1.737) 30 (762)43.06 (1.219)59.66 (1.689) 29 (737)41.98 (1.189)57.89 (1.639) 28 (711)40.80 (1.155) 56.05 (1.587) 27 (686)39.54 (1.120) 54.17 (1.534) 26 (660)38.18 (1.081)52.23 (1.479) 25 (635)36.74 (1.040) 50.23 (1.422) 24 (610)35.22 (0.977)48.19 (1.365) 23 (584)33.64 (0.953)46.11 (1.306) 22 (559)31.99 (0.906)44.00 (1.246) 21 (533)30.29 (0.858)1.85 (1.185) 20 (508)28.54 (0.808)39.67 (1.123) 19 (483)26.74 (0.757)37.47 (1.061) 18 (457)24.89 (0.705)35.23 (0.997) 17 (432)23.00 (0.651)32.96 (0.939) 16 (406)21.06 (0.596)30.68 (0.869) 15 (381)19.09 (0.541)28.36 (0.803) 14 (356)17.08 (0.484)26.03 (0.737) 13 (330)15.04 (0.426)23.68 (0.670) 12 (305)12.97 (0.367)21.31 (0.608) 11 (279)10.87 (0.309)18.92 (0.535) 10 (254)8.74 (0.247)16.51 (0.468) 9 (229)6.58 (0.186)14.09 (0.399) 8 (203)4.41 (0.125)11.66 (0.330) 7 (178)2.21 (0.063)9.21 (0.264) 6 (152)0 (0)6.76 (0.191) 5 (127)0 (0) 5.63 (0.160) 4 (102)0 (0)4.51 (0.128) 3 (76)0 (0)3.38 (0.096) 2 (51)0 (0)2.25 (0.064) 1 (25)0 (0)1.13 (0.032) Stone Foundation Stone Cover TONS (yds3)Stone Foundation Depth 6 12 16 SC-740 3.8 (2.8)4.6 (3.3)5.5 (3.9) KILOGRAMS (m3)150 mm 300 mm 450 mm SC-740 3,450 (2.1)4,170 (2.5)4,490 (3.0) Note: Assumes 6” (150 mm) of stone above and between chambers. Amount of Stone Per Chamber yd3 (m3)Stone Foundation Depth 6 (150)12 (300)18 (450) SC-740 5.5 (4.2)6.2 (4.7)6.8 (5.2) Note: Assumes 6” (150 mm) of row separation and 18” (450 mm) of cover. The volume of excavation will vary as depth of cover increases. Volume Excavation Per Chamber ft3 (m3) Bare Chamber Storage ft3 (m3) Chamber and Stone Foundation Depth in. (mm) 6 (150)12 (300)18 (450) SC-740 45.9 (1.3)74.9 (2.1)81.7 (2.3)88.4 (2.5) Storage Volume Per Chamber Note: Assumes 6” (150 mm) stone above chambers, 6” (150 mm) row spacing and 40% stone porosity. SC-740 Cumulative Storage Volumes per chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 6” (150 mm) Stone Base Under Chambers. 12 DC-780 Chamber DC-780 Chamber (not to scale) Nominal Specifications Size (Lx W x H)85.4” x 51.0” x 30.0” (2169 x 1295 x 762 mm) Chamber Storage 46.2 ft3 (1.30 m3) Min. Installed Storage*78.4 ft3 (2.2 m3) *Assumes 9 (230 mm) stone below, 6 (150 mm) stone above, 6 (150 mm) row spacing and 40% stone porosity. The installed chamber system shall provide the load factors specified in the aashto lrfd bridge design specifications section 12.12 for earth and live loads, with consideration for impact and multiple vehicle presences. 18"(450 mm) MIN* 12'(3.7 m)MAX 51" (1295 mm) 6" (150 mm) MIN 6"(150 mm) MIN 12" (300 mm) TYP 30"(760 mm) DEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 9" (230 mm) MIN 12" (300 mm) MIN SITE DESIGN ENGINEER IS RESPONSIBLE FORTHE ENSURING THE REQUIRED BEARINGCAPACITY OF SUBGRADE SOILS PAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER) CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTICCORRUGATED WALL STORMWATER COLLECTION CHAMBERS". GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35%FINES, COMPACT IN 6" (150 mm) MAX LIFTS TO 95% PROCTORDENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. ADS GEOSYTHETICS 601T NON-WOVENGEOTEXTILE ALL AROUND CLEAN, CRUSHED,ANGULAR EMBEDMENT STONE CHAMBERS SHALL MEET ASTM F2418 "STANDARDSPECIFICATION FOR POLYPROPLENE (PP) CORRUGATEDWALL STORMWATER COLLECTION CHAMBERS". EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULARSTONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #57 PERIMETER STONE EXCAVATION WALL(CAN BE SLOPEDOR VERTICAL) SC-740/DC-780END CAP *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots, thus maximizing land usage for private (commercial) and public applications. StormTech chambers can also be used in conjunction with Green Infrastructure, thus enhancing the performance and extending the service life of these practices. • 12’ (3.6 m) Deep Cover Applications • Designed in accordance with ASTM F2787 and produced to meet the ASTM 2418 product standard. • AASHTO safety factors provided for AASHTO Design Truck (H20 and deep cover conditions.) Shipping 24 chambers/pallet 60 end caps/pallet 12 pallets/truck 13 DC-780 Cumulative Storage Volumes Per Chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 9” (230 mm) Stone Base Under Chambers. Note: Add 1.13 ft3 (0.032 m3) of Storage for Each Additional Inch (25 mm) of Stone Foundation. ft3 (m3) Bare Chamber Storage ft3 (m3) Chamber and Stone Foundation Depth in. (mm) 9 (230)12 (300)18 (450) DC-780 46.2 (1.3)78.4 (2.2)81.8 (2.3)88.6 (2.5) TONS (yds3)Stone Foundation Depth 9”12”18” DC-780 4.2 (3.0)4.7 (3.3)5.6 (3.9) KILOGRAMS (m3)230 mm 300 mm 450 mm DC-780 3,810 (2.3)4,264 (2.5)5,080 (3.0) Note: Assumes 9 (150 mm) of stone above, and between chambers. Storage Volume Per Chamber Amount of Stone Per Chamber yd3 (m3)Stone Foundation Depth in. (mm) 9 (230)12 (300)18 (450) DC-780 5.9 (4.5)6.3 (4.8)6.9 (5.3) Note: Assumes 6” (150 mm) separation between chamber rows and 18” (450 mm) of cover. The volume of excavation will vary as depth of cover increases. Volume Excavation Per Chamber Note: Assumes 40% porosity for the stone, the bare chamber volume, 6” (150 mm) of stone above, and 6” (150 mm) row spacing. Depth of Water in System in. (mm) Cumulative Chamber Storage ft3 (m3) Total System Cumulative Storage ft3 (m3) 45 (1,143)46.27 (1.310)78.47 (2.222) 44 (1,118)46.27 (1.310)77.34 (2.190) 43 (1,092)46.27 (1.310)76.21 (2.158) 42 (1,067)46.27 (1.310)75.09 (2.126) 41 (1,041)46.27 (1.310)73.96 (2.094) 40 (1,016)46.27 (1.310)72.83 (2.062) 39 (991)46.27 (1.310)71.71 (2.030) 38 (965)46.21 (1.309)70.54 (1.998) 37 (940)46.04 (1.304)69.32 (1.963) 36 (914)45.76 (1.296) 68.02 (1.926) 35 (889)45.15 (1.278)66.53 (1.884) 34 (864)44.34 (1.255)64.91 (1.838) 33 (838)43.38 (1.228)63.21 (1.790) 32 (813)42.29 (1.198)61.43 (1.740) 31 (787)41.11 (1.164 )59.59 (1.688) 30 (762)39.83 (1.128)57.70 (1.634) 29 (737)38.47 (1.089) 55.76 (1.579) 28 (711)37.01 (1.048)53.76 (1.522) 27 (686)35.49 (1.005)51.72 (1.464) 26 (660)33.90 (0.960)49.63 (1.405) 25 (635)32.24 (0.913)47.52 (1.346) 24 (610)30.54 (0.865)45.36 (1.285) 23 (584)28.77 (0.815)43.18 (1.223) 22 (559)26.96 (0.763)40.97 (1.160) 21 (533)25.10 (0.711)38.72 (1.096) 20 (508)23.19 (0.657)36.45 (1.032) 19 (483)21.25 (0.602)34.16 (0.967) 18 (457)19.26 (0.545)31.84 (0.902) 17 (432)17.24 (0.488)29.50 (0.835) 16 (406)15.19 (0.430)27.14 (0.769) 15 (381)13.10 (0.371)24.76 (0.701) 14 (356)10.98 (0.311)22.36 (0.633) 13 (330)8.83 (0.250)19.95 (0.565) 12 (305)6.66 (0.189)17.52 (0.496) 11 (279)4.46 (0.126)15.07 (0.427) 10 (254)2.24 (0.064)12.61 (0.357) 9 (229)0 (0)10.14 (0.287) 8 (203) 0 (0)9.01 (0.255) 7 (178)0 (0)7.89 (0.223) 6 (152)0 (0)6.76 (0.191) 5 (127)0 (0) 5.63 (0.160) 4 (102)0 (0)4.51 (0.128) 3 (76)0 (0)3.38 (0.096) 2 (51)0 (0)2.25 (0.064) 1 (25)0 (0)1.13 (0.032) Stone Foundation Stone Cover 14 5.8" (147 mm) 6.5" (165 mm) 12 PL CREST 14 PL VALLEY 13 PL OVERLAP NEXT CHAMBER HERE START END BUILD ROW IN THIS DIRECTION 5.8" 6.5" (165 mm) 12 PL CREST 14 PL VALLEY 13 PL OVERLAP NEXT CHAMBER HERE START END BUILD ROW IN THIS DIRECTION (147 mm) SC-310 CHAMBER FABRICATED END CAP (TOP AND BOTTOM FEED)PIPES SIZES RANGE FROM 6" (150 mm) TO 12" (300 mm)(INVERTS VARY WITH PIPE SIZE) SC-740/DC-780 CHAMBER FABRICATED END CAP (TOP AND BOTTOM FEED)PIPES SIZES RANGE FROM 6" (150 mm) TO 24" (600 mm)(INVERTS VARY WITH PIPE SIZE) SC-160LP CHAMBER END CAP 2.0 Product Information 2.5 StormTech Chambers StormTech chamber systems have unique features to improve site optimization and reduce product waste. The SC-160LP, SC-310, SC-740, and DC-780 chambers can be cut at the job site in approximately 6.5 (165 mm) increments to shorten a chamber’s length. Designing and constructing chamber rows around site obstacles is easily accomplished by including specific cutting instructions or a well placed cut to fit note on the design plans. The last chamber of a row can be cut in any of its corrugation’s valleys. An end cap placed into the trimmed corrugation’s crest completes the row. The trimmed-off piece of a StormTech chamber may then be used to start the next row. See Figure 4. To assist the contractor, StormTech chambers are molded with simple assembly instructions and arrows that indicate the direction in which to build rows. Rows are formed by overlapping the next chamber’s Start End corrugation with the previously laid chamber’s end corrugation. Two people can safely and efficiently form rows of chambers without complicated connectors, special tools or heavy equipment. Product Specifications: 2.2, 2.4, 2.5, 2.9 and 3.2. SC-740 Chamber SC-740 / DC-780 End Cap SC-310 Chamber SC-310 End Cap SC-160LP Chamber SC-160LP End Cap 2.6 StormTech End Caps The StormTech end cap has features which make the chamber system simple to design, easy to build and more versatile than other products. StormTech end caps can be easily secured within any corrugation’s crest. A molded-in handle makes attaching the end cap a oneperson operation. Tools or fasteners are not required. StormTech end caps are required at each end of a chamber row to prevent stone intrusion (two per row). The SC-740 and DC-780 end caps will accept up to a 24 (600 mm) HDPE inlet pipe. The SC-310 end cap will accept up to a 12 (300 mm) HDPE inlet pipe. The SC-160LP will accept either a 6 or 8 (150 mm or 200 mm) HDPE inlet Pipe. See Figure 5. Product Specifications: 3.1, 3.2, 3.3 and 3.4 Figure 4 - Distance Between Corrugations (not to scale)Figure 5 - Chamber End Caps (not to scale) 15 3.0 Structural Capabilities 3.1 Structural Design Approach When installed per StormTech’s minimum requirements, StormTech products are designed to exceed American Association of State Highway and Transportation Officials (AASHTO) LRFD recommended design factors for Earth loads and Vehicular live loads. AASHTO Vehicular live loads (previously HS-20) consist of two heavy axle configurations, that of a single 32 (142 kN) kip axle and that of tandem 25 (111 kN) kip axles. Factors for impact and multiple presences of vehicles ensure a conservative design where structural adequacy is assumed for a wide range of street legal vehicle weights and axle configurations. Computer models of the chambers under shallow and deep conditions were developed. Utilizing design forces from computer models, chamber sections were evaluated using AASHTO procedures that consider thrust and moment, and check for local buckling capacity. The procedures also considered the time-dependent strength and stiffness properties of polypropylene and polyethylene. These procedures were developed in a research study conducted by the National Cooperative Highway Research Program (NCHRP) for AASHTO, and published as NCHRP Report 438 Recommended LRFD Specifications for Plastic Pipe and Culverts. Product Specifications: 2.12. StormTech does not recommend installing StormTech products underneath buildings or parking garages. When specifying the StormTech products in close proximity to buildings, it is important to ensure that the StormTech products are not receiving any loads from these structures that may jeopardize the long term performance of the chambers. 3.2 Full Scale Testing After developing the StormTech chamber designs, the chambers were subjected to rigorous full-scale testing. The test programs verified the predicted safety factors of the designs by subjecting the chambers to more severe load conditions than anticipated during service life. Capacity under live loads and deep fill was investigated by conducting tests with a range of cover depths. Monitoring of long term deep fill installations has been done to validate the long term performance of the StormTech products. 3.3 Independent Expert Analysis StormTech worked closely with the consulting firm Simpson Gumpertz & Heger Inc. (SGH) to develop and evaluate the SC-160LP, SC-310, SC-740 and DC- 780 chamber designs. SGH has world-renowned expertise in the design of buried drain age structures. The firm was the principal investigator for the NCHRP research program that developed the structural analysis and design methods adopted by AASHTO for thermoplastic culverts. SGH conducted design calculations and computer simulations of chamber performance under various installation and live load conditions. They worked with StormTech to design the full-scale test programs to verify the structural capacity of the chambers. SGH also observed all full-scale tests and inspected the chambers after completion of the tests. SGH continues to be StormTech’s structural consultant. 16 3.0 Structural Capabilities 3.4 Injection Molding To comply with both the structural and design requirements of AASHTO’s LRFD specifications and ASTM F2787 as well as the product requirements of ASTM F2418 or ASTM F2922, StormTech uses proprietary injection molding equipment to manufacture the chambers and end caps. In addition to meeting structural goals, injection molding allows StormTech to design added features and advantages into StormTech’s parts including: • Precise control of wall thickness throughout parts • Precise fit of joints and end caps • Molded-in inspection port fitting • Molded-in handles on end caps • Molded-in pipe guides with blade starter slots • Repeatability for Quality Control (See Section 3.6) Product Specifications: 2.1, 3.1 and 3.3 3.5 Polypropylene and Polyethylene StormTech chambers are injection molded from polypropylene and polyethylene. Polypropylene and polyethylene chambers are inherently resistant to chemicals typically found in stormwater run-off. StormTech chambers maintain a greater portion of their structural stiffness through higher installation and service temperatures. StormTech polypropylene and polyethylene are virgin materials specially designed to achieve a high 75-year creep modulus that is necessary to provide a sound long-term structural design. Since the modulus remains high well beyond the 75-year value, StormTech chambers can exhibit a service life in excess of 75 years. 3.6 Quality Control StormTech chambers are manufactured under tight quality control programs. Materials are routinely tested in an environmentally controlled lab that is verified every six months via the external ASTM Proficiency Testing Program. The chamber material properties are measured and controlled with procedures following ISO 9001:2000 requirements. Statistical Process Control (SPC) techniques are applied during manufacturing. Established upper and lower control limits are maintained on key manufacturing para - meters to maintain consistent product. Product Specifications: 2.13 and 3.6 17 4.0 Foundation for Chambers 4.1 Foundation Requirements StormTech chamber systems and embedment stone may be installed in various native soil types. The subgrade bearing capacity and chamber cover height determine the required depth of clean, crushed, angular stone for the chamber foundation. The chamber foundation is the clean, crushed, angular stone placed between the subgrade soils and the feet of the chamber. As cover height increases (top of chamber to top of finished grade) the chambers foundation requirements increase. Foundation strength is the product of the subgrade soils bearing capacity and the depth of clean, crushed, angular stone below the chamber foot. Table 1 for the SC-160LP, Table 2 for the SC-740 and SC-310, Table 3 for the SC-310-3, and Table 4 for the DC-780 specify the required minimum foundation depth for varying cover heights and subgrade bearing capacities. For additional guidance on foundation stone design please see our Technical Note 6.22 - StormTech Subgrade Performance. 4.2 WEAKER SOILS For sub-grade soils with allowable bearing capacity less than 2000 pounds per square foot [(2.0 ksf) (96 kPa)], a geotechnical engineer should evaluate the specific conditions. These soils are often highly variable, may contain organic materials and could be more sensitive to moisture. A geotechnical engineer’s recommendations may include increasing the stone foundation, improving the bearing capacity of the sub-grade soils through compaction, replacement, or other remedial measures including the use of geogrids. The use of a thermoplastic liner may also be considered for systems installed in subgrade soils that are highly affected by moisture. The project engineer is responsible for ensuring overall site settlement is within acceptable limits. A geotechnical engineer should always review installation of StormTech chambers on organic soils. 4.3 CHAMBER SPACING OPTION No spacing is required between the SC-160LP chambers. StormTech requires a minimum of 6 (150 mm) clear spacing between the feet of chambers rows for the SC-310, SC-740 and DC-780 chambers. However, increasing the spacing between chamber rows may allow the application of StormTech chambers with either less foundation stone or with weaker subgrade soils. This may be a good option where a vertical restriction on site prevents the use of a deeper foundation. Contact StormTech’s Technical Service Department for more information on this option. In all cases, StormTech recommends consulting a geotechnical engineer for subgrade soils with a bearing capacity less than 2.0 ksf (96 kPa). Cover Hgt. ft. (m) Minimum Bearing Resistance for Service Loads ksf (kPa) 4.4-3.8(211 to 182)3.7(177)3.6(172)3.5(168)3.4(163)3.3(158)3.2(153)3.1(148)3.0(144)2.9(139)2.8(134)2.7(129)2.6(124)2.5(120)2.4(115)2.3(110)2.2(105)2.1(101)2.0(95) 1.0 (0.31)3 (75)3 (75)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300) 1.2 (0.46)3 (75)3 (75)3 (75)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300) 1.5 (0.46)3 (75)3 (75)3 (75)3 (75)3 (75)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300) 2.0 (0.61)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230) 2.5 (0.76)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)6 (150)6 (150)6 (150)6 (150) 3.0 (0.91)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)6 (150)6 (150) 3.5 to 6.0 (1.07 to 1.86)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)6 (150) 6.5 (1.98)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)6 (150)6 (150) 7.0 (2.13)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)6 (150)6 (150) 7.5 (2.30)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)6 (150)6 (150)6 (150) 8.0 (2.44)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)6 (150)6 (150)6 (150)6 (150) 8.5 (2.59)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)6 (150)6 (150)6 (150)6 (150)6 (150) 9.0 (2.74)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230) 9.5 (2.89)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230) 10.0 (3.05)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)3 (75)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230) Table 1 - SC-160LP Bearing Capacity Table (Assumes no spacing) Minimum Required Foundation Depth in Inches (mm) Note: The design engineer is solely responsible for assessing the bearing resistance (allowable bearing capacity) of the subgrade soils and determining the depth of foundation stone. Subgrade bearing resistance should be assessed with consideration for the range of soil moisture conditions expected under a stormwater system. 18 4.0 Foundations for Chambers Cover Hgt. ft.(m) Minimum Required Bearing Resistance for Service Loads ksf (kPa) 4.1(196)4.0(192)3.9(187)3.8(182)3.7(177)3.6(172)3.5(168)3.4(163)3.3(158)3.2(153)3.1(148)3.0(144)2.9(139)2.8(134)2.7(129)2.6(124)2.5(120)2.4(115)2.3(110)2.2(105)2.1(101)2.0(96) 1.5(0.46)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300) 2.0(0.61)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300) 2.5(0.76)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300) 3.0(0.91)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300) 3.5(1.07)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230) 4.0(1.22)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230) 4.5(1.37)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230) 5.0(1.52)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230) 5.5(1.68)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)12 (300) 6.0(1.83)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)12 (300) 6.5(1.98)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300) 7.0(2.13)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300) 7.5(2.30)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300) 8.0(2.44)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)15 (375) Cover Hgt. ft.(m) Minimum Required Bearing Resistance for Service Loads ksf (kPa) 4.1(196)4.0(192)3.9(187)3.8(182)3.7(177)3.6(172)3.5(168)3.4(163)3.3(158)3.2(153)3.1(148)3.0(144)2.9(139)2.8(134)2.7(129)2.6(124)2.5(120)2.4(115)2.3(110)2.2(105)2.1(101)2.0(96) 1.5(0.46)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)15 (375)15 (375) 2.0(0.61)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375) 2.5(0.76)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375) 3.0(0.91)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)18 (450) 3.5(1.07)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)18 (450)18 (450) 4.0(1.22)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)18 (450)18 (450) 4.5(1.37)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)18 (450)18 (450) 5.0(1.52)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)18 (450)18 (450) 5.5(1.68)6 (150)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)15 (375)18 (450)18 (450) 6.0(1.83)6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)18 (450)18 (450)21 (525) 6.5(1.98)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)18 (450)18 (450)18 (450)18 (450)21 (525) 7.0(2.13)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)18 (450)18 (450)18 (450)21 (525)21 (525) 7.5(2.30)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)15 (375)18 (450)18 (450)21 (525)21 (525)21 (525) 8.0(2.44)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)15 (375)18 (450)18 (450)18 (450)21 (525)21 (525)24 (600) Note: The design engineer is solely responsible for assessing the bearing resistance (allowable bearing capacity) of the subgrade soils and determining the depth of foundation stone. Subgrade bearing resistance should be assessed with consideration for the range of soil moisture conditions expected under a stormwater system. Note: The design engineer is solely responsible for assessing the bearing resistance (allowable bearing capacity) of the subgrade soils and determining the depth of foundation stone. Subgrade bearing resistance should be assessed with consideration for the range of soil moisture conditions expected under a stormwater system. Table 2 - SC-310 Minimum Required Foundation Depth in inches (millimeters) Table 3 - SC-740 Minimum Required Foundation Depth in inches (millimeters) 19 4.0 Foundations for Chambers Cover Hgt. ft.(m) Minimum Required Bearing Resistance for Service Loads ksf (kPa) 3.0(144)2.9(139)2.8(134)2.7(129)2.6(124)2.5(120)2.4(115)2.3(110)2.2(105)2.1(101)2.0(96) 1.5(0.46) 9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375) 2.0(0.61) 9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375) 2.5(0.76) 6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300) 3.0(0.91) 6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300) 3.5(1.07) 6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300) 4.0(1.22) 6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300) 4.5(1.37) 6 (150)6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300) 5.0(1.52) 6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300) 5.5(1.68) 6 (150)6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300) 6.0(1.83) 6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300) 6.5(1.98) 6 (150)6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300) 7.0(2.13) 6 (150)6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300) 7.5(2.30) 6 (150)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)15 (375) 8.0(2.44) 9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)15 (375) Note: The design engineer is solely responsible for assessing the bearing resistance (allowable bearing capacity) of the subgrade soils and determining the depth of foundation stone. Subgrade bearing resistance should be assessed with consideration for the range of soil moisture conditions expected under a stormwater system. Note: The design engineer is solely responsible for assessing the bearing resistance (allowable bearing capacity) of the subgrade soils and determining the depth of foundation stone. Subgrade bearing resistance should be assessed with consideration for the range of soil moisture conditions expected under a stormwater system. Table 4 - SC-310-3 Minimum Required Foundation Depth in inches (millimeters) Cover Hgt. ft.(m) Minimum Required Bearing Resistance for Service Loads ksf (kPa) 4.1(196)4.0(192)3.9(187)3.8(182)3.7(177)3.6(172)3.5(168)3.4(163)3.3(158)3.2(153)3.1(148)3.0(144)2.9(139)2.8(134)2.7(129)2.6(124)2.5(120)2.4(115)2.3(110)2.2(105)2.1(101)2.0(96) 8.5(2.59) 9 (230)9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)15 (375)18 (450)18 (450)18 (450)21 (525)21 (525)24 (600)24 (600) 9.0(2.74) 9 (230)9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)15 (375)18 (450)18 (450)18 (450)21 (525)21 (525)24 (600)24 (600)27 (675) 9.5(2.90) 9 (230)9 (230)9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)15 (375)18 (450)18 (450)18 (450)21 (525)21 (525)21 (525)24 (600)24 (600)27 (675) 10.0(3.05) 9 (230)9 (230)12 (300)12 (300)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)15 (375)18 (450)18 (450)18 (450)21 (525)21 (525)21 (525)24 (600)24 (600)27 (675)27 (675) 10.5(3.20) 9 (230)12 (300)12 (300)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)15 (375)18 (450)18 (450)18 (450)21 (525)21 (525)21 (525)24 (600)24 (600)27 (675)27 (675)30 (750) 11.0(3.35) 12 (300)12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)15 (375)15 (375)18 (450)18 (450)18 (450)21 (525)21 (525)21 (525)24 (600)24 (600)27 (675)27 (675)30 (750)30 (750) 11.5(3.50) 12 (300)12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)15 (375)15 (375)18 (450)18 (450)18 (450)21 (525)21 (525)21 (525)24 (600)24 (600)24 (600)27 (675)27 (675)30 (750)33 (825) 12.0(3.66) 12 (300)12 (300)12 (300)15 (375)15 (375)15 (375)15 (375)15 (375)18 (450)18 (450)18 (450)21 (525)21 (525)21 (525)24 (600)24 (600)24 (600)27 (675)27 (675)30 (750)30 (750)33 (825) Table 5 – DC-780 Minimum Required Foundation Depth in inches (millimeters) 20 5.0 Cumulative Storage Volumes Tables 4, 5, 6 and 7 provide cumulative storage volumes for the SC-160LP, SC-310, SC-740 and DC-780 chamber systems. This information may be used to calculate a detention/retention system’s stage storage volume. A spreadsheet is available at www.stormtech.com in which the number of chambers can be input for quick cumulative storage calculations.Product Specifications: 1.1, 2.2, 2.3, 2.4, and 2.6 Table 4 - SC-160LP Cumulative Storage Volumes Per Chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 4” (100 mm) Stone Base Under the Chambers. Table 5 - SC-310 Cumulative Storage Volumes Per Chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 6 (150 mm) Stone Base Under the Chambers. Depth of Water in System Inches (mm) Cumulative Chamber Storage ft3 (m3) Total System Cumulative Storage ft3 (m3) 28 (711)14.70 (0.416)31.00 (0.878) 27 (686)14.70 (0.416)30.21 (0.855) 26 (680)14.70 (0.416)29.42 (0.833) 25 (635)14.70 (0.416)28.63 (0.811) 24 (610)14.70 (0.416)27.84 (0.788) 23 (584)14.70 (0.416)27.05 (0.766) 22 (559)14.70 (0.416)26.26 (0.748) 21 (533)14.64 (0.415)25.43 (0.720) 20 (508)14.49 (0.410)24.54 (0.695) 19 (483)14.22 (0.403)23.58 (0.668) 18 (457)13.68 (0.387)22.47 (0.636) 17 (432)12.99 (0.368)21.25 (0.602) 16 (406)12.17 (0.345)19.97 (0.566) 15 (381)11.25 (0.319)18.62 (0.528) 14 (356)10.23 (0.290)17.22 (0.488) 13 (330)9.15 (0.260)15.78 (0.447) 12 (305)7.99 (0.227)14.29 (0.425) 11 (279)6.78 (0.192)12.77 (0.362) 10 (254)5.51 (0.156)11.22 (0.318) 9 (229)4.19 (0.119)9.64 (0.278) 8 (203)2.83 (0.081)8.03 (0.227) 7 (178)1.43 (0.041) 6.40 (0.181) 6 (152)0 4.74 (0.134) 5 (127)0 3.95 (0.112) 4 (102)0 3.16 (0.090) 3 (76)0 2.37 (0.067) 2 (51)0 1.58 (0.046) 1 (25)0 0.79 (0.022) StoneCover StoneFoundation Note: Add 0.79 ft3 (0.022 m 3) of storage for each additional inch (25 mm) of stone foundation. Note: Add 0.49 ft3 (0.014 m 3) of storage for each additional inch (25 mm) of stone foundation. Depth of Water in System Inches (mm) Cumulative Chamber Storage ft3 (m3) Total System Cumulative Storage ft3 (m3) 22 (559)6.85 (0.194)14.98 (0.424) 21 (533)6.85 (0.194)14.49 (0.410) 20 (508)6.85 (0.194)14.00 (0.396) 19 (483)6.85 (0.194)13.50 (0.382) 18 (457)6.85 (0.194)13.01 (0.368) 17 (432)6.85 (0.194)12.51 (0.354) 16 (406)6.85 (0.194)12.02 (0.340) 15 (381)6.80 (0.193) 11.49 (0.325) 14 (356)6.67 (0.189)10.92 (0.309) 13 (330)6.38 (0.181)10.25 (0.290) 12 (305)5.94 (0.168)9.49 (0.269) 11 (279)5.40 (0.153)8.67 (0.246) 10 (254)4.78 (0.135)7.81 (0.221) 9 (229)4.10 (0.116)6.91 (0.196) 8 (203)3.36 (0.095)5.97 (0.169) 7 (178)2.58 (0.073)5.01 (0.142) 6 (152)1.76 (0.050)4.02 (0.114) 5 (127)0.89 (0.025)3.01 (0.085) 4 (102)0 (0)1.98 (0.056) 3 (76)0 (0)1.48 (0.042) 2 (51)0 (0)0.99 (0.028) 1 (25)0 (0)0.49 (0.014) Stone Foundation Stone Cover 21 5.0 Cumulative Storage Volumes Table 6 - SC-740 Cumulative Storage Volumes Per Chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 6” (150 mm) Stone Base Under the Chambers. Table 7 - DC-780 Cumulative Storage Volumes Per Chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 9” (230 mm) Stone Base Under the Chambers. Depth of Water in System Inches (mm) Cumulative Chamber Storage ft3 (m3) Total System Cumulative Storage ft3 (m3) 42 (1067)45.90 (1.300)74.90 (2.121) 41 (1041)45.90 (1.300)73.77 (2.089) 40 (1016)45.90 (1.300)72.64 (2.057) 39 (991)45.90 (1.300)71.52 (2.025) 38 (965)45.90 (1.300) 70.39 (1.993) 37 (948)45.90 (1.300)69.26 (1.961) 36 (914)45.90 (1.300)68.17 (1.929) 35 (889)45.85 (1.298) 66.98 (1.897) 34 (864)45.69 (1.294) 65.75 (1.862) 33 (838)45.41 (1.286)64.46 (1.825) 32 (813)44.81 (1.269)62.97 (1.783) 31 (787)44.01 (1.246)61.36 (1.737) 30 (762)43.06 (1.219)59.66 (1.689) 29 (737)41.98 (1.189)57.89 (1.639) 28 (711)40.80 (1.155)56.05 (1.587) 27 (686)39.54 (1.120) 54.17 (1.534) 26 (660)38.18 (1.081)52.23 (1.479) 25 (635)36.74 (1.040) 50.23 (1.422) 24 (610)35.22 (0.977)48.19 (1.365) 23 (584) 33.64 (0.953)46.11 (1.306) 22 (559)31.99 (0.906)44.00 (1.246) 21 (533)30.29 (0.858)41.85 (1.185) 20 (508)28.54 (0.808)39.67 (1.123) 19 (483)26.74 (0.757)37.47 (1.061) 18 (457)24.89 (0.705)35.23 (0.997) 17 (432)23.00 (0.651)32.69 (0.939) 16 (406)21.06 (0.596)30.68 (0.869) 15 (381)19.09 (0.541)28.36 (0.803) 14 (356)17.08 (0.484)26.03 (0.737) 13 (330)15.04 (0.426)23.68 (0.670) 12 (305) 12.97 (0.367)21.31 (0.608) 11 (279)10.87 (0.309)18.92 (0.535) 10 (254)8.74 (0.247)16.51 (0.468) 9 (229)6.58 (0.186)14.09 (0.399) 8 (203)4.41 (0.125)11.66 (0.330) 7 (178)2.21 (0.063)9.21 (0.264) 6 (152)0 6.76 (0.191) 5 (127)0 5.63 (0.160) 4 (102)0 4.51 (0.125) 3 (76)0 3.38 (0.095) 2 (51)0 2.25 (0.064) 1 (25)0 1.13 (0.032) Depth of Water in System Inches (mm) Cumulative Chamber Storage ft3 (m3) Total System Cumulative Storage ft3 (m3) 45 (1143)46.27 (1.310)78.47 (2.222) 44 (1118)46.27 (1.310)77.34 (2.190) 43 (1092)46.27 (1.310)76.21 (2.158) 42 (1067)46.27 (1.310)75.09 (2.126) 41 (1041)46.27 (1.310)73.96 (2.094) 40 (1016)46.27 (1.310)72.83 (2.062) 39 (991) 46.27 (1.310)71.71 (2.030) 38 (965)46.21 (1.309)70.54 (1.998) 37 (948)46.04 (1.304)69.32 (1.963) 36 (914)45.76 (1.296) 68.02 (1.926) 35 (889)45.15 (1.278)66.53 (1.884) 34 (864)44.34 (1.255)64.91 (1.838) 33 (838)43.38 (1.228)63.21 (1.790) 32 (813)42.29 (1.198)61.43 (1.740) 31 (787)41.11 (1.164)59.59 (1.688) 30 (762)39.83 (1.128)57.70 (1.634) 29 (737)38.47 (1.089)55.76 (1.579) 28 (711)37.01 (1.048)53.76 (1.522) 27 (686)35.49 (1.005)51.72 (1.464) 26 (660)33.90 (0.960)49.63 (1.405) 25 (635)32.24 (0.913)47.52 (1.346) 24 (610)30.54 (0.865)45.36 (1.285) 23 (584)28.77 (0.815)43.18 (1.223) 22 (559) 26.96 (0.763)40.97 (1.160) 21 (533)25.10 (0.711)38.72 (1.096) 20 (508)23.19 (0.657)36.45 (1.032) 19 (483)21.25 (0.602)34.16 (0.967) 18 (457)19.26 (0.545)31.84 (0.902) 17 (432)17.24 (0.488)29.50 (0.835) 16 (406)15.19 (0.430)27.14 (0.769) 15 (381) 13.10 (0.371)24.76 (0.701) 14 (356)10.98 (0.311)22.36 (0.633) 13 (330)8.83 (0.250)19.95 (0.565) 12 (305)6.66 (0.189)17.52 (0.496) 11 (279)4.46 (0.126)15.07 (0.427) 10 (254)2.24 (0.064)12.61 (0.357) 9 (229)0 10.14 (0.287) 8 (203)0 9.01 (0.255) 7 (178)0 7.89 (0.223) 6 (152)0 6.76 (0.191) 5 (127)0 5.63 (0.160) 4 (102)0 4.51 (0.128) 3 (76)0 3.38 (0.096) 2 (51)0 2.25 (0.064) 1 (25)0 1.13 (0.032) StoneCover StoneCover StoneFoundation StoneFoundation Note: Add 1.13 ft3 (0.032 m 3) of storage for each additional inch (25 mm) of stone foundation. Note: Add 1.13 ft 3 (0.032 m 3) of storage for each additional inch (25 mm) of stone foundation. 22 6.0 Required Materials/Row Separation 6.1 Chamber Row Separation StormTech SC-740, SC-310 and DC-780 chambers must be specified with a minimum 6 (150 mm) space between the feet of adjacent parallel chamber rows. No spacing is required between the SC-160LP chambers. Increasing the space between rows is acceptable. This will increase the storage volume due to additional stone voids. 6.2 Stone Surrounding Chambers Refer to Table 8 for acceptable stone materials. StormTech requires clean, crushed, angular stone below, between and above chambers as shown in Figure 6. Acceptable gradations are listed in Table 8. Subrounded and rounded stone are not acceptable. 6.3 Geotextile Separation Requirement A non-woven geotextile that meets AASHTO M288 Class 2 Separation requirements must be applied as a separation layer to prevent soil intrusion into the clean, crushed, angular stone as shown in Figure 6. The geotextile is required between the clean, crushed, angular stone and the subgrade soils, the excavation’s sidewalls and the fill materials. The geotextile should completely envelope the clean, crushed, angular stone. Overlap adjacent geotextile rolls per AASHTO M288 separation guidelines. Contact StormTech for a list of acceptable geotextiles. 6.4 Fill Above Chambers Refer to Table 8 and Figure 6 for acceptable fill material above the 6 (150 mm) of clean, crushed, angular stone. Minimum and maximum fill requirements for the SC-160LP, SC-740, SC-310 and DC-780 chambers are shown in Figure 6 below. StormTech requires a minimum of 24 (600 mm) of fill in non-paved installations where rutting from vehicles may occur. Table 8 provides details on soil class and compaction requirements for suitable fill materials. Material Location Description AASHTO Material Classifications Compaction / Density Requirement D Final Fill: Fill material for layer ‘D’ starts from the top of the ‘C’ layer to the bottom of the flexible pavement to unpaved finished grade above. Note that pavement subbase may be part of the ‘D’ layer. Any soil/rock material, native soils, or per Engineer’s plans. Check plans for pavement subgrade requirements N/A Prepare per site design Engineer’s plans. Paved installations may have stringent material and preparation requirements. C Initial Fill: Fill material for layer ’C’ starts form the top of the embedment stone (‘B’ Layer) to 18 (450 mm) above the top of the chamber. Note that pavement subbase may be a part of the ‘C’ layer. Granular well-graded soil/aggregate mixtures, <35% fines or processed aggregate Most pavement subbase materials can be used in lieu of this layer AASHTO M1451 A-1, A-2-4, A-3 OR AASHTO M431 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 Begin Compactions after 12 (300 mm) of material over the chambers is reached. Compact additional layers in 6 (150 mm) max lifts to a min. 95% proctor density for well graded material and 95% relative Density for processed aggregate materials. Roller gross vehicle weight not to exceed 12,000 lbs (53 kN). Dynamic force not to exceed 20,000 lbs (89 kN) B Embedment stone: Fill surrounding the chambers from the foundation stone (‘A’ layer) to the ‘C’ layer above Clean, crushed, angular stone, nominal size distribution between ¾-2 inch (20-50 mm) AASHTO M1451 3, 357, 4, 467, 5, 56, 57 No compaction required. A Foundation stone: Fill below chambers from the subgrade up to the foot (bottom) of the chamber. Clean, crushed, angular stone, nominal size distribution between ¾-2 inch (20-50 mm) AASHTO M1451 3, 357, 4, 467, 5, 56, 57 Plate compact or roll to achieve a flat surface. 2 3 Table 8 – Acceptable Fill Materials Figure 6 – Fill Material Locations Please Note: 1. The listed AASHTO designations are for gradations only. The stone must also be clean, crushed, angular. For example, a specification for #4 Stone would state: clean, crushed, angular No. 4 (AASHTO M43) Stone.2. StormTech compaction requirements are met for ‘A’ location materials when placed and compacted in 6 (150 mm) (MAX) Lifts using two full coverages with a vibratory compactor.3. Where infiltration surfaces may be compromised by compaction, for standard design load conditions, a flat surface may be achieved by raking of dragging without compaction equipment. For special load designs, contact StormTech for compaction requirements. Once layer ‘C’ is placed any soil/ material can be placed in layer ‘D’ up to the finished grade. Most pavement subbase soils can be used to replace the materials requirements of layer ‘C’ or ‘D’ at the design engineer’s discretion. 23 7.0 Inletting the Chambers The design flexibility of a StormTech chamber system includes many inletting possibilities. Contact StormTech’s Technical Service Department for guidance on designing an inlet system to meet specific site goals. 7.1 Treatment Train A properly designed inlet system can ensure good water quality, easy inspection and maintenance, and a long system service life. StormTech recommends a treatment train approach for inletting an underground stormwater management system under a typical commercial parking area. Treatment train is an industry term for a multi- tiered water quality network. As shown in Figure 7, a StormTech recommended inlet system can inexpensively have tiers of treatment upstream of the StormTech chambers: Tier 1 – Pre-treatment (BMP) Tier 2 - StormTech Isolator® Row Plus Tier 3 - Enhanced Treatment (BMP) 7.2 Pre-Treatment (BMP) – Treatment Tier 1 In some areas pre-treatment of the stormwater is required prior to entry into a stormwater system. By treating the stormwater prior to entry into the system, the service life of the system can be extended, pollutants such as hydrocarbons may be captured, and local regulations met. Pre-treatment options are often described as a Best Management Practice or simply a BMP. Pre-treatment devices differ greatly in complexity, design and effectiveness. Depending on a site’s characteristics and treatment goals, the simple, least expensive pretreatment solutions can sometimes be just as effective as the complex systems. Options include a simple deep sumped manhole with a 90° bend on its outlet, baffle boxes, swirl concentrators, and devices that combine these processes. Some of the most effective pretreatment options combine engineered site grading with vegetation such as bio-swales or grassy strips. Figure 7 - Typical StormTech Treatment Train Inlet System The type of pretreatment device specified as the first level of treatment up-stream of a StormTech chamber system can vary greatly throughout the country and from site-to-site. It is the responsibility of the design engineer to understand the water quality requirements and design a stormwater treatment system that will satisfy local regulators and follow applicable laws. A design engineer should apply their understanding of local weather conditions, site topography, local maintenance requirements, expected service life, etc. to select an appropriate stormwater pre-treatment system. 7.3 StormTech Isolator Row Plus – Treatment Tier 2 StormTech has a patented technique to inexpensively enhance Total Suspended Solids (TSS) removal and provide easy access for inspection and maintenance. The StormTech Isolator Row Plus is a row of standard StormTech chambers surrounded with appropriate filter fabrics and connected to a manhole for easy access. This application basically creates a filter/detention basin that allows water to egress through the surrounding filter fabric while sediment is trapped within. It may be best to think of the Isolator Row Plus as a first-flush treatment device. First-Flush is a term typically used to describe the first 1/2 to 1 (13-25 mm) of rainfall or runoff on a site. The majority of stormwater pollutants are carried in the sediments of the firstflush, therefore the Isolator Row Plus is an effective component of a treatment train. The StormTech Isolator Row Plus should be designed with a manhole with an overflow weir at its upstream end. The diversion manhole is multi-purposed. It can provide access to the Isolator Row Plus for both inspection and maintenance and acts as a diversion structure. The manhole is connected to the Isolator Row Plus with a short length of 8 (200mm) pipe for the SC-160LP chambers, 12 (300 mm) pipe for the SC-310 chamber and 24 (600 mm) pipe for the SC-740 and DC-780 chambers. These pipes are connected to the Isolator Row Plus with an 8 (200mm) precored end cap for the SC-160LP, a 12 (300 mm) fabricated end cap for the SC-310 chamber and a 24 (600 mm) fabricated end cap for the SC-740 and DC-780 chambers. The overflow weir typically has its crest set between the top of the chamber and its midpoint. This allows storm water in excess of the Isolator Row Plus’s storage/conveyance capacity to bypass into the chamber system through the downstream manifold system. Specifying and installing proper geotextiles is essential for efficient operation and to prevent damage to the system during the JetVac maintenance process. In a typical configuration, a single layer of ADS Plus fabric is placed between the chambers and stone foundation. This fabric traps and filters sediments as well as protects the stone base during cleaning and maintenance. A strip of non-woven AASHTO M288 Class 2 geotextile is draped over the Isolator Plus chamber row. This 6-8 oz. (217-278 g/m2) nonwoven filter fabric 24 7.0 Inletting the Chambers Figure 8 – StormTech Isolator Row PLUS Detail prevents sediments from migrating out of the chamber perforations while allowing modest amounts of water to flow out of the Isolator Row Plus. Figure 8 is a detail of the Isolator Row Plus that shows proper application of the geotextiles. Contact StormTech for a table of acceptable geotextiles. For SC-310 and SC-740 Isolator Plus Rows, a FLAMP (flared end ramp) is attached to the inlet pipe on the inside of the chamber end cap to provide a smooth transition from pipe invert to fabric bottom. It is configured to improve chamber function performance over time by distributing sediment and debris that would otherwise collect at the inlet. It also serves to improve the fluid and solid flow back into the inlet pipe during maintenance and cleaning, and to guide cleaning and inspection equipment back into the inlet pipe when complete. Contact StormTech’s Technical Services Department for more information on Isolator Row Plus sizing. 7.4 Enhanced Treatment (BMP) – Treatment Tier 3 As regulations have become more stringent, requiring higher levels of containment removal, water quality systems may be required to treat higher flow rates, greater volumes or to provide a higher level of filtration or other more sophisticated treatment process. StormTech systems can easily be configured with enhanced treatment techniques located either upstream or downstream of the retention or detention chamber system. Located upstream of an infiltration bed, between the pretreatment device and the Isolator Row Plus, enhanced treatment provides a high level of contaminant removal which protects groundwater or better preserves the infiltration surface. Located downstream of detention, enhanced treatment provides a higher level of contaminant removal prior to discharge to a receiving body. Enhanced treatment BMPs are normally applied where specific regulations and specific water quality product approvals are in place. StormTech works closely with providers of enhanced treatment technologies to meet local requirements. 7.5 TREATMENT TRAIN CONCLUSION The treatment train is a highly effective water-quality approach that may not add significant cost to a StormTech system being installed under commercial parking areas. The StormTech Isolator Row Plus adds a significant level of treatment, easy inspection and maintenance, while maintaining storage volume credit for the cost of a modest amount of geotextile. Finally where higher levels of treatment are required, StormTech can integrate other technologies into the treatment train to provide the most cost effective treatment approach. This treatment train concept provides three levels of treatment, inspection and maintenance upstream and downstream of the StormTech detention/retention bed. Inspection is easily accomplished through the upstream manhole or optional inspection ports. Maintenance of an Isolator Row Plus is fast and easy using the JetVac process through the upstream manhole. Section 12.0 explains the inspection and maintenance process in more detail. Isolator Plus Rows can be sized to accommodate either a water quality volume or a water quality flow rate requirement. The use of filter fabric around the Isolator Row Plus chambers allows stormwater to egress out of the row during and between storm events. The rate of egression for design is dependent upon the chamber model and sediment accumulation on the geotextile. Note: Non-woven geotextile over DC-780 Isolator Row PLUS chambers is not required. SUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED) CATCH BASINOR MANHOLE END CAP (SC-740 SHOWN) OPTIONAL INSPECTION PORT CHAMBER (SC-740 SHOWN)COVER ENTIRE ISOLATOR ROW PLUS WITH ADSGEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE8' (2.4 m) MIN WIDE STORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATES ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERSCONTINUOUS FABRIC WITHOUT SEAMS ELEVATED BYPASS MANIFOLD 24" (600 mm) HDPE ACCESS PIPE REQUIREDUSE FACTORY PRE-FABRICATED END CAPWITH FLAMP 25 7.0 Inletting the Chambers 7.6 Other Inlet Options While the three-tiered treatment train approach is the recommended method of inletting StormTech chambers for typical under-commercial parking applications, there are other effective inlet methods that may be considered. For instance, the Isolator Row PLUS, while adding an inexpensive level of confidence, are not always necessary. A header system with fewer inlets can be designed to further minimize the cost of a StormTech system. There may be applications where stormwater pre-treatment may not be necessary at all and the system can be inlet directly from the source. Contact StormTech’s Technical Service Department to discuss inlet options. 7.7 Lateral Flow Rates The embedment stone surrounding the StormTech chambers allows the rapid conveyance of stormwater between chamber rows. Stormwater will rise and fall evenly within a bed of chambers. A single StormTech SC-740 chamber is able to release or accept stormwater at a rate of at least 0.5 cfs (14.2 l/s) through the surrounding stone. 7.8 Inletting Perpendicular to a Row of Chambers with Inserta Tee There is an easy, inexpensive method to perpendicularly inlet a row of chambers. Simply connect the inlet directly to the chamber with an Inserta Tee. Figure 9 shows a typical detail along with the standard sizes offered for each chamber model. Figure 9 – Inserta Tee Side Detail Table 9A – Standard Distances from Base of Chamber to Invert of Inlet and Outlet Manifolds on StormTech End Caps 7.9 Maximum Inlet Pipe Velocities to prevent Scouring of the Stone Foundation The primary function of the inlet manifold is to convey and distribute flows to a sufficient number of rows in the chamber bed such that there is ample conveyance capacity to pass the peak flows without creating an unacceptable backwater condition in upstream piping or scour the foundation stone under the chambers. Manifolds are connected to the end caps either at the top or bottom of the end cap. High inlet flow NOTE: Side Inserta Tees Cannot be used on SC-160LP Chambers. *See StormTech’s Tech Sheet #7 for manifold sizing guidance* rates from either connection location produce a shear scour potential of the foundation stone. Inlet flows from top inlets also produce impingement scour potential. Scour potential is reduced when standing water is present over the foundation stone. However, for safe design across the wide range of applications, StormTech assumes minimal standing water at the time the design flow occurs. To minimize scour potential, StormTech recommends the installation of woven scour protection fabric at each inlet row. This enables a protected transition zone from the concentrated flow coming out of the inlet pipe to a uniform flow across the entire width of the chamber for both top and bottom connections. Allowable flow rates for design are dependent upon: the elevation of inlet pipe, foundation stone size and scour protection. An appropriate scour protection geotextile is installed from the end cap to at least 10.5’ (3.2 m) for the SC-310, SC- 740 and DC 780 chambers for both top and bottom feeding inlet pipes. See StormTech’s Tech Note 6.32 for guidance on manifold sizing. ADS’s Technical Services department can also assist with sizing inlet manifolds for the StormTech chamber systems. SC-310 End Caps Pipe Diameter Inv. (in) Inv. (ft) Inv. (mm)TOP6 (150 mm) 5.8 0.48 146 8 (200 mm) 3.5 0.29 88 10 (250 mm) 1.4 0.12 37 BOTTOM6 (150 mm) 0.5 0.04 12 8 (200 mm) 0.6 0.05 15 10 (250 mm) 0.7 0.06 18 12 (750 mm) 0.9 0.08 24 SC-160LP End Caps Pipe Diameter Inv. (in) Inv. (ft) Inv. (mm) 6 (150 mm) 0.66 0.05 16 8 (200 mm) 0.80 0.07 20 8 (200 mm) Cored 0.96 0.08 24 SC-740 / DC-780 End Caps Pipe Diameter Inv. (in) Inv. (ft) Inv. (mm)TOP6 (150 mm) 18.5 1.54 469 8 (200 mm) 16.5 1.38 421 10 (250 mm) 14.5 1.21 369 12 (300 mm) 12.5 1.04 317 15 (375 mm) 9 0.75 229 18 (450 mm) 5 0.42 128 BOTTOM6 (150 mm) 0.5 0.04 12 8 (200 mm) 0.6 0.05 15 10 (250 mm) 0.7 0.06 18 12 (750 mm) 1.2 0.10 30 15 (900 mm) 1.3 0.11 34 18 (1050 mm) 1.6 0.13 40 24 (1200 mm) 0.1 0.01 3 CONVEYANCE PIPE MATERIAL MAY VARY (PVC, HDPE, ETC.) INSERTA TEE CONNECTION PLACE ADS PLUS WOVEN GEOTEXTILE (CENTERED ON INSERTA-TEE INLET) OVER BEDDING STONE FOR SCOUR PROTECTION AT SIDE INLET CONNECTIONS, GEOTEXTILE MUST EXTEND 6” (150 mm) PAST CHAMBER FOOT CHAMBER MAX DIAMETER OF INSERTA TEE HEIGHT FROM BASE OF CHAMBER (X) SC-310 6” (150 mm)4” (100 mm) SC-740 10” (250 mm)4” (100 mm) DC-780 10” (250 mm)4” (100 mm) INSERTA TEE FITTINGS AVAILABLE FOR SDR 26, SDR 36, SCH 40 IPS GASKETED & SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON. 26 8.0 Outlets for Chambers Table 9B – Maximum Outlet Flow Rate Capacities from StormTech Manifolds Figure 10 – Underdrain Parallel Figure 11 – Underdrain Perpendicular Figure 12 – Outlet Manifold Figure 13 – Combination Outlet Outlet Flow Pipe Diameter Flow (CFS) Flow (L/S) 6 (150 mm)0.4 11.3 8 (200 mm)0.7 19.8 10 (250 mm)1.0 28.3 12 (300 mm)2.0 56.6 15 (375 mm)2.7 76.5 18 (450 mm)4.0 113.3 24 (600 mm)7.0 198.2 30 (750 mm)11.0 311.5 36 (900 mm)16.0 453.1 42 (1050 mm)22.0 623.0 48 (1200 mm)28.0 792.9 8.0 Outlets for StormTech Chamber Systems The majority of StormTech installations are detention systems and have some type of outlet structure. An outlet manifold is generally designed to ensure that peak flows can be conveyed to the outlet structure. To drain the system completely, an underdrain system is located at or below the bottom of the foundation stone. Some beds may be designed with a pitched base to ensure complete drainage of the system. A grade of ½% is usually satisfactory. An outlet pipe may be located at a higher invert within a bed. This allows a designed volume of water to infiltrate while excess volumes are outlet as necessary. This is an excellent method of recharging groundwater, replicating a site’s pre-construction hydraulics. Depending on the bed layout and inverts, outlet pipes should be placed in the embedment stone along the bed’s perimeter as shown in Figures 10 and 11. Solid outlet pipes should also be used to penetrate the StormTech end caps at the designed outlet invert as shown in Figure 12. An Isolator Row PLUS should not be directly penetrated with an outlet pipe. For systems requiring higher outlet flow rates, a combination of connections may be utilized as shown in Figure 13. In detention and retention applications the discharge of water from the stormwater management system is determined based on the hydrology of the area and the hydraulic design of the system. It is the design engineer’s responsibility to design an outlet system that meets their hydraulic objectives while following local laws and regulations. STORMTECH CHAMBER PERFORATED UNDERDRAIN PIPE ADS 601 NON-WOVEN GEOTEXTILE (OR EQUAL) STONE BEDDING UNDER DRAINAGE PIPE (PER DESIGN) STONE BASE BENEATH CHAMBER SECTION A_A BED PERIMETER TO OUTLET CONTROLSTRUCTUREA A BED PERIMETER TO OUTLET CONTROL STRUCTURE B B PERFORATEDUNDERDRAIN PIPE ADS 601NON-WOVENGEOTEXTILE(OR EQUAL)STONE BEDDING UNDER DRAINAGE PIPE (PER DESIGN) STONE BASEBENEATH CHAMBER SECTION B_B STORMTECH CHAMBER STORMTECH CHAMBER MANIFOLD OUTLET PIPING STONE BASEBENEATH CHAMBER SECTION C_C BED PERIMETER ISOLATOR ROW PLUS TO OUTLET CONTROL STRUCTURE C C STORMTECHCHAMBER STORMTECH CHAMBER PERFORATED UNDERDRAIN PIPE AASHTO M288 CLASS 2NON-WOVENGEOTEXTILESTONE BEDDING UNDER DRAINAGE PIPE (PER DESIGN) SECTION B_B SECTION A_A FOUNDATION STONE BENEATH CHAMBER FOUNDATION STONEBENEATH CHAMBER ADS 601NON-WOVENGEOTEXTILE (OR EQUAL) OUTLET CONTROLSTRUCTURE BED PERIMETER OUTLET CONTROL STRUCTURE PER ENIGNEER'S DESIGN NUMBER AND SIZE OF UNDER-DRAINS PER ENGINEER DESIGN BB AA 27 9.0 Other Considerations 9.1 Erosion Control Erosion and sediment control measures must be integrated into the plan to protect the stormwater system both during and after construction. These practices may have a direct impact on the system’s infiltration performance and longevity. Vegetation, temporary sediment barriers (silt fences, hay bales, fabric-wrapped catch basin grates), and strategic stormwater runoff management may be used to control erosion and sedimentation. StormTech recommends the use of pipe plugs on the inlet pipe until the system is in service. 9.2 SITE IMPROVEMENT TECHNIQUES When site conditions are less than optimal, StormTech recognizes many methods for improving a site for construction. Some techniques include the removal and replacement of poor materials, the use of engineered subgrade materials, aggregates, chemical treatment, and mechanical treatments including the use of geosynthetics. StormTech recommends referring to AASHTO M 288 guidelines for the appropriate use of geotextiles. StormTech also recognizes geogrid as a potential component of an engineered solution to improve site conditions or as a construction tool for the experienced contractor. StormTech chamber systems are compatible with the use of geosynthetics. The use of geosynthetics or any other site improvement method does not eliminate or modify any of StormTech’s requirements. It is the ultimate responsibility of the design engineer to ensure that site conditions are suitable for a StormTech chamber system. 9.3 CONFORMING TO SITE CONSTRAINTS StormTech chambers have the unique ability to conform to site constraints such as utility lines, light posts, large trees, etc. Rows of chambers can be ended short or interrupted by placing an end cap at the desired location, leaving the required number of chambers out of the row to get by the obstruction, then starting the row of chambers again with another end cap. See Figure 14 for an example. 9.4 LINERS StormTech chambers offer the distinct advantage and versatility that allow them to be designed as an open bottom detention or retention system. In fact, the vast majority of StormTech installations and designs are open bottom detention systems. Using an open bottom system enables treatment of the storm water through the underlying soils and provides a volume safety factor based on the infiltrative capacity of the underlying soils. In some applications, however, open bottom detention systems may not be allowed. StormTech’s Tech Sheet #2 provides guidance for the design and installation of thermoplastic liners for detention systems using StormTech chambers. The major points of the memo are: • Infiltration of stormwater is generally a desirable stormwater management practice, often required by regulations. Lined systems should only be specified where unique site conditions preclude significant infiltration. • Thermoplastic liners provide cost effective and viable means to contain stormwater in StormTech subsurface systems where infiltration is undesirable. • PVC and LLDPE are the most cost effective, installed membrane materials. • Enhanced puncture resistance from angular aggregate on the water side and from protrusions on the soil side can be achieved by placing a non-woven geotextile reinforcement on each side of the geomembrane. A sand underlayment in lieu of the geotextile reinforcement on the soil side may be considered when cost effective. • StormTech does not design, fabricate, sell or install thermoplastic liners. StormTech recommends consulting with liner professionals for final design and installation advice. Figure 14 – Ability to Conform to Site Constraints Figure 15 – Chamber bed placed around light post. 28 10.0 System Sizing Table 10 - Storage Volume Per Chamber Bare Chamber Storage Chamber and Stone Foundation Depth in. (mm) ft3 (m3)6 (150)12 (300)18 (450) SC-160LP 6.85 (0.19)15.0 (0.42)17.9 (0.51)20.9 (0.59) SC-310 14.7 (0.4)31.0 (0.9)35.7 (1.0)40.4 (1.1) SC-740 45.9 (1.3)74.9 (2.1)81.7 (2.3)88.4 (2.5) ft3 (m3)9 (230)12 (300)18 (450) DC-780 46.2 (1.3)78.4 (2.2)81.8 (2.3)88.6 (2.5) Note: Assumes 40% porosity for the stone plus the chamber volume. Table 11 – Amount of Stone Per Chamber ENGLISH tons (yd3) Stone Foundation Depth 6 12 18 SC-160LP 1.2 (0.9) 1.6 (1.2) 1.9 (1.4) SC-310 2.1 (1.5)2.7 (1.9)3.4 (2.4) SC-740 3.8 (2.8)4.6 (3.3)5.5 (3.9) METRIC kg (m3)150 mm 300 mm 450 mm SC-160LP 1088 (0.7)1452 (0.9)1724 (1.0) SC-310 1830 (1.1)2490 (1.5) 2990 (1.8) SC-740 3450 (2.1)4170 (2.5)4490 (3.0) ENGLISH tons (yd3)9 12 18 DC-780 4.2 (3.0)4.7 (3.3)5.6 (3.9) METRIC kg (m3)230 mm 300 mm 450 mm DC-780 3810 (2.3)4264 (2.5)5080 (3.0) Note: Assumes 6 (150 mm) of stone above, and between chambers. For SC-310, SC-740 and DC-780 Chambers only. Table 12 – Volume of Excavation Per Chamber Stone Foundation Depth yd3 (m3) 6 (150 mm)12 (300 mm) 18 (450 mm) SC-160LP 1.5 (1.1) 1.8 (1.3)2.1 (1.5) SC-310 2.9 (2.2)3.4 (2.6)3.8 (2.9) SC-740 5.5 (4.2)6.2 (4.7)6.8 (5.2) 9 (230 mm) 12 (300 mm) 18 (450 mm) DC-780 5.9 (4.5)6.3 (4.8)6.9 (5.3) Note: Assumes 6” (150 mm) of separation between chamber rows (no spacing for the SC-160LP) and 18” (450 mm) of cover. The volume of excavation will vary as the depth of the cover increases. For quick calculations, refer to the Site Calculator on StormTech’s website at www.stormtech.com. 10.1 System Sizing The following steps provide the calculations necessary to size a system. If you need assistance determining the number of chambers per row or customizing the bed configuration to fit a specific site, call StormTech’s Technical Services Department at 1-888-892-2694. 1) Determine the amount of storage volume (VS) required. It is the design engineer’s sole responsibility to determine the storage volume required by local codes. 2) Determine the number of chambers (C) required. To calculate the number of chambers needed for adequate storage, divide the storage volume (Vs ) by the volume of the selected chamber, as follows: C = Vs / Volume per Chamber 3) Determine the required bed size (S). To find the size of the bed, multiply the number of chambers needed (C) by either: StormTech SC-160LP bed area per chamber = 14.8 ft2 (1.3 m2) StormTech SC-310 bed area per chamber = 23.7 ft2 (2.2 m2) StormTech SC-740 / DC-780 bed area per chamber = 33.8 ft2 (3.1 m2) S = (C x bed area per chamber) + [1 foot (0.3 m) x bed perimeter in feet (meters)] NOTE: It is necessary to add one foot (0.3 m) around the perimeter of the bed for end caps and working space. 4) Determine the amount of clean, crushed, angular stone (Vst) required. To calculate the total amount of clean, crushed, angular stone required, multiply the number of chambers (C) by the selected weight of stone from Table 11. NOTE: Clean, crushed, angular stone is also required around the perimeter of the system. 5) Determine the volume of excavation (Ex) required. 6) Determine the area of filter fabric (F) required. Each additional foot of cover will add a volume of excavation of 1.3 yds3 (1.0 m3) per SC-740 / DC- 780, 0.9 yds3 (0.7 m3) per SC-310 chamber and 0.55 yds3 (0.4m3) per SC-160LP chamber. The bottom and sides of the bed and the top of the embedment stone must be covered with ADS 601 (or equal) a non-woven geotextile (filter fabric). The area of the sidewalls must be calculated and a 2 foot (0.6 m) overlap must be included where two pieces of filter fabric are placed side-by-side or end-to-end. Geotextiles typically come in 15 foot (4.6 m) wide rolls. 7) Determine the number of end caps (Ec) required. Each row of chambers requires two end caps. Ec = number of rows x 2 29 11.0 Detail Drawings Figure 16 – 4” PVC Inspection Port Detail (SC Series Chamber) Figure 17 – 6 Inspection Port Detail NOTE:INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION CREST. STORMTECH CHAMBER CONCRETE COLLAR PAVEMENT 12" (300 mm) MIN WIDTH CONCRETE SLAB6" (150 mm) MIN THICKNESS 8" NYLOPLAST INSPECTION PORTBODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 4" (100 mm)SDR 35 PIPE 4" (100 mm) INSERTA TEETO BE CENTERED ONCORRUGATION CREST 30 11.0 Detail Drawings Figure 19 – Inserta Tee Side Detail Figure 18 – Under Drain Detail CONVEYANCE PIPE MATERIAL MAY VARY (PVC, HDPE, ETC.) INSERTA TEE CONNECTION PLACE ADS PLUS WOVEN GEOTEXTILE (CENTERED ON INSERTA-TEE INLET) OVER BEDDING STONE FOR SCOUR PROTECTION AT SIDE INLET CONNECTIONS, GEOTEXTILE MUST EXTEND 6” (150 mm) PAST CHAMBER FOOT NOTE: Side Inserta Tees Cannot be used on SC-160LP Chambers. CHAMBER MAX DIAMETER OF INSERTA TEE HEIGHT FROM BASE OF CHAMBER (X) SC-310 6” (150 mm)4” (100 mm) SC-740 10” (250 mm)4” (100 mm) DC-780 10” (250 mm)4” (100 mm) INSERTA TEE FITTINGS AVAILABLE FOR SDR 26, SDR 36, SCH 40 IPS GASKETED & SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON. 31 12.0 Inspection and Maintenance Looking down the Isolator Row PLUS A typical JetVac truck (This is not a StormTech product.) Examples of culvert cleaning nozzles appropriate for Isolator Row PLUS maintenance. (These are not StormTech products). 12.1 Isolator Row Plus Inspection Regular inspection and maintenance are essential to assure a properly functioning stormwater system. Inspection is easily accomplished through the manhole or optional inspection ports of an Isolator Row PLUS. Please follow local and OSHA rules for a confined space entry. Inspection ports can allow inspection to be accomplished completely from the surface without the need for a confined space entry. Inspection ports provide visual access to the system with the use of a flashlight. A stadia rod may be inserted to determine the depth of sediment. If upon visual inspection it is found that sediment has accumulated to an average depth exceeding 3 (76 mm), cleanout is required. A StormTech Isolator Row PLUS should initially be inspected immediately after completion of the site’s construction. While every effort should be made to prevent sediment from entering the system during construction, it is during this time that excess amounts of sediments are most likely to enter any stormwater system. Inspection and maintenance, if necessary, should be performed prior to passing responsibility over to the site’s owner. Once in normal service, a StormTech Isolator Row PLUS should be inspected bi-annually until an understanding of the sites characteristics is developed. The site’s maintenance manager can then revise the inspection schedule based on experience or local requirements. 12.2 Isolator Row Plus Maintenance JetVac maintenance is recommended if sediment has been collected to an average depth of 3 (76 mm) inside the Isolator Row PLUS. More frequent maintenance may be required to maintain minimum flow rates through the Isolator Row PLUS. The JetVac process utilizes a high pressure water nozzle to propel itself down the Isolator Row PLUS while scouring and suspending sediments. As the nozzle is retrieved, a wave of suspended sediments is flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/ JetVac combination vehicles. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45 (1143 mm) are best. StormTech recommends a maximum nozzle pressure of 2000 psi be utilized during cleaning. The JetVac process shall only be performed on StormTech Rows that have ADS PLUS fabric over the foundation stone. 32 12.0 Inspection & Maintenance 12.3 Eccentric Pipe Header Inspection Theses guidelines do not supercede a pipe manufacturer’s recommended I&M procedures. Consult with the manufacturer of the pipe header system for specific I&M procedures. Inspection of the header system should be carried out quarterly. On sites which generate higher levels of sediment more frequent inspections may be necessary. Headers may be accessed through risers, access ports or manholes. Measurement of sediment may be taken with a stadia rod or similar device. Cleanout of sediment should occur when the sediment volume has reduced the storage area by 25% or the depth of sediment has reached approximately 25% of the diameter of the structure. 12.4 Eccentric Pipe Manifold Maintenance Cleanout of accumulated material should be accomplished by vacuum pumping the material from the header. Cleanout should be accomplished during dry weather. Care should be taken to avoid flushing sediments out through the outlet pipes and into the chamber rows. Eccentric Header Step-by-Step Maintenance Procedures 1. Locate manholes connected to the manifold system 2. Remove grates or covers 3. Using a stadia rod, measure the depth of sediment 4. If sediment is at a depth of about 25% pipe volume or 25% pipe diameter proceed to step 5. If not proceed to step 6. 5. Vacuum pump the sediment. Do not flush sediment out inlet pipes. 6. Replace grates and covers 7. Record depth and date and schedule next inspection StormTech Isolator Row Plus - Step-by-StepMaintenance Procedures Step 1: Inspect Isolator Row PLUS for sediment A) Inspection ports (if present) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod, measure depth of sediment iv. If sediment is at, or above, 3” (76 mm) depth proceed to Step 2. If not proceed to Step 3. B) All Isolator Plus Rows i. Remove cover from manhole at upstream end of Isolator Row PLUS ii. Using a flashlight, inspect down Isolator Row PLUS through outlet pipe 1. Follow OSHA regulations for confined space entry if entering manhole 2. Mirrors on poles or cameras may be used to avoid a confined space entry iii. If sediment is at or above the lower row of sidewall holes [approximately 3” (76 mm)]proceed to Step 2. If not proceed to Step 3. Step 2: Clean out Isolator Row PLUS using the JetVac process A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45 (1143 mm) or more is preferable B) Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required during jetting Step 3: Replace all caps, lids and covers Step 4: Inspect and clean catch basins and manholes upstream of the StormTech system following local guidelines. Figure 20 – StormTech Isolator Row Plus (not to scale) Figure 21 – Eccentric Manifold Maintenance 4 21) B)1) A) 1, 2, 6 3, 4, 5 Please contact StormTech’s Technical Services Department at 888-892-2894 for a spreadsheet to estimate cleaning intervals. 33 13.0 General Notes 1. StormTech requires installing contractors to use and understand StormTech’s latest Installation Instructions prior to beginning system installation. 2. Our Technical Services Department offers installation consultations to installing contractors. Contact our Technical Service Representatives at least 30 days prior to system installation to arrange a preinstallation consultation. Our representatives can then answer questions or address comments on the StormTech chamber system and inform the Installing contractor of the minimum installation requirements before beginning the system’s construction. Call 860-529-8188 to speak to a Technical Service Representative or visit www.stormtech.com to receive a copy of our Installation Instructions. 3. StormTech’s requirements for systems with pavement design (asphalt, concrete pavers, etc.): Minimum cover for the SC-740, DC-780 and SC-310 chambers is 18” (457 mm) not including pavement; Minimum cover for the SC-160LP chamber is 14 (350 mm); Maximum cover for the SC-740 and SC- 310 chambers is 96” (2.4 m) including pavement design; Maximum cover for the SC-160LP chamber is 10’ (3.0 m); Maximum cover for the DC-780 chamber is 12’ (3.6 m) including pavement design. For installations that do not include pavement, where rutting from vehicles may occur, minimum required cover is 24” (610 mm), maximum cover is as stated above. 4. The contractor must report any discrepancies with the bearing capacity of the chamber foundation materials to the design engineer. 5. AASHTO M288 Class 2 non-woven geotextile (filter fabric) must be used as indicated in the project plans. 6. Stone placement between chamber rows and around perimeter must follow instructions as indicated in the most current version of StormTech’s Installation Instructions. 7. Backfilling over the chambers must follow requirements as indicated in the most current version of StormTech’s Installation Instructions. 8. The contractor must refer to StormTech’s Installation Instructions for a Table of Acceptable Vehicle Loads at various depths of cover. This information is also available at StormTech’s website: www.stormtech.com. The contractor is responsible for preventing vehicles that exceed StormTech’s requirements from traveling across or parking over the stormwater system. Temporary fencing, warning tape and appropriately located signs are commonly used to prevent unauthorized vehicles from entering sensitive construction areas. 9. The contractor must apply erosion and sediment control measures to protect the stormwater system during all phases of site construction per local codes and design engineer’s specifications. 10. STORMTECH PRODUCT WARRANTY IS LIMITED. Contact StormTech for warranty information. 34 14.0 StormTech Product Specifications m3) per chamber when installed per StormTech’s typical details. This equates to a storage volume per unit area of bed of 1.0 ft3/ft3 (0.30 m3/m3). 2.7 The SC-740 and SC-310 chambers shall have forty eight orifices penetrating the sidewalls to allow for lateral conveyance of water. 2.8 The chamber shall have two orifices near its top to allow for equalization of air pressure between its interior and exterior. 2.9 The chamber shall have both of its ends open to allow for unimpeded hydraulic flows and visual inspections down a row’s entire length. 2.10 The chamber shall have 14 corrugations. 2.11 The chamber shall be analyzed and designed using AASHTO methods for thermoplastic culverts contained in the LRFD Bridge Design Specifications, 2nd Edition, including Interim Specifications through 2001. Design live load shall be the AASHTO design truck. Design shall consider earth and live loads as appropriate for the minimum to maximum specified depth of fill. 2.12 The chamber shall be manufactured in an ISO 9001:2000 certified facility. 3.0 End Cap Parameters 3.1 The end cap shall be designed to fit into any corrugation of a chamber, which allows: capping a chamber that has its length trimmed; segmenting rows into storage basins of various lengths. 3.2 The end cap shall have saw guides to allow easy cutting for various diameters of pipe that may be used to inlet the system. 3.3 The end cap shall have excess structural adequacies to allow cutting an orifice of any size at any invert elevation. 3.4 The primary face of an end cap shall be curved outward to resist horizontal loads generated near the edges of beds. 3.5 The end cap shall be manufactured in an ISO 9001:2000 certified facility. 1.0 General 1.1 StormTech chambers are designed to control storm water runoff. As a subsurface retention system, StormTech chambers retain and allow effective infiltration of water into the soil. As a subsurface detention system, StormTech chambers detain and allow for the metered flow of water to an outfall. 2.0 Chamber Parameters 2.1 The Chamber shall be injection molded of an impact modified polypropylene or polyethylene copolymer to maintain adequate stiffness through higher temperatures experienced during installation and service. 2.2 The nominal chamber dimensions of the StormTech SC-740 and DC-780 shall be 30.0 (762 mm) tall, 51.0 (1295 mm) wide and 90.7 (2304 mm) long. The nominal chamber dimensions of the StormTech SC-310 shall be 16.0 (406 mm) tall, 34.0 (864 mm) wide and 90.7 (2304 mm) long. SC- 160LP shall be 12(305mm) tall, 25 (635 mm) wide and 90.7 (2304mm) long. The installed length of a joined chamber shall be 85.4 (2169 mm). 2.3 The chamber shall have a continuously curved section profile. 2.4 The chamber shall be open-bottomed. 2.5 The chamber shall incorporate an overlapping corrugation joint system to allow chamber rows of almost any length to be created. The overlapping corrugation joint system shall be effective while allowing a chamber to be trimmed to shorten its overall length. 2.6 The nominal storage volume of all StormTech chambers includes the volume of the clean, crushed, angular stone with an assumed 40% porosity. The nominal storage volume of a joined StormTech SC-740 chamber shall be 74.9 ft3 (2.1 m3) per chamber when installed per StormTech’s typical details. This equates to a storage volume per unit area of bed of 2.2 ft3/ft2 (0.67 m3/ m2). The nominal storage volume of a joined StormTech DC-780 chamber shall be 78.4 ft3 (2.2 m3) per chamber when installed per StormTech’s typical details. This equates to a storage volume per unit area of bed of 2.3 ft3/ft2 (0.70 m3/ m2). The nominal storage volume of a joined StormTech SC-310 chamber shall be 31.0 ft3 (0.88 m3) per chamber when installed per StormTech’s typical details. This equates to a storage volume per unit area of bed of 1.3 ft3/ft2 (0.40 m3/ m2). The nominal storage volume of a joined StormTech SC-160LP chamber shall be 15 ft3 (0.42 35 15.0 Chamber Specifications for Contract Documents interlocking stacking lugs. • To ensure a secure joint during installation and backfill, the height of the chamber joint shall not be less than 1.5. • To ensure the integrity of the arch shape during installation, a) the arch stiffness constant as defined in section 6.2.8 of ASTM F2418 shall be greater than or equal to 400 lbs/in/in. And b) to resist softening during hot, sunny installation conditions, chambers shall be produced from light, reflective gold or yellow colors. 8. Only chambers that are approved by the site design engineer will be allowed. The chamber manufacturer shall submit the following upon request to the site design engineer for approval before delivering chambers to the project site: • A structural evaluation sealed by a registered professional engineer that demonstrates that the safety factors are greater than or equal to 1.95 for dead load and 1.75 for live load, the minimum required by ASTM F2787 and by AASHTO for thermoplastic pipe. • A structural evaluation sealed by a registered professional engineer that demonstrates that the load factors specified in the AASHTO IRFD bridge design specifications, Section 12.12, are met. The 50 year creep modulus data specified in ASTM F2418 must be used as part of the AASHTO structural evaluation to verify long-term performance. Chambers and end caps shall be produced at an ISO 9001 certified manufacturing facility. • To ensure a secure joint during installation and backfill, the height of the chamber joint shall not be less than 2. • To ensure the integrity of the arch shape during installation, a) the arch stiffness constant as defined in Section 6.2.8 of ASTM F2418 shall be greater than or equal to 400 lbs/in/in. And b) to resist softening during hot, sunny installation conditions, chambers shall be produced from light, reflective gold or yellow colors. 8. Only chambers that are approved by the site design engineer will be allowed. The chamber manufacturer shall submit the following upon request to the site design engineer for approval before delivering chambers to the project site: • A structural evaluation sealed by a registered professional engineer that demonstrates that the safety factors are greater than or equal to 1.95 for dead load and 1.75 for live load, the minimum required by ASTM F2787 and by AASHTO for thermoplastic pipe. • A structural evaluation sealed by a registered professional engineer that demonstrates that the load factors specified in the AASHTO LRFD bridge design specifications, Section 12.12, are met. The 50 year creep modulus data specified in ASTM F2418 must be used as part of the aashto structural evaluation to verify long-term performance. Chambers and end caps shall be produced at an ISO 9001 certified manufacturing facility. SC-160LP StormTech Chamber Specificcations 1. Chambers shall be Stormtech SC-160LP. 2. Chambers shall be arch-shaped and shall be manufactured from virgin, impact-modified polypropylene copolymers. 3. Chambers shall meet the requirements of ASTM F2418-16A, Standard Specification for Polypropylene (PP) Corrugated Wall Stormwater Collection Chambers 4. Chamber rows shall provide continuous, unobstructed internal space with no internal supports that would impede flow or limit access for inspection. 5. The structural design of the chambers, the structural backfill, and the installation requirements shall ensure that the load factors specified in the AASHTO LRFD bridge design specifications, Section 12.12, are met for: 1) long-duration dead loads and 2) short-duration live loads, based on the AASHTO design truck with consideration for impact and multiple vehicle presences. 6. Chambers shall be designed, tested and allowable load configurations determined in accordance with ASTM F2787, Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection Chambers. Load configurations shall include: 1) instantaneous (<1 min) AASHTO design truck live load on minimum cover 2) maximum permanent (75-yr) cover load and 3) allowable cover with parked (1-week) aashto design truck. 7. Requirements for handling and installation: • To maintain the width of chambers during shipping and handling, chambers shall have integral, SC-310 StormTech Chamber Specificcations 1. Chambers shall be Stormtech SC-310. 2. Chambers shall be arch-shaped and shall be manufactured from virgin, impact-modified polypropylene or polyethylene copolymers. 3. Chambers shall meet the requirements of ASTM F2922 (polethylene) or ASTM F2418-16A (polypropylene), Standard Specification for Corrugated Wall Stormwater Collection Chambers 4. Chamber rows shall provide continuous, unobstructed internal space with no internal supports that would impede flow or limit access for inspection. 5. The structural design of the chambers, the structural backfill, and the installation requirements shall ensure that the load factors specified in the AASHTO IRFD bridge design specifications, Section 12.12, are met for: 1) long-duration dead loads and 2) short-duration live loads, based on the AASHTO design truck with consideration for impact and multiple vehicle presences. 6. Chambers shall be designed, tested and allowable load configurations determined in accordance with ASTM F2787, Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection Chambers. Load configurations shall include: 1) instantaneous (<1 min) AASHTO design truck live load on minimum cover 2) maximum permanent (75-yr) cover load and 3) allowable cover with parked (1-week) AASHTO to design truck. 7. Requirements for handling and installation: • To maintain the width of chambers during shipping and handling, chambers shall have integral, interlocking stacking lugs. 36 15.0 Chamber Specifications for Contract Documents • To ensure a secure joint during installation and backfill, the height of the chamber joint shall not be less than 2. • To ensure the integrity of the arch shape during installation, a) the arch stiffness constant as defined in Section 6.2.8 of ASTM F2418 shall be greater than or equal to 550 lbs/in/in. And b) to resist softening during hot, sunny installation conditions, chambers shall be produced from light, reflective gold or yellow colors. 8. Only chambers that are approved by the site design engineer will be allowed. The chamber manufacturer shall submit the following upon request to the site design engineer for approval before delivering chambers to the project site: • A structural evaluation sealed by a registered professional engineer that demonstrates that the safety factors are greater than or equal to 1.95 for dead load and 1.75 for live load, the minimum required by ASTM F2787 and by AASHTO for thermoplastic pipe. • A structural evaluation sealed by a registered professional engineer that demonstrates that the load factors specified in the AASHTO LRDF bridge design specifications, Section 12.12, are met. The 50 year creep modulus data specified in ASTM F2418 must be used as part of the AASHTO structural evaluation to verify long-term performance. Chambers and end caps shall be produced at an ISO 9001 certified manufacturing facility. • To ensure a secure joint during installation and backfill, the height of the chamber joint shall not be less than 2. • To ensure the integrity of the arch shape during installation, a) the arch stiffness constant as defined in Section 6.2.8 of ASTM F2418 shall be greater than or equal to 550 lbs/in/in. And b) to resist softening during hot, sunny installation conditions, chambers shall be produced from light, reflective gold or yellow colors. 8. Only chambers that are approved by the site design engineer will be allowed. The chamber manufacturer shall submit the following upon request to the site design engineer for approval before delivering chambers to the project site: • A structural evaluation sealed by a registered professional engineer that demonstrates that the safety factors are greater than or equal to 1.95 for dead load and 1.75 for live load, the minimum required by ASTM F2787 and by AASHTO for thermoplastic pipe. • A structural evaluation sealed by a registered professional engineer that demonstrates that the load factors specified in the AASHTO LRFD bridge design specifications, Section 12.12, are met. The 50 year creep modulus data specified in ASTM F2418 must be used as part of the AASHTO structural evaluation to verify long-term performance. Chambers and end caps shall be produced at an ISO 9001 certified manufacturing facility. SC-740 StormTech Chamber Specificcations 1. Chambers shall be Stormtech SC-740. 2. Chambers shall be arch-shaped and shall be manufactured from virgin, impact-modified polypropylene copolymers. 3. Chambers shall meet the requirements of ASTM F2418-16A, Standard Specification for Polypropylene (PP) Corrugated Wall Stormwater Collection Chambers 4. Chamber rows shall provide continuous, unobstructed internal space with no internal supports that would impede flow or limit access for inspection. 5. The structural design of the chambers, the structural backfill, and the installation requirements shall ensure that the load factors specified in the AASHTO LRFD bridge design specifications, Section 12.12, are met for: 1) long- duration dead loads and 2) short-duration live loads, based on the AASHTO design truck with consideration for impact and multiple vehicle presences. 6. Chambers shall be designed, tested and allowable load configurations determined in accordance with ASTM F2787, Standard practice for structural design of Thermoplastic Corrugated Wall Stormwater Collection Chambers. Load configurations shall include: 1) instantaneous (<1 min) AASHTO design truck live load on minimum cover 2) maximum permanent (75-yr) cover load and 3) allowable cover with parked (1-week) AASHTO design truck. 7. Requirements for handling and installation: • To maintain the width of chambers during shipping and handling, chambers shall have integral, interlocking stacking lugs. DC-780 StormTech Chamber Specificcations 1. Chambers shall be Stormtech DC-780. 2. Chambers shall be arch-shaped and shall be manufactured from virgin, impact-modified polypropylene copolymers. 3. Chambers shall meet the requirements of ASTM F2418-16A, Standard Specification for Polypropylene (PP) Corrugated Wall Stormwater Collection Chambers 4. Chamber rows shall provide continuous, unobstructed internal space with no internal supports that would impede flow or limit access for inspection. 5. The structural design of the chambers, the structural backfill, and the installation requirements shall ensure that the load factors specified in the AASHTO LRFD bridge design specifications, Section 12.12, are met for: 1) long-duration dead loads and 2) short-duration live loads, based on the AASHTO design truck with consideration for impact and multiple vehicle presences. 6. Chambers shall be designed, tested and allowable load configurations determined in accordance with ASTM F2787, Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection Chambers. Load configurations shall include: 1) instantaneous (<1 min) AASHTO design truck live load on minimum cover 2) maximum permanent (75-yr) cover load and 3) allowable cover with parked (1-week) AASHTO design truck. 7. Requirements for handling and installation: • To maintain the width of chambers during shipping and handling, chambers shall have integral, interlocking stacking lugs. ADS Terms and Conditions of Sale are available on the ADS website, www.ads-pipe.comAdvanced Drainage Systems, the ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc.StormTech® and the Isolator® Row Plus are registered trademarks of StormTech, Inc. © 2022 Advanced Drainage Systems, Inc. #S191010 3/22 StormTech provides state-of-the-art products and services that meet or exceed industry performance standards and expectations. We offer designers, regulators, owners and contractors the highest quality products and services for stormwater management that Saves Valuable Land and Protects Water Resources. A Family of Products and Services for the Stormwater Industry: adspipe.com 800-821-6710 MC-3500 and MC-7200 Chambers and End Caps SC-160LP, SC-310 and SC-740 Chambers & End Caps DC-780 Chambers and End Caps Fabricated End Caps Fabricated Manifold Fittings Patented Isolator Row PLUS for Maintenance and Water Quality Chamber Separation Spacers In-House System Layout Assistance On-Site Educational Seminars Worldwide Technical Sales Group Centralized Product Applications Department Research and Development Team Technical Literature, O&M Manuals and Detailed CAD drawings all downloadable via our Website MC-7200 MC-3500 DC-780 SC-740 SC-310 SC-160LP