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HomeMy WebLinkAboutDrainage Memo 03-21-25 kimley-horn.com 500 East 96th Street, Suite 580, Indianapolis, IN 46240 317 218 9560 Drainage Memorandum To: City of Carmel From: Bryan Sheward, P.E Kimley-Horn and Associates, Inc. Original: March 21, 2025 Project Summary Project Name: Carmel Gateway West Lawn Location: Parkwood Crossing/Carmel Gateway Northwest corner of 96th Street & College Avenue, Carmel, IN Report Type: Drainage Memorandum Reviewing Agency: City of Carmel Basin Runoff Calculations: Rational Method Design Standards: City of Carmel Stormwater Technical Standards Manual (STSM) Project Narrative Kimley-Horn and Associates, Inc. has been retained by Rubenstein Partners to prepare civil construction documents and provide civil engineering design services for the “Carmel Gateway West Lawn” project, a proposed private road realignment, greenspace and amenity area project located on the south and east sides of Parkwood Building 6 within the Parkwood Crossing/Carmel Gateway office park on the northwest corner of 96th Street and College Avenue. Herein the “Carmel Gateway West Lawn” project will be referred to as the Project. The Project scope includes: 1. Realignment of the existing internal private road south of Building 6 to connect to College Avenue at a new location north of the existing College Avenue curb cut. At the time of this drainage memorandum, the City of Carmel is constructing two roundabouts along College Avenue east of the project site. One is located at the 96th Street and College Avenue intersection and second is being constructed to the north off the southeast corner of Building 6. The proposed realignment of the existing internal Parkwood Crossing / Carmel Gateway road will connect to the northern College Avenue roundabout’s western spoke. 2. Removal of asphalt parking areas south of Building 6 to make way for the private road realignment and conversation of the existing parking areas to open greenspace and a terraced amphitheater area long the northeast side of the existing stormwater detention pond (“Existing Lake 2”). 3. Installation of enhanced landscaping within the project limits. Page 2 kimley-horn.com 500 East 96th Street, Suite 580, Indianapolis, IN 46240 317 218 9560 4. Modifications to existing storm inlets and subsurface piping infrastructure to accommodate runoff capture and conveyance to Existing Lake 2. Existing Conditions In the existing conditions, the project site area around Building 6 drains to the existing wet detention pond (herein referred to as Existing Lake 2) located south of Building 6 on the immediate northwest corner of 96th Street and College Avenue. Existing Lake 2 receives runoff from the Parkwood Crossing / Carmel Gateway development as well as offsite flow from north of I-465. Existing Lake 2 discharges to the southeast towards the 96th Street and College Avenue intersection where it ultimately discharges to an open ditch on the southeast side of the intersection. The entire site is located in Zone “X”, as indicated on the Hamilton County, Indiana, Flood Insurance Rate Map 187057C0217G, dated November 19, 2014. The FIRM map is not available from FEMA because it has not been printed. The reason it has not been printed is because there are no special flood hazard areas within the limits of the FIRM panel. The Natural Resources Conservation Service (NRCS) Web Soil Survey of Hamilton County, Indiana, indicates Orthents, Brookston, Crosby silt loam and Miami silt loam soil types are present on site. A soils map can be found in the Appendix. The drainage infrastructure for the Parkwood Crossing / Carmel Gateway development was designed and approved under the Master Drainage Plan for Parkwood Crossing dated 1988, prepared by The Schneider Corporation. Per aerial imagery, the drainage infrastructure was constructed in 1992. In the existing conditions, the business park is fully built out. Per historical plans gathered from the City of Carmel, Existing Lake 2 has a normal pool elevation of 808.71 and a 100-year peak water surface elevation of 818.22 (NAVD 1988). Topographic survey collected with this Project shows an approximate normal pool of ~809, which is consistent with the historical plans. The entire pond was surveyed and the lowest top of bank elevation occurs on the east side where 100+ year storm events would emergency spill towards the 96th Street and College Avenue intersection around elevation 821. The nearest adjacent buildings to Existing Lake 2 are the Parkwood Building 6 to the north (finish floor elevation = 826.94) and the recently constructed Parkwood Amenity Building to the west (finish floor elevation = 830.00), both of which have adequate freeboard above the pond’s overland flow path elevation. In the existing conditions, the 2.91-acre Project site area is composed of 0.97 acres of pervious lawn / landscape area (CN=80) and 1.95 acres of impervious pavement (CN=98). This equates to a composite CN = 92. This Project lies entirely within the drainage basin of Existing Lake 2, which has an area of 32.90 acres and was designed for a CN of 91. Refer to Appendix X for an Existing Conditions exhibit. Existing storm inlets and subsurface storm pipes existing within the Project site area to convey surface runoff generally southward to the pond. Page 3 kimley-horn.com 500 East 96th Street, Suite 580, Indianapolis, IN 46240 317 218 9560 Proposed Conditions Hydrology & Storm Sizing In the proposed conditions explained within the project scope section above, the existing private road will be rerouted through the project site to connect to the new College Avenue roundabout immediately southeast of Building 6, the existing parking lot south of Building 6 will be removed and replaced by passive greenspace and an amphitheater will be constructed along the northeast bank of the stormwater detention pond. These improvements will result in a net decrease of impervious coverage within the Project site area of 0.77 acres. Refer to the table below for a detailed breakdown of existing and proposed conditions. Existing Conditions Proposed Conditions Area (ac) 2.91 ac 2.91 acres Impervious Area (ac) / Rational C / CN 1.95 ac / 0.90 / 98 1.18 ac / 0.90 / 98 Pervious Area (ac) / Rational C / CN 0.97 ac / 0.30 / 80 1.73 ac / 0.30 / 80 Composite Rational C / CN 0.70 / 92 0.54 / 87 10yr Rainfall Intensity (5 Min Tc) 6.12 in/hr 6.12 in/hr Rational Method 10yr Qp (cfs) 12.47 cfs 9.62 cfs 100yr Rainfall Intensity (5 Min Tc) 9.12 in/hr 9.12 in/hr Rational Method 100yr Qp (cfs) 18.58 cfs 14.33 cfs Refer to the Proposed Conditions Exhibit included in the Appendix. The existing subsurface storm system will be largely preserved within the Project site area with minor removals and adjustments as shown within the construction plans. No existing stormwater outfalls into Existing Lake 2 will be modified. Refer to the Appendix for a Catchment Area Map and detailed pipe sizing calculations. Emergency Flood Routing Refer to the Appendix for an Existing Conditions Flood Routing Exhibit showing that the Project site area spills southward towards Existing Lake 2. Similarly, refer to the Appendix for a Proposed Condition Flood Routing Exhibit which shows a similar routing to Existing Lake 2. In both the existing and proposed conditions, the Building 6 finish floor elevation maintains 2+ feet of freeboard above the closet flood route spill path elevation. Stormwater Quality Existing Lake 2 was constructed prior to the requirement for stormwater quality treatment. In the existing conditions, stormwater inlets collect runoff and drain directly to Existing Lake 2. Per discussions with the City of Carmel Engineering Department, all proposed stormwater structures that receive surface runoff within the Project site area will include inlet filter BMPs to capture sediment / debris prior to discharging to the wet pond. Refer to the Appendix for and the Operation and Maintenance Manual for BMP details. Page 4 kimley-horn.com 500 East 96th Street, Suite 580, Indianapolis, IN 46240 317 218 9560 Summary and Conclusions In summary, the proposed Carmel Gateway West Lawn project will reduce the amount of impervious coverage within the Project site area tributary to Existing Lake 2. No functional issues have been experience with Existing Lake 2, therefore the reduction in impervious coverage and reduction in peak runoff to the pond is not expected to adversely affect the site, the City of Carmel or Hamilton County. PARKWOOD BUILDING 6 NORTH EX-1 EX I S T I N G CO N D I T I O N S EX H I B I T SURFACE COVER SUMMARY CA R M E L G A T E W A Y EA S T L A W N © NO T A P P R O V E D F O R CO N S T R U C T I O N PARKWOOD BUILDING 6 March 21, 2025 CARMEL GATEWAY EAST LAWN EXISTING CONDITIONS FLOOD ROUTING EXHIBIT CARMEL, IN 0'60'30' SCALE: 1" = 60'NO R T H GRADING LEGEND PARKWOOD BUILDING 6 NORTH EX-1 PR O P O S E D CO N D I T I O N S EX H I B I T CA R M E L G A T E W A Y EA S T L A W N © NO T A P P R O V E D F O R CO N S T R U C T I O N SURFACE COVER SUMMARY PARKWOOD BUILDING 6 March 21, 2025 CARMEL GATEWAY WEST LAWN PROPOSED CONDITIONS FLOOD ROUTING EXHIBIT CARMEL, IN 0'60'30' SCALE: 1" = 60'NO R T H GRADING LEGEND PARKWOOD BUILDING 6 March 21, 2025 CARMEL GATEWAY WEST LAWN CATCHMENT AREA MAP CARMEL, IN 0'40'20' SCALE: 1" = 40' NORTH 170043003 Carmel Gateway West Lawn DATE:3/21/2025 Pervious 0.30 EX-2 0.12 0.03 0.09 0.42 0.05 EX-7 0.01 0.01 0.00 0.85 0.01 EX-8 0.11 0.03 0.08 0.46 0.05 EX-12 0.05 0.04 0.01 0.74 0.04 EX-13 0.03 0.00 0.03 0.31 0.01 EX-14 0.03 0.02 0.01 0.63 0.02 D1 0.02 0.01 0.01 0.58 0.01 D2 0.04 0.01 0.03 0.43 0.02 D3 0.05 0.01 0.04 0.43 0.02 D4 0.05 0.01 0.04 0.43 0.02 D5 0.21 0.04 0.17 0.41 0.09 D6 0.31 0.06 0.25 0.41 0.13 D7 0.31 0.24 0.07 0.72 0.22 D8 0.18 0.11 0.07 0.64 0.12 D9 0.20 0.14 0.06 0.67 0.13 D10 0.12 0.02 0.10 0.38 0.05 D11 0.24 0.01 0.23 0.32 0.08 Asphalt/ Concrete/ Roof 0.85 Runoff Coefficients: NotesPROPOSED CONDITIONS ONSITE DRAINAGE AREA CALCULATIONS Drainage Area Total Area (ac) Impervious Area (ac) Pervious Area (ac) Rational Coefficient Area * C 170043003 Carmel Gateway West Lawn DATE:3/21/2025 Structure ID Tributary Area A (ac) C 10-YR Peak Discharge (cfs) 100-YR Peak Discharge (cfs)Grate Max Ponding Depth H (ft) Entrance Grate Area A (sf) Entrance Loss Coefficient C Entrance Perimeter P (ft) Grate Capacity Q (cfs) 50% Clogged (cfs) EX-2 0.12 0.42 0.31 0.46 R-4342 0.50 2.00 0.61 6.00 6.81 3.4 EX-7 0.01 0.85 0.05 0.08 R-2502-G 0.50 1.30 0.61 6.00 4.43 2.2 EX-8 0.11 0.46 0.31 0.46 R-4342 0.50 2.00 0.61 6.00 6.81 3.4 EX-12 0.05 0.74 0.23 0.34 R-3010-S 0.50 1.00 0.61 4.60 3.40 1.7 EX-13 0.03 0.31 0.06 0.09 R-4342 0.50 2.00 0.61 6.00 6.81 3.4 EX-14 0.03 0.63 0.12 0.17 CES 0.50 ----- D1 0.02 0.58 0.07 0.11 R-4342 0.50 2.00 0.61 6.00 6.81 3.4 D2 0.04 0.43 0.10 0.16 24" Pedestrian 0.50 1.10 0.61 5.96 3.75 1.9 D3 0.05 0.43 0.13 0.20 24" Pedestrian 0.50 1.10 0.61 5.96 3.75 1.9 D4 0.05 0.43 0.13 0.20 24" Pedestrian 0.50 1.10 0.61 5.96 3.75 1.9 D5 0.21 0.41 0.53 0.79 24" Pedestrian 0.50 1.10 0.61 5.96 3.75 1.9 D6 0.31 0.41 0.79 1.17 R-4342 0.50 2.00 0.61 6.00 6.81 3.4 D7 0.31 0.72 1.37 2.05 R-3010-S 0.50 1.00 0.61 4.60 3.40 1.7 D8 0.18 0.64 0.71 1.06 R-3010-S 0.50 1.00 0.61 4.60 3.40 1.7 D9 0.2 0.67 0.82 1.23 R-3010-S 0.50 1.00 0.61 4.60 3.40 1.7 D10 0.12 0.38 0.28 0.41 R-4342 0.50 2.00 0.61 6.00 6.81 3.4 D11 0.24 0.32 0.47 0.70 24" Pedestrian 0.50 1.10 0.61 5.96 3.75 1.9 Notes 1)Runoff = CIA 2)Assumed a 5 min inlet Time of Concentration Intensity 10-yr =6.12 in/hr Intensity 100-yr =9.12 in/hr 3)Grate Capacity Lesser of Q=3.3*P*H3/2 & Q=0.6*A*(2*32.2*H)1/2 4)Open Area* (sf) MH ADS 24" Pedestrian 1.10 MH Neenah R-4342 2.00 MH Neenah R-3010-S 1.00 MH Neenah R-2502-G 1.30 Concrete End Section CES - *Open Area & Entrance Perimeter values obtained from Neenah 5)Casting types on STR's EX12 & EX13 are assumed. Proposed conditions will reduce the drainage area to these structures, creating more inlet capacity than the existing conditions. 6.00 - INLET CAPACITY CALCULATIONS Entrance Perimeter* (ft) 5.96 6.00 4.60 Date:Project:Storm:10-YR By:CDC Line Length Incr.Area Total Area Runoff Coeff.Inlet Time Time Conc Rnfal Int Total Runoff Adnl Flow Total Flow Capac Full Full Flow Velocity Pipe Size Pipe Slope Inv Elev Dn Inv Elev Up HGL Dn HGL Up Grnd/Rim Dn Grnd/Rim Up (ft)(ac)(ac)(C)(min)(min)(in/hr)(cfs)(cfs)(cfs)(cfs)(ft/s)(in)(%)(ft)(ft)(ft)(ft)(ft)(ft) 1 Outfall 93.563 0 0.6 0 0 0.4 0 11.4 5 2.01 0 2.01 10.8 13.75 0.013 12 9.19 809.38 817.98 809.67 818.59 810.63 819.21 D7A TO EX-9 2 1 4.872 0.31 0.6 0.72 0.22 0.4 5 11.4 5 2.01 0 2.01 10.8 13.75 0.013 12 9.19 817.98 818.43 818.59 819.03 819.21 823.71 D7 TO D7A 3 2 31.677 0.18 0.29 0.64 0.11 0.18 5 11 5.1 0.91 0 0.91 9.77 12.44 0.013 12 7.52 818.43 820.81 819.03 821.21 823.71 824.06 D8 TO D7 4 3 51.583 0.05 0.11 0.74 0.04 0.07 5 9.3 5.3 0.35 0 0.35 4.76 6.05 0.013 12 1.78 820.81 821.73 821.21 821.97 824.06 825.46 EX-12 TO D8 5 4 41.662 0.03 0.06 0.31 0.01 0.03 5 6.1 5.9 0.17 0 0.17 2.34 2.97 0.013 12 0.43 821.84 822.02 822.42 822.43 825.46 825.38 EX-13 TO EX-12 6 5 37.628 0.03 0.03 0.63 0.02 0.02 5 5 6.1 0.11 0 0.11 2.37 8.36 0.013 6 8.56 823.46 826.68 823.53 826.84 825.38 827.22 EX-14 TO EX-13 7 Outfall 28.334 0.2 0.2 0.67 0.13 0.13 5 5 6.1 0.82 0 0.82 2.12 2.68 0.013 12 0.35 821.35 821.45 821.78 821.88 823.06 824.46 D9 TO 77 8 Outfall 38.313 0 0.11 0 0 0.05 0 6.1 5.9 0.31 0 0.31 17.81 22.68 0.013 12 25 810.93 820.51 811.02 820.74 812.18 823.47 EX-7 TO EX-6 9 8 27.233 0.11 0.11 0.46 0.05 0.05 5 5 6.1 0.32 0 0.32 2.81 3.57 0.013 12 0.62 820.53 820.7 820.76 820.93 823.47 823.07 EX-8 TO EX-7 10 Outfall 44.959 0.02 0.79 0.58 0.01 0.33 5 12.1 4.9 1.64 0 1.64 11.49 14.64 0.013 12 10.41 809.9 814.58 810.16 815.13 811.15 820.72 D1 TO EX-1 11 10 41.153 0.12 0.43 0.42 0.05 0.18 5 7.1 5.7 1.01 0 1.01 11.35 3.55 0.013 12 10.15 814.58 818.76 815.13 819.18 820.72 822.15 EX-2 TO D1 12 11 123.854 0.31 0.31 0.41 0.13 0.13 5 5 6.1 0.78 0 0.78 2.77 3.55 0.013 12 0.6 819.11 819.86 819.48 820.23 822.15 823.5 D6 TO EX-2 13 10 20.507 0.21 0.21 0.41 0.09 0.09 5 5 6.1 0.52 0 0.52 3.56 4.54 0.013 12 1 816.79 817 817.05 817.3 820.72 820.5 D5 TO D1 14 Outfall 41.437 0 0.36 0 0 0.12 0 8.3 5.5 0.67 0 0.67 32.3 18.28 0.013 18 9.46 809.88 813.8 810.03 814.1 811.67 815.6 D12 TO EX-3 15 14 4.998 0.12 0.36 0.38 0.05 0.12 5 8.1 5.5 0.67 0 0.67 32.3 18.28 0.013 18 9.46 813.8 814.27 814.1 814.58 815.6 820.06 D10 TO D12 16 15 71.663 0.24 0.24 0.32 0.08 0.08 5 5 6.1 0.47 0 0.47 4.62 3.55 0.013 15 0.51 816.6 816.97 817.36 817.38 820.06 819.97 D11 TO D10 17 10 40.198 0.04 0.14 0.43 0.02 0.06 5 9.8 5.3 0.31 0 0.31 4.57 3.03 0.013 15 0.5 815.02 815.22 815.75 815.75 820.72 818.8 D2 TO D1 18 17 38.183 0.05 0.1 0.43 0.02 0.04 5 6.7 5.8 0.24 0 0.24 4.57 3.03 0.013 15 0.5 815.22 815.41 815.94 815.94 818.8 819.18 D3 TO D2 19 18 16 0.05 0.05 0.43 0.02 0.02 5 5 6.1 0.13 0 0.13 2.52 3.03 0.013 12 0.5 815.66 815.74 816.23 816.23 819.18 819.24 D4 TO D3 Line To Line IncrC x A 3/21/2025 CARMEL GATEWAY EAST LAWN Program: Hydraflow Line IDTotalC x A Mannings "n" Value National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or Depth Zone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Zone X Future Conditions 1% Annual Chance Flood Hazard Zone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 11/26/2024 at 1:29 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°9'8"W 39°55'56"N 86°8'30"W 39°55'28"N Basemap Imagery Source: USGS National Map 2023 Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/26/2024 Page 1 of 3 44 2 0 0 7 0 44 2 0 1 0 0 44 2 0 1 3 0 44 2 0 1 6 0 44 2 0 1 9 0 44 2 0 2 2 0 44 2 0 2 5 0 44 2 0 0 7 0 44 2 0 1 0 0 44 2 0 1 3 0 44 2 0 1 6 0 44 2 0 1 9 0 44 2 0 2 2 0 44 2 0 2 5 0 572720 572750 572780 572810 572840 572870 572900 572930 572960 572990 573020 572750 572780 572810 572840 572870 572900 572930 572960 572990 573020 39° 55' 45'' N 86 ° 8 ' 5 6 ' ' W 39° 55' 45'' N 86 ° 8 ' 4 3 ' ' W 39° 55' 39'' N 86 ° 8 ' 5 6 ' ' W 39° 55' 39'' N 86 ° 8 ' 4 3 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,410 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 25, Aug 27, 2024 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 15, 2022—Jun 21, 2022 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—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/26/2024 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Or Orthents 1.9 51.2% UbaA Urban land-Brookston complex, 0 to 2 percent slopes 1.2 32.1% UcfA Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes 0.4 10.2% UkbB2 Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded 0.2 6.5% Totals for Area of Interest 3.8 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/26/2024 Page 3 of 3 Advanced Drainage Systems, Flexstorm Inlet Filters 24137 W. 111th St. Unit A Naperville, IL 60564 ADS Flexstorm Inlet Filters Operation and Maintenance Guide Date Task Performed Initials __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ __ /__ /__ Installation Instructions: 1. Remove grate from the inlet. 2. Clean debris from the ledges of the inlet. 3. Place the inlet filter onto the load bearing ledges of the structure. 4. Replace the grate and confirm it’s not elevated more than 1/8”. Frequency of Inspections: 1. Inspection should occur following rain events >½”. 2. Temporary use filters should be monitored accordingly to current site runoff conditions. 3. Permanent use filter inspections to occur a minimum of 3 times per year and in snowfall affected regions, inspections prior to and after snowfall season. 4. Industrial application site inspections (loading ramps, wash racks & maintenance facilities) to be scheduled on a recurring basis no less than 4 times per year or as needed. Maintenance Guidelines: 1. Empty the filter bag manually or by industrial vacuum taking care not to damage the geotextile bag when more than half filled or during scheduled inspection period. 2. Remove compacted silt from sediment bag and flush with medium spray. 3. Permanent filter “PCP” style bags should be pressed or wrung to recover retained oils. 4. Cleartec oil skimmer pouches solidify and darken when saturated, indicating time for replacement. 5. Dispose of all oil contaminated products and recovered oils in accordance with EPA guidelines. Cleartec pouches, since a solidifier, will not leach and can be disposed of directly. 6. Inspect and replace bag if torn or punctured. Sediment Bag Replacement: 1. Remove the bag by loosening or cutting off clamping band. 2. Take the new correctly sized sediment bag and secure hose clamping band to the frame channel as previously removed. 3. Ensure Bag is secure and there is no slack around perimeter. Inlet ID: ______________ Advanced Drainage Systems, Flexstorm Inlet Filters 24137 W. 111th St. Unit A Naperville, IL 60564 Figure 1 ADS Flexstorm Inlet Filters Replacement Bag Guide After following the Flexstorm Operation and Maintenance Guide and performing routine maintenance, you may notice damage or degradation of the inlet filter’s geotextile bag. This will require replacement of the geotextile bag portion of your inlet filter device. Both the Flexstorm Pure (permanent) and Catch-it (temporary) are applicable filters for replacement bags. If a Lite filter is damaged, please replace the entire filter unit. Sizing the New Replacement Bag: 1. Locate the inlet filter’s label attached on the inside visible perimeter of the filter frame. A. Note the bag size and style listed: (##” x ##” & STYLE) as highlighted in Figure 1. OR 2. If the label cannot be located, please remove the filter from the inlet and take off the existing bag. Measure the length and width of the frame perimeter retaining the bag’s hose clamp as shown in Figure 2. Note, if your filter is round, please provide the outer diameter of the bottom framing channel. A. It is necessary to also provide the bag style that was originally provided on the filter. If this is a Catch- it, you will have the standard “FX” bag. If this is a Pure, there will be a series of options for replacement bags pertaining to treatment properties required (“FX”, “FXP”, or “PCP”). Sediment Bag Replacement: 1. Remove the bag by loosening or cutting off clamping band. 2. Take the new correctly sized geotextile bag and secure the hose clamping band to the frame channel as previously removed. 3. Ensure Bag is secure and there is no slack around perimeter. Figure 2 1 1 2 2 3 3 4 4 A A B B C C D D N/ASCALE ADVANCED DRAINAGE SYSTEMS FLEXSTORM INLET FILTERS, INC. WWW.ADSPIPE.COM PH. 1-800-821-6710 Pure Nyloplast Submittal DATE C 7/11/2022 DWG NO REV A SIZE SHEET 1 OF 1 ADS FLEXSTORM PURE INLET FILTERS FOR NYLOPLAST BASINS BYPASS AREA STAINLESS STEEL FRAMING REPLACEABLE GEOTEXTILE BAG NOTES: 1. ALL FRAMING IS CONSTRUCTED OF 304 STAINLESS STEEL FOR 25 YEAR SERVICE LIFE RATING. 2. TOTAL BYPASS CAPACITY WILL VARY WITH EACH SIZE DRAINAGE STRUCTURE. ADS DESIGNS FRAMING BYPASS TO MEET OR EXCEED THE DESIGN FLOW OF THE PARTICULAR DRAINAGE STRUCTURE. 3. UPON ORDERING, CONFIRMATION OF THE INLET SPECIFICATION, PRECAST/FOUNDRY CASTING MAKE AND MODEL, OR DETAILED DIMENSIONAL FORMS MUST BE PROVIDED TO CONFIGURE AND ASSEMBLE AN INLET FILTER. 4. ALL FILTERS MEET ASTM D8057 SPECIFICATIONS 5. FOR WRITTEN SPECIFICATIONS AND MAINTENANCE GUIDELINES VISIT WWW.ADSPIPE.COM INSTALLATION INSTRUCTIONS: 1. REMOVE GRATE. 2. CLEAN GRATE LEDGE 3. SET INLET FILTER ON ONTO LOAD BEARING LEDGE OF STRUCTURE. 4. REPLACE GRATE. • • • • • • • • • • • • • • • 1. 2. 3. 4. 1. 2. 3. 1. 2. 3. 4. 5. 6. 1. 2. 3.